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Planning Commission Agenda - 07/02/2024AGENDA REGULAR MEETING - PLANNING COMMISSION Tuesday, July 2, 2024 - 6:00 p.m. Mississippi Room, Monticello Community Center MONTICELLO PLANNING COMMISSION/CITY COUNCIL JOINT WORKSHOP MEETING Monticello Community Center- North Mississippi Room 5:00 p.m. Concept Stage Planned Unit Development Submittal for Machinery/Truck Repair and Sales as a Principal Use on parcels zoned Industrial & Business Campus District (IBC) and guided Light Industrial Park Commissioners: Chair Paul Konsor, Vice Chair Andrew Tapper, Teri Lehner, Melissa Robeck, Rob Stark Council Liaison: Councilmember Charlotte Gabler Staff: Angela Schumann, Steve Grittman, Ron Hackenmueller 1. General Business A. Call to Order B. Roll Call C. Consideration of Additional Agenda Items D. Approval of Agenda E. Approval of Minutes • Regular Meeting Minutes —June 4, 2024 F. Citizen Comments 2. Public Hearings A. Consideration of a Request for Preliminary Plat of Broadway Plaza; Development Stage Planned Unit Development; Rezoning to Planned Unit Development for a Commercial Development including Commercial Lodging, Event Center, and Restaurant as Principal Uses Applicant: Mike Schneider B. Consideration of a Request for Development Stage Planned Unit Development and Rezoning to Planned Unit Development for a Phased Industrial Development including Industrial Service and Industrial Self -Storage as Principal Uses in the 1-2, Heavy Industrial District Applicant: Tim Flander/Big Bear Holdings, LLC. C. Consideration of a Conditional Use Permit for Development Stage Permit for proposed Commercial Lodging and Restaurants as Principal Uses in the Populus Sub -District of the Pointes at Cedar District; Variance to 15-foot minimum setback to property line abutting a public right-of-way for a freestanding sign Applicant: Ted Thomspon D. Consideration of an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Sections 153.012 — Definitions, 153.028 — Specific Review Procedures & Requirements, 153.090 — Use Table, & 153.091— Use -Specific Standards related to Contractor's Yard —Temporary, & Extraction of Minerals/Materials as Principal Interim Uses including Definitions, Use -Specific Standards, & other regulations as necessary to define and limit the intent or application of the proposed amendment Applicant: City of Monticello 3. Regular Agenda 4. Other Business A. Community Development Director's Report S. Adjournment Planning Commission Agenda — 07/02/2024 2A. Public Hearine - Consideration of a reauest for Preliminary Plat of Broadwav Plaza: Development Stage Planned Unit Development; Rezoning to Planned Unit Development for a Commercial Development including Commercial Lodging, Event Center, and Restaurant as Principal Uses Applicant: Mike Schneider Prepared by: Meeting Date: Council Date (pending Stephen Grittman, Grittman 07/02/2024 Commission action): Consulting, City Planner 07/22/2024 Additional Analysis by: Community Development Director, Assistant City Engineer, Chief Building Official ALTERNATIVE ACTIONS Decision 1: Consideration of the Broadway Plaza Preliminary Plat 1. Motion to adopt Resolution No. PC-2024-24 recommending approval of the Broadway Plaza Preliminary Plat subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-24 recommending approval of the Broadway Plaza Preliminary Plat, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-24. Decision 2: Consideration of a Development Stage PUD approval for Broadway Plaza. 1. Motion to adopt Resolution PC-2024-25 recommending approval of a Development Stage PUD approval for Broadway Plaza, subject to the Conditions on Exhibit Z and based on the findings in said resolution. 2. Motion to deny adoption of Resolution PC-2024-25 recommending approval of a Development Stage PUD approval for Broadway Plaza, subject to the Conditions on Exhibit z and based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-25. Decision 3: Consideration of an amendment to the Zoning Ordinance establishing the Broadway Plaza Planned Unit Development (PUD) District and rezoning the subject site to Broadway Plaza PUD District. 1. Motion to adopt Resolution No. PC-2024-26 recommending amendment to the Zoning Ordinance establishing the Broadway Plaza Planned Unit Development (PUD) District, 1 Planning Commission Agenda — 07/02/2024 and rezoning the subject site to Broadway Plaza PUD District based on findings in said resolution. 2. Motion to deny the adoption of Resolution PC-2024-26 recommending amendment to the Zoning Ordinance establishing the Broadway Plaza Planned Unit Development (PUD) District, and rezoning the subject site to Broadway Plaza PUD District based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-26. REFERENCE AND BACKGROUND Property: Legal Description: Length; see survey 6321 E. Broadway Street PID #: 213-000-183101 and 213-000-184203 Planning Case Number: 2024-22 Request(s): 1. Preliminary Plat 2. Rezoning to PUD 3. Development Stage PUD Deadline for Decision: August 3, 2024 (60-day timeline) October 2, 2024 (120 day timeline) Land Use Designation: Employment Campus Zoning Designation: None, proposed as PUD Overlays/Environmental Regulations Applicable: Not applicable Current Site Uses: Agricultural Surrounding Land Uses: North: 1-94 East: 1-94 South: R-1, Park, Single Family Residential West: Single Family Residential Project Description: The applicant proposes a mixed commercial Planned Unit Development on the subject property, consisting of a hotel, meeting/event center, and restaurant complex K Planning Commission Agenda — 07/02/2024 on the east, with a museum facility on the west. The property consists of approximately 8.3 acres, currently within Monticello Township and the Monticello Orderly Annexation Area. A petition for annexation is pending. ANALYSIS The applicant proposed a concept review of this project presented to a joint Planning Commission/City Council workshop in April of this year. Comments from Council, Commission, and staff were positive with regard to land use and consistency with both Comprehensive Plan goals for the site, as well as the development expectations for the property in question. Development details were the primary feedback, along with adherence to the City's general zoning standards. The current application adds significant information to the project proposal, although there remain some outstanding issues to resolve before full approvals can be considered. Primary among these is that, while the project proposal includes detail for use and development of the hotel -meeting -restaurant portion of the PUD, the museum portion (which includes the existing metal building) lacks the same level of detail. Further, a wetland evaluation has indicated the presence of a wetland within the project area that will require further review and possible changes to the existing site plan pending the outcome of the wetland permitting process. Those issues will be discussed more fully below. Annexation and Aaaroval Process. The applicant is seeking annexation of the privately -owned portions of the property, which currently lie within the Monticello Orderly Annexation Area of Monticello Township. The practice observed by the City and Township has been for the City to consider applications for annexation alongside applications for platting and zoning approvals, with any actions of the City Council contingent on annexation approval at the State's Office of Municipal Boundary Adjustments, after which final plat and zoning actions are taken and effective. This application was submitted under that practice. The public hearings for Preliminary Plat and Development Stage PUD, along with the public hearing for rezoning the site to a PUD District, are held by the Planning Commission and forwarded to the City Council, with the contingency for annexation approval. The City Council will consider those applications, with the same annexation contingency, but routinely withholds consideration of the rezoning until the Final Stage PUD and Final Plat (along with the Development Agreement), and once annexation is finalized. Land Use The project area is included in the City's 2040 Comprehensive Plan Land Use mapping, guided as Employment Campus, which is "characterized by a campus -like environment on large parcels. It also provides a high level of amenities including pedestrian connections and Planning Commission Agenda — 07/02/2024 architectural and landscape treatment that maintain high standards of visual quality". The Employment Campus designation references the City's "IBC", Industrial Business Campus as corresponding zoning. The IBC is a mixed -use district that includes a variety of light industrial and some commercial uses. The IBC district allows hospitality uses such as hotels and restaurants. The hotel and restaurant uses are consistent with the zoning expected under the guided land use. The museum, as an entertainment/recreation use, is not currently permitted in the IBC District, but is complimentary to the hospitality campus concept. The applicant is proposing the use of Planned Unit Development to accommodate the proposed mix of uses but is otherwise meeting the majority of zoning performance ordinance requirements. Additional comments relating to the use of the existing building are included in the PUD discussion below. Preliminary Plat The subject property consists of just over 8 acres of total area. The plat proposes to create two parcels, Lot 1 containing 2.19 acres for the museum property, and Lot 2, containing 6.08 acres for the hotel -restaurant complex. The proposed plat is depicted below: Ilk SURVEYOR'S NOTES In regard to the plat, it is noted that the proposed plat varies in shape and boundary from the parcel lines illustrated within Wright County's parcel records. Parcel 213000182101 and 213000184203 are shown as being owned by the applicant. The plat incorporates all of Parcel 213000182101 (the westerly parcel), but only a portion of 213000184203. The plat would leave a remnant triangle to the east of the site as now proposed. Staff is requesting that the applicant 4 Planning Commission Agenda — 07/02/2024 review this issue with the Wright County Surveyor to verity the underlying ownership and proposed property patterns. It is the applicant's understanding that there is a remnant at the east end of the plat that is not part of their titled parcel, and that the County's Beacon mapping is not current. As such, they are proposing to plat only what is clear in their title. Parcel 155500184203 is owned by the City based on available information and is not currently included in the plan or the proposed plat. dary shown on Preli r lat tk \ � 4 \ Q �4 /Q11 FC _ 4 e a c � e — \ Boundary shown�— on Site P BLOCK 1 \„ \ \ y LOr2 Proposed Site Plan Proposed Preliminary Plat There is also a discrepancy between the site plan and the Preliminary Plat. The boundary between Lot 1 ("Museum" lot to the west) and Lot 2 ('Hotel" lot to the east) is inconsistent between the two documents. The site plan relies on this westerly parking area to serve the hotel and events center. However, it appears on the plat that this westerly portion is located on land platted as a part of the museum parcel — about three -fourths of an acre. This will need to be resolved for the Preliminary Plat to move forward. The applicant has indicated that the site plan boundary between the two lots is the preferred location and will be revised on the Preliminary Plat drawing. Utilities. With annexation, municipal utility extensions are required. Further, the City's subdivision and general codes require that any development within the City be served with municipal utilities. The applicant has provided a plan for serving the site with water and sewer. These plans are subject to the comment of the City Engineer and any other required regulatory permits. Grading, Drainage, Erosion Control & Stormwater Management. The City Engineer has provided a comment letter covering these aspects of the plan. 61 Planning Commission Agenda — 07/02/2024 Easements. Plat perimeter and lot line easements are shown, although not clearly identified and dimensioned. These clarifications and other easement requirements are subject to the comment of the City Engineer. Access. Site access is discussed further below and within the City Engineer's comment letter. Other. With final plat, the developer is required to enter into a development contract providing for execution and compliance with all required terms and conditions of the plat. Development Stage PUD/Rezoning to PUD District Site Planning. The site plan relies on two access points from East Broadway. One directs traffic to the front covered entry areas for the hotel/restaurant/event center uses. The second currently is shown providing access to the east parking lot area. No separate access to the larger westerly parking area is planned. Staff has suggested that the easterly access point be realigned to align with the internal service drive for the site — increasing the distance from the Meadow Oak intersection, or in the alternative with Meadow Oak Drive. The proposed access point creates some potential conflicts with the existing Meadow Oak turning movements. The hotel, restaurant and event center uses are attached to create a single building. The configuration of uses creates a complementary site plan, with the primary parking fields to the east and to the west of the building. As discussed at the concept stage review, staff encourages the applicant to maximize landscape cover and buffering of the view of the parking areas from 1-94 and concentrate views on the building. More comments related to landscaping are provided below. The site plan shows parking lot facilities on the west side of Lot 2 at elevations of 953 or more. The plan notes that there is a significant low spot in the location of the parking lot just west of the proposed building, with a low elevation at 944. After further review, the applicant has provided a wetland delineation report verifying this area as a wetland. The applicant will be required to work through the wetland regulatory process to proceed with the site plan as shown before Council review of the preliminary plat and development stage PUD or modify all plans to meet wetland permitting requirements. The City Engineer will have further comment in this regard. It is noted that dependent on the outcome of the wetland review comments, the site may therefore require significant modifications to the parking and access layout on the west side of Lot 2. With regard to the "Museum" portion of the site on Lot 1, the plans illustrate a second building slightly larger than the existing shed, and a paved driveway serving that facility. This site has its own separate driveway access from East Broadway Street, and the paved parking/circulation area is not connected to the adjoining parking lot. Apart from a depiction of a paved surface serving the site, no other site plan information has been provided. 1.1 Planning Commission Agenda — 07/02/2024 For a common Development Stage PUD application, the City looks for a more complete description of the proposed uses, and also requires full site planning, utility plans, grading/drainage/stormwater data, as well as other site improvements or amenities to demonstrate consistency with the goals and requirements of the PUD zoning ordinance. The City's zoning ordinance states that PUD is intended to create development that uses flexibility from the City's development standards to develop property with increased quality and amenities. Lot 1 development will need to be supplemented by these additional plans to show consistency with those requirements. There is an existing building on the north portion of the subject property. For land use purposes, staff is recommending that the existing building will be utilized for personal storage of the owner/applicant. This storage may or may not be related to the operation of the museum but will be limited to personal use only and not available for rent to other entities for storage, nor for other commercial purposes. Any change from this expectation would require an amendment to the PUD ordinance being created for this project. Further, it should be clarified that no outdoor storage or display is permitted on the project site. This is an aspect of the PUD zoning ordinance. Pedestrian Access. The revised site plans show a bituminous pedestrian pathway along the north edge of the paved surface of East Broadway within the right of way. The final location of this pathway is subject to the recommendation of the City Engineer. Additional concrete sidewalk is shown around the building at edge of the parking lot areas. However, no other pedestrian facilities have been proposed. Additional pedestrian connections to the new pathway from the building development would be the minimum additional improvements that would serve hotel guests, as well as staff and employees of the facility. Parking. The applicants have cited need of 410 parking spaces if calculated separately for each three uses on Lot 2, based on the City's ordinance for parking requirements. The site plan has been designed to provide approximately 330, a reduction of about 20% from the separately calculated standard. Staff would expect that this parking would be adequate for the Lot 2 development assuming reasonable overlap/sharing between hotel, restaurant, and event center uses. Shared parking is often discounted at a rate that exceeds 20%, the greatest impact being in mixed -use areas where there is a highly varied difference in peak usage periods. In this case, there is going to an overlap between hotel and restaurant or event center patrons, and some limits on parking accumulation estimates for the combined restaurant/event center use. Staff would strongly support the provided parking quantity of 330 spaces based on available research into parking studies for these uses. Moreover, there are opportunities to increase parking on the site if needed, including areas to the east of the planned parking field, and along the service 7 Planning Commission Agenda — 07/02/2024 drive north of the building. As one additional comment, staff would recommend some area for vehicle and trailer space on hotel side of the site. Pending the outcome of the wetland process, the parking area may be adjusted. In any case, the recommended parking count for the site is no less than the proposed 330 spaces. For the museum complex on Lot 1, as noted, there is no specific parking layout or quantity proposed. The applicant has indicated that the facility will be open to the public during daytime hours. A parking area, striped with the appropriate number of parking spaces and to the code requirements, paved and curbed with stormwater management facilities, is a minimum additional requirement for this portion of the PUD. Landscape. The initial landscape plan illustrates a heavy planting along the Broadway Street side to buffer the site from the residential zoning to the south. Staff would note that this exposure is already buffered by the railroad and public/park spaces in its current natural condition. Staff strongly recommends that a significant portion of the landscape shown on the Broadway side of the site be shifted to the I-94 side, especially along the edges of the parking areas and along the north and east sides of the Lot 1 buildings. Greening these large pavement expanses can make a significant impact on the site's visual presentation to the freeway, reduce heat -zone impacts of large expanses of asphalt, and help focus visual exposure of the buildings and uses themselves. Staff also recommends an extensive planting and buffering of the proposed location of the trash enclosure, which is a freestanding facility at the northeast edge of the building complex. It is noted that an attached trash facility would be much more preferable for ease of access and safety for the employees of these business uses. Building Design/Materials. Building materials for the hotel -meeting -restaurant complex are consistent with the City's architectural and materials requirements, and with similar commercial buildings found in other areas. The building plans include an approximate glass and brick coverage of 34% cumulative. The Lot 2 Museum building shows a pole -type structure with a textured exterior and stone wainscot around the building on all four sides. The building shows two overhead doors and two service doors on each of the long side of the building, and no openings on the ends of the building. There are no windows on any building wall. The structure does not exhibit much architectural interest but is nominally consistent with the City's materials requirements. The design and materials of the existing building on the site are not depicted on the plans. It appears to be a common pole structure with metal siding. This type of structure would not be consistent with the City's material requirements. As a PUD and given both the plat and the expansion of the site with a second principal building, the City may consider requirements to upgrade the building, along with the site improvements discussed in other sections of this H., Planning Commission Agenda — 07/02/2024 report. Staff would suggest that at minimum, improvements to building materials would be a condition of any use that expands beyond the current personal storage. Signage. No information has been provided related to signage, with the exception of the narrative note that museum signage would be located on the gate that is proposed to control driveway access to the property. As such, signage on the site is required to conform to zoning ordinance standards. Lighting. The applicant has provided a site lighting plan that shows a 0 footcandle reading at adjoining roadways with 0.1 at Broadway/Meadow Oak intersection. Wallpack lighting on the building is included, and pole lighting is provided in the parking area. Poles shown at 20' height, consistent with city requirements. All lighting is required to be hooded and downcast to prohibit views of the light source from adjoining property or roads. STAFF RECOMMENDED ACTION Staff recommends approval of the zoning amendment, Development Stage PUD, and Preliminary Plat with a series of significant conditions. There are aspects of the plans that are missing details — particularly relating to the Lot 1 Museum property. As such, staff has included a series of requirements and conditions for that property that relate to additional plan requirements documenting the PUD permissions on that site. Staff's recommendation is provided in the interest of allowing the project to proceed, however, it is acknowledged that there are a number of issues that require resolution prior to. Nonetheless, the Comprehensive Plan direction for this (Employment Campus) supports the use of the property for hospitality uses, and to the extent that the plans are complete, the use of PUD to accommodate the proposed development is appropriate. Finally, it is emphasized that a number of procedural or technical issues control full approvals for PUD Development Stage and Preliminary Plat. These include resolution of the wetland area mitigation plans or impacts on parking if no mitigation is provided; and final approval of annexation by the State boundary adjustment officials, before which no zoning or other approvals can be finalized, nor can any permits proceed. SUPPORTING DATA A. Resolution PC-2024-24, Preliminary Plat B. Resolution Pc-2024-25, Development Stage PUD C. Resolution PC-2024-26, Rezoning to PUD D. Ordinance No. 8XX E. Aerial Site Image F. Applicant Narrative G. Preliminary Plat Planning Commission Agenda — 07/02/2024 H. Site Plan I. Civil Plans, Including: a. Site Plan b. Grading Plan c. Utility Plan J. Colored Building Elevations, Hospitality Complex K. Building Elevations, Museum L. Landscape Plan M. Photometric Plan N. Stormwater and Drainage Plans O. Wetland Delineation P. Concept Review Minutes Q. City Engineer's Letter, dated June 27, 024 R. Building Official's Letter, dated June 20, 2024 Z. Conditions of Approval 10 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�I-f [@ RESOLUTION NO. PC 2024-24 RECOMMENDING APPROVAL OF A PRELIMINARY PLAT FOR BROADWAY PLAZA ADDITION WHEREAS, the applicant is seeking a preliminary plat of a parcel of currently undeveloped land; and WHEREAS, the proposed plat would incorporate development opportunity for mixed commercial/hospitality uses as an allowed use in the proposed Broadway Plaza Planned Unit Development zoning district; and WHEREAS, the plat creates two development parcels, dedication of public easements, and utilizes existing right of way related to public streets along with drainage and utilities; and WHEREAS, the platted parcels will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the appropriate PUD standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Employment Campus uses; and WHEREAS, the proposed preliminary plat shows two development parcels, upon which the existing and proposed buildings will be located, as well as other improvements; and WHEREAS, the Planning Commission has reviewed the application for the plat pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd, 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the PUD, Planned Unit Development District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed plat accommodates additional public and private improvements, including pedestrian facilities, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed plat accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details, as supplemented in further submissions, meet the intent and requirements of the applicable zoning regulations. 7. As a property with high visibility and exposure but separate major roadway access, the proposed plat is not anticipated to negatively impact surrounding residential properties. 8. Approval of the plat will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed Preliminary Plat Broadway Plaza Addition be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. No project zoning, subdivision, or environmental approvals granted under this process are final until the property is annexed into the City of Monticello. 2. No permits shall be issued, nor shall any approvals or documents recorded, until the property is annexed to the City of Monticello, and. No approval granted under this PUD shall be final until final approvals for wetland mitigation are granted. If wetland mitigation is not provided, and the site plan makes significant changes to the parking and/or circulation configurations on the site plan, additional review — including PUD amendment approvals — may be required, depending on the scope of the changes. 4. The PUD is approved as a single-phase project, and the development agreement shall be signed, all securities shall be provided, and all infrastructure and building construction permits shall be a part of a single permit submission and all buildings shall be connected to public utilities. No permits shall be issued until the development agreement and all securities are in place. Uses allowed in the PUD are those proposed by the applicant's narrative and expressed on the approved site plan, and include Hotel, Event Center, Full - service Restaurant, Museum, and Private Personal Storage, each use assigned to the appropriate building on the approved plans. Changes in any use shall require an amendment to the PUD, according to the terms of the Zoning Ordinance for such amendments. 6. The Preliminary Plat is revised to change the boundary between Lots 1 and 2 to reflect the location shown on the PUD site plan, including easement locations and other impacts of that change. 7. The applicant will review property line issues with the Wright County Surveyor to verify the underlying ownership and proposed property patterns. 8. Additional site and civil plans shall be required to illustrate compliance with all City zoning requirements for Lot 1, including grading and drainage plans, parking lot paving and curbing, and revised landscaping plans that illustrate all ground cover treatments, including turf or other landscape cover. Landscape and site plans are required to exhibit the standards of design and materials common in Monticello commercial development areas and be consistent with the requirements of the zoning ordinance. 9. Building Materials for the existing building (Personal Storage) on Lot 1 shall require review and improvement at the time of any change in use beyond use of the building as storage for the owner/applicant or the Museum use. 10. No outdoor storage or display of any type is permitted in the PUD. 11. Landscape plans are modified for the PUD to significantly increase tree and shrub planting along the boundary with 1-94 adjacent to the parking lots on the east and west sides of the hotel -restaurant -event center building. 12. Additional landscape screening shall be provided to fully buffer the view of the waste enclosure areas from view of the public, including views from the freeway. 13. Signage plans are submitted for inclusion in the PUD for both Lots 1 and 2 — signage must comply with the requirements of the Sign Ordinance, and no flexibility is sought under the PUD for the project. 14. A cross -parking and access agreement between Lots 1 and 2 may be included in the final approvals, depending on parking supply and internal cross access between the two sites. 15. Pedestrian improvements to the project shall include a full sidewalk or pathway along the north side of Broadway, with additional pedestrian access between the proposed buildings and the public pedestrian facility. If the public pedestrian improvements are located within the private property lines of the project area, an easement shall be provided for public pedestrian access. 16. Execution and recording of a development contract for the proposed plat. 17. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024 18. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 19. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 2nd day of July, 2024 by the Planning Commission of the City of Monticello, Minnesota. ►Ti[�I�7[K�[� ' e ► ► ► etK� ►] � 1► If;Y.Y[�I�I 0 ATTEST: Andrew Tapper, Vice -Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�*f [@ RESOLUTION NO. PC 2024-25 RECOMMENDING APPROVAL OF A DEVELOPMENT STAGE PLANNED UNIT DEVELOPMENT FOR BROADWAY PLAZA ADDITION WHEREAS, the applicant is seeking a Development Stage Planned Unit Development approval, among other concurrent applications, for a parcel of currently undeveloped land; and WHEREAS, the proposed PUD would incorporate development opportunity for mixed commercial/hospitality uses as an allowed use in the proposed Broadway Plaza Planned Unit Development zoning district; and WHEREAS, the PUD provides for a variety of hospitality -oriented businesses, as well as retention of a personal storage building, on two development parcels, and utilizes existing right of way for access to and from the PUD businesses; and WHEREAS, the PUD incorporates a series of development standards that the applicant will meet with the submitted, or supplemental, plans and documents; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Employment Campus uses; and WHEREAS, the proposed preliminary plat shows two development parcels, upon which the existing and proposed buildings will be located, as well as other improvements; and WHEREAS, the Planning Commission has reviewed the application for the Development Stage PUD pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd, 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the PUD, Planned Unit Development District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed plat accommodates additional public and private improvements, including pedestrian facilities, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed plat accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details, as supplemented in further submissions, meet the intent and requirements of the applicable zoning regulations. 7. As a property with high visibility and exposure but separate major roadway access, the proposed plat is not anticipated to negatively impact surrounding residential properties. 8. Approval of the plat will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed Development Stage PUD for Broadway Plaza be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. No project zoning, subdivision, or environmental approvals granted under this process are final until the property is annexed into the City of Monticello. 2. No permits shall be issued, nor shall any approvals or documents recorded, until the property is annexed to the City of Monticello, and. No approval granted under this PUD shall be final until final approvals for wetland mitigation are granted. If wetland mitigation is not provided, and the site plan makes significant changes to the parking and/or circulation configurations on the site plan, additional review — including PUD amendment approvals — may be required, depending on the scope of the changes. 4. The PUD is approved as a single-phase project, and the development agreement shall be signed, all securities shall be provided, and all infrastructure and building construction permits shall be a part of a single permit submission and all buildings shall be connected to public utilities. No permits shall be issued until the development agreement and all securities are in place. Uses allowed in the PUD are those proposed by the applicant's narrative and expressed on the approved site plan, and include Hotel, Event Center, Full - service Restaurant, Museum, and Private Personal Storage, each use assigned to the appropriate building on the approved plans. Changes in any use shall require an amendment to the PUD, according to the terms of the Zoning Ordinance for such amendments. 6. The Preliminary Plat is revised to change the boundary between Lots 1 and 2 to reflect the location shown on the PUD site plan, including easement locations and other impacts of that change. 7. The applicant will review property line issues with the Wright County Surveyor to verify the underlying ownership and proposed property patterns. 8. Additional site and civil plans shall be required to illustrate compliance with all City zoning requirements for Lot 1, including grading and drainage plans, parking lot paving and curbing, and revised landscaping plans that illustrate all ground cover treatments, including turf or other landscape cover. Landscape and site plans are required to exhibit the standards of design and materials common in Monticello commercial development areas and be consistent with the requirements of the zoning ordinance. 9. Building Materials for the existing building (Personal Storage) on Lot 1 shall require review and improvement at the time of any change in use beyond use of the building as storage for the owner/applicant or the Museum use. 10. No outdoor storage or display of any type is permitted in the PUD. 11. Landscape plans are modified for the PUD to significantly increase tree and shrub planting along the boundary with 1-94 adjacent to the parking lots on the east and west sides of the hotel -restaurant -event center building. 12. Additional landscape screening shall be provided to fully buffer the view of the waste enclosure areas from view of the public, including views from the freeway. 13. Signage plans are submitted for inclusion in the PUD for both Lots 1 and 2 — signage must comply with the requirements of the Sign Ordinance, and no flexibility is sought under the PUD for the project. 14. A cross -parking and access agreement between Lots 1 and 2 may be included in the final approvals, depending on parking supply and internal cross access between the two sites. 15. Pedestrian improvements to the project shall include a full sidewalk or pathway along the north side of Broadway, with additional pedestrian access between the proposed buildings and the public pedestrian facility. If the public pedestrian improvements are located within the private property lines of the project area, an easement shall be provided for public pedestrian access. 16. Execution and recording of a development contract for the proposed plat. 17. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024 18. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 19. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 2nd day of July, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION 10 ATTEST: Andrew Tapper, Vice -Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�I-f [@ RESOLUTION NO. PC 2024-26 RECOMMENDING AMENDMENT TO SECTION 153.147 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, CREATING THE BROADWAY PLAZA PLANNED UNIT DEVELOPMENT DISTRICT, AND REZONING THE SUBJECT PROPERTY TO BROADWAY PLAZA PUD DISTRICT WHEREAS, the applicant is seeking a Planned Unit Development for a commercial project, consisting of hospitality commercial uses, and retention of a single existing personal storage building, to be platted pursuant to the concurrent request for the Broadway Plaza Addition plat; and WHEREAS, the proposed PUD District would create the uses and standards applicable to all development in the Broadway Plaza District, to consist of a combination of hospitality uses, including hotel, restaurant, event center, museum, and a single personal storage facility as an allowed use in the proposed Broadway Plaza Planned Unit Development zoning district; and WHEREAS, the site is concurrently subject to requests for a preliminary plat for the proposed project, and a Development Stage PUD approval for the Broadway Plaza PUD District; and WHEREAS, the proposed PUD and its associated plat creates a dedication for public easements, and adequate right of way related to public streets along with drainage and utilities which will serve various phases of the PUD; and WHEREAS, the subject parcels will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the adopted Broadway Plaza PUD District standards, as well as other applicable standards of the Monticello Zoning Ordinance; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Employment Campus, currently awaiting annexation as a companion request to the PUD Zoning; and WHEREAS, the Planning Commission has reviewed the application for the Amendment to the Zoning Ordinance pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd , 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed Zoning District is required to address the existing use, and provide the potential for development consistent with the intent and purpose of the plans, goals, and policies of the Monticello Comprehensive Plan related to the Employment Campus land use category. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, provided the development is adequately served by existing roadways. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed PUD District and the associated development plans accommodate additional public and private improvements, including streets, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed PUD does not interfere with reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. As a property which has been vacant for many years, but which has been anticipated to be a highly visible gateway commercial location, the proposed PUD is not anticipated to negatively impact surrounding properties or values. 7. Approval of the PUD will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed amendment to the Monticello Zoning Ordinance creating the Broadway Plaza PUD District, and rezoning the area being platted as the Broadway Plaza PUD District, be approved subject to the conditions of Exhibit Z of the staff report, as follows: No project zoning, subdivision, or environmental approvals granted under this process are final until the property is annexed into the City of Monticello. No permits shall be issued, nor shall any approvals or documents recorded, until the property is annexed to the City of Monticello, and. No approval granted under this PUD shall be final until final approvals for wetland mitigation are granted. If wetland mitigation is not provided, and the site plan makes significant changes to the parking and/or circulation configurations on the site plan, additional review— including PUD amendment approvals — may be required, depending on the scope of the changes. 4. The PUD is approved as a single-phase project, and the development agreement shall be signed, all securities shall be provided, and all infrastructure and building construction permits shall be a part of a single permit submission and all buildings shall be connected to public utilities. No permits shall be issued until the development agreement and all securities are in place. Uses allowed in the PUD are those proposed by the applicant's narrative and expressed on the approved site plan, and include Hotel, Event Center, Full - service Restaurant, Museum, and Private Personal Storage, each use assigned to the appropriate building on the approved plans. Changes in any use shall require an amendment to the PUD, according to the terms of the Zoning Ordinance for such amendments. 6. The Preliminary Plat is revised to change the boundary between Lots 1 and 2 to reflect the location shown on the PUD site plan, including easement locations and other impacts of that change. 7. The applicant will review property line issues with the Wright County Surveyor to verify the underlying ownership and proposed property patterns. 8. Additional site and civil plans shall be required to illustrate compliance with all City zoning requirements for Lot 1, including grading and drainage plans, parking lot paving and curbing, and revised landscaping plans that illustrate all ground cover treatments, including turf or other landscape cover. Landscape and site plans are required to exhibit the standards of design and materials common in Monticello commercial development areas and be consistent with the requirements of the zoning ordinance. 9. Building Materials for the existing building (Personal Storage) on Lot 1 shall require review and improvement at the time of any change in use beyond use of the building as storage for the owner/applicant or the Museum use. 10. No outdoor storage or display of any type is permitted in the PUD. 11. Landscape plans are modified for the PUD to significantly increase tree and shrub planting along the boundary with 1-94 adjacent to the parking lots on the east and west sides of the hotel -restaurant -event center building. 12. Additional landscape screening shall be provided to fully buffer the view of the waste enclosure areas from view of the public, including views from the freeway. 13. Signage plans are submitted for inclusion in the PUD for both Lots 1 and 2 — signage must comply with the requirements of the Sign Ordinance, and no flexibility is sought under the PUD for the project. 14. A cross -parking and access agreement between Lots 1 and 2 may be included in the final approvals, depending on parking supply and internal cross access between the two sites. 15. Pedestrian improvements to the project shall include a full sidewalk or pathway along the north side of Broadway, with additional pedestrian access between the proposed buildings and the public pedestrian facility. If the public pedestrian improvements are located within the private property lines of the project area, an easement shall be provided for public pedestrian access. 16. Execution and recording of a development contract for the proposed plat. 17. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024 18. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 19. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 21" day of July, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION -31 ATTEST: Andrew Tapper, Vice -Chair Angela Schumann, Community Development Director ORDINANCE NO. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING TITLE XV, § 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, ESTABLISHING THE BROADWAY PLAZA PLANNED UNIT DEVELOPMENT DISTRICT AND REZONING THE FOLLOWING DESCRIBED PROPERTY TO BROADWAY PLAZA PUD: PLAT OF BROADWAY PLAZA ADDITION THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.047, PUD Districts, is hereby amended to add the following: (X) Broadway Plaza PUD District (1) Purpose. The purpose of the Broadway Plaza PUD District is to provide for the development of certain real estate subject to the Planned Unit Development District for mixed commercial land uses. (2) Phased Development. The Broadway Plaza PUD District will be developed in a single phase. (3) Permitted Uses. Permitted principal uses in the Broadway Plaza PUD District shall be hospitality commercial uses, including hotel, restaurant, event center, museum, and personal storage, as defined in the Monticello Zoning Ordinance, along with administrative offices, subject to the approved Final Stage PUD Development Plans dated , and development agreement dated , and subject to the conditions of approval imposed by City Council Resolution No. , and as may be further amended. Each individual use is limited to the location and building identified on the Final PUD Development Plans. The introduction of any other use or change in density shall be reviewed under the requirements of the Monticello Zoning Ordinance, 153.028(0)(9)(b) — Planned Unit Developments for Development Stage PUD. (4) Accessory Uses. No other accessory uses shall be permitted in the Broadway Plaza PUD District, nor shall any outdoor storage or display be allowed, other than as specifically identified on the Final Stage PUD Development Plans. ORDINANCE NO. (5) District performance standards. Performance standards for the development of any lot in the Broadway Plaza PUD District shall adhere to the approved Final Stage PUD plans and development agreement. (5) The specific flexibility and conditions of the Broadway Plaza PUD District shall be as follows: A. The mix of uses shall be as specifically provided in the PUD. B. No outdoor storage shall be allowed within the PUD. C. Parking for the facility shall be as provided per the approved plans, and located throughout the district as required by tenants. D. All uses and site development is subject to the Final Stage PUD for Lot 1 are dated , and for Lot 2 are dated E. Signage and landscaping shall be as per approved Final Stage PUD Development Plans, or as administratively approved per Monticello City Code. F. The location and widths of internal lot line drainage and utility easements are as per the approved plat of Broadway Plaza Addition. (6) In such case where any proposed improvement is not addressed by the Final Stage PUD, the applicant shall seek a PUD Amendment per the processes of the Monticello Zoning Ordinance and as directed by the Community Development Department. (7) Where there are any conflicts in the allowed uses or required performance standards between the Broadway Plaza PUD District and any other applicable zoning regulations, the requirements of the Broadway Plaza PUD District and its associated plans shall prevail. (8) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change, the proposer shall apply for an amendment to the PUD under the terms of § 153.028(0)(10). The city may require that substantial changes in overall use of the PUD property be processed as a new project, including a zoning district amendment. Section 2. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 3. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make 0A ORDINANCE NO. necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. Section 4. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this day of , 2024. Lloyd Hilgart, Mayor ATTEST: Rachael Leonard, City Administrator AYES: NAYS: .1 15 U FFa .�......... -�� -� "�e. � Cho r , u iFT I.�.� . -�--=a 1 �n F-I Why this P.U.D. Is Beneficial to The Monticello Community. The envisioned Planned Unit Development (PUD) in Monticello represents an ambitious vision focused on revitalizing the community and boosting its economic prosperity. Our initiative aims to accomplish various goals while promoting public values that improve the experiences of both residents and visitors. Versatile Event Center: Central to the PUD's vision is the establishment of a state-of-the-art event center capable of hosting regional company meetings, trade conventions, public school events, weddings, and various community gatherings. This multifunctional space will serve as a hub for social and professional interaction, promoting Monticello as a premier destination for events of all kinds. Hotel Accommodations: Addressing the identified need for lodging, the PUD will include a hotel adjacent to the event center. This accommodation will cater to event attendees, providing convenient lodging options while generating additional foot traffic for local businesses. Moreover, it will complement the recent hotel study conducted by the city, meeting the growing demand for hospitality services in Monticello. Upscale Dining Experience_ A cornerstone of the PUD's offerings will be an upscale restaurant, catering not only to guests staying at the hotel and attending events but also to Monticello residents seeking an elevated dining experience. By providing a sophisticated culinary destination, the PUD aims to enhance the local dining scene and stimulate economic growth within the community. Community Integration: Emphasizing inclusivity, the PUD will integrate seamlessly with the fabric of Monticello, providing residents with access to amenities and opportunities for engagement. Public schools will have the opportunity to utilize the event center for educational and extracurricular activities, fostering a sense of community pride and cohesion. Economic Growth: The PUD's event center and hotel offerings will attract visitors to Monticello, stimulating business activity and supporting local establishments. By becoming a sought-after destination, Monticello will experience increased revenue streams and job opportunities, contributing to the overall prosperity of the community. Community Engaclement: Through its multifunctional spaces and inclusive programming, the PUD will serve as a gathering place for residents, fostering social connections and cultural exchange. Public schools and community organizations will benefit from access to modern facilities. Tourism Promotion: With its strategic location and diverse offerings, the PUD aims to position Monticello as a desirable tourism destination. Visitors drawn to the event center, hotel, and upscale dining establishment will have the opportunity to explore the region's natural beauty, including the nearby Bertram Chain of Lakes Regional Athletic Park, further enhancing Monticello's appeal as a leisure destination. In conclusion, these efforts highlight the P.U.D.'s commitment to uniting the community, boosting the local economy, and drawing in tourists. This transforms Monticello into a thriving hub of activity with abundant opportunities. By fostering connections, supporting businesses, and celebrating local culture, the P.U.D. aims to enhance Monticello's public value for both current and future residents. Broadway Event Plaza Executive Summary Broadway Event Plaza is an upcoming planned unit development located in Monticello, MN. Situated in a prime location with excellent visibility from I-94, the plaza is strategically positioned to attract a high volume of traffic, with an average of 57,000 vehicles passing by daily. It will consist of the Grand Stay Hotel, offering comfortable accommodation along with a pool, and a spacious 15,000 sq ft Event/Conference Center equipped with multiple room dividers to accommodate events of varying sizes. Our target market includes Monticello and the surrounding areas, catering to a wide range of events such as weddings, trade conferences, public school events, and more. With its central location in Minnesota, midway between Fargo and Minneapolis, Broadway Event Plaza is conveniently accessible to both local and out-of-town guests. In addition, the plaza will feature an upscale 5,600 sq ft restaurant, aiming to meet the dining needs of the community. With its diverse offerings and exceptional service, the restaurant will serve as a draw for both residents and visitors alike. CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Opportunity Problem It Solution Problem Worth Solving There is a significant shortage of event/conference centers in central Minnesota, particularly in Monticello. Our company, Broadway Event Plaza, has acquired land conveniently located along I-94 in Monticello. In addition to the much -needed event center, there is also a pressing need for a hotel in Monticello. This hotel will not only benefit the event center but also cater to the demands of the local community. Furthermore, Monticello would greatly benefit from an upscale restaurant that could complement the hotel and event center, providing a complete and elevated experience for our guests. Our Solution Our plan includes constructing a state-of-the-art event and conference center, spanning an impressive 15,000 square feet. This facility will provide a versatile space for various events, such as conferences, seminars, and exhibitions, accommodating a large number of guests. With modern amenities and ample room for customization, our event center will be the ideal venue for businesses and organizations to host their important gatherings. In addition to the event center, we envision the establishment of a remarkable Grand Stay Hotel, boasting 78 well-appointed units. Our hotel will offer guests a luxurious experience, complete with a refreshing pool where they can unwind and rejuvenate. With impeccable service and top-notch facilities, we aim to provide exceptional hospitality and ensure a memorable stay for every guest. Furthermore, we have plans to introduce an exquisite upscale restaurant, spanning an expansive 6,800 square feet, which will also feature a charming outdoor patio area. This culinary haven will offer a fine dining experience like no other, with a focus on impeccable service, delectable cuisine, and a captivating ambiance. Our restaurant will become a go -to destination for discerning diners seeking a memorable culinary journey. 1 2 CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you wilt not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Target Market The population of Wright County in 2010 was 124,700. Over the course of the last 10 years, it has seen a significant increase, reaching 141,333 by 2020. This represents a growth rate of 13.3% over the decade. Since 2020, Wright County has continued its impressive growth and has emerged as the fastest growing county in the state of Minnesota. According to the US Census Bureau, the county has experienced a population increase of 4%. Competition Current Alternatives At Broadway Event Plaza, we have recognized an opportunity to address the current limitations in gathering space for events in Monticello. Currently, there are only smaller meeting rooms available, which restricts the size and scope of events that can be hosted. In terms of accommodation, Monticello currently has three franchised hotels - Best Western, Days Inn, and Super S. These establishments, while providing economy accommodations, can be considered older in terms of their facilities and amenities. Additionally, there is an independent economy property called Americ Inn Motel. However, an area that Monticello lacks in is upscale dining options. Currently, there are no establishments that offer a high -end dining experience for residents and visitors alike. Our Advantages The Broadway Event Plaza is strategically located along 1-94, offering excellent visibility to potential customers. With a spacious 15,000 square feet, our event and conference center will be the largest in the area, providing ample space for various types of gatherings. In addition, we have partnered with the newest upscale hotel in the vicinity. This hotel boasts fantastic amenities, including an indoor pool, continental breakfast, 3 CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza and a delightful happy hour featuring a selection of delicious hors d'oeuvres. This partnersIr allows us to offer our clients a convenient accommodation option for their attendees. To further enhance the experience, we are proud to announce the opening of the only fine dining restaurant in the area. Guests at Broadway Event Plaza will have the opportunity to savor exquisite cuisine, prepared by our talented chefs, without having to travel elsewhere. �ese advantages contribute to Broadway Event Plaza becoming the top choice for hosting events d conferences in the area, providing a comprehensive and exceptional experience to our valued CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Execution Marketing 8 Sales Marketing Plan In order to effectively market Broadway Event Plaza, we will utilize various strategies to reach our target audience. These strategies include: • Utilizing social media platforms such as Facebook and Linkedln to engage with our followers and promote our services. • Joining and actively participating in the local Chamber of Commerce in Monticello and surrounding areas to establish connections and promote our venue. • Collaborating with the City of Monticello to feature our event space on their official website, increasing our visibility to potential customers. • Tapping into the power of national franchises like Grand Stay to leverage their marketing resources and reach a wider audience. • Targeting state associations relevant to our industry to create partnerships and gain exposure among professionals in the field. • Participating in trade shows related to events, exhibitions, and conferences to showcase our venue and build relationships with potential clients. • Establishing partnerships with wedding planners to promote our venue as an ideal location for weddings and related events. • Exploring opportunities to market our services for end -of -life celebrations, such as memorial services and funerals. • Utilizing billboards and eye-catching signage in strategic locations to create brand awareness and attract the attention of passersby. By implementing these marketing strategies, we aim to increase our brand visibility, attract a diverse range of customers, and establish Broadway Event Plaza as a premier event venue in Monticello and beyond. CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Sales Plan At Broadway Event Plaza, we leverage professional national marketing strategies to effectively drive sales. We believe that individual meetings and a dedicated team of sales professionals play a crucial role in achieving our sales targets. Our comprehensive marketing campaigns are designed to generate and drive sales, ensuring maximum visibility for our business. Additionally, we offer attractive incentives to new groups to raise awareness about our services and foster long- term relationships. Operations Locations ft Facilities We are excited to introduce Broadway Event Plaza, a brand new full -service event venue in Monticello, Central MN. Strategically located along Interstate 94, our facility offers convenient access for our valued guests. At Broadway Event Plaza, we take pride in providing a comprehensive experience for our guests. Our stunning property features the Grand Stay hotel, complete with a refreshing pool for relaxation and comfort. Whether you are attending a conference or planning a special event, our 15,000 sq ft event and conference space is designed to meet all your needs. We believe that the right environment is essential for a successful event, and our state-of-the-art facilities are sure to impress. In addition to our exceptional event services, Broadway Event Plaza offers an upscale restaurant. Our culinary team is dedicated to creating memorable dining experiences, with a focus on providing delicious and innovative dishes. From private dinners to large banquets, our restaurant is the perfect venue for any occasion. Be it a corporate event, wedding, or social gathering, Broadway Event Plaza is committed to surpassing your expectations. We look forward to welcoming you to our one -of -a -kind event venue. 1 6 1 CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Technology We will utilize the Grand Stay Reservation and Booking System for managing our reservations and bookings. In addition, we will implement a point -of -sale system in our restaurant to streamline transactions. To provide convenience for our guests, we will offer complimentary Wi-Fi access throughout the premises. Furthermore, our conference event center is equipped with state-of-the-art facilities, including TVs, projectors, and audiovisual equipment. Equipment £t Tools in order to successfully operate the Broadway Event Plaza, we will require a range of necessary equipment and furnishings. This includes hotel furnishings to ensure the comfort and satisfaction of our guests. Additionally, we will need tables and chairs specifically designed for our event center, as well as furniture suitable for our restaurant area. Milestones Et Metrics Milestones Table Key Metrics CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Company Overview We are in the process of forming a Limited Liability Company and are actively seeking investors and partners to join us in this endeavor. As we establish our company, we recognize the value of collaboration and the benefits that come from working together towards a common goal. We believe that by partnering with like- minded individuals, we can leverage our combined expertise and resources to achieve greater success. If you share our vision and are interested in becoming a part of our venture, we would love to hear from you. Please reach out to us to discuss potential investment or partnership opportunities. Together, we can create a thriving and prosperous business. Team Management Team In order to ensure efficient operations, we have made the decision to engage the services of a professional management company for both the hotel and event center. This will involve having dedicated on -site managers for both the hotel and the event conference center. In addition, we have secured the expertise of an upscale restaurant operator who will oversee the management of the restaurant. This individual will work closely with the restaurant's catering department to ensure seamless coordination and exceptional service. Advisors Advisors for the Broadway Event Plaza include the management team of the Grand Stay Hotel franchise, represented by Jon Kennedy. We also have the expertise of experienced developers Doug Carlson and Tony Dinngman from DCD Contracting. Additionally, we are fortunate to have Lisa M. Shields-Ergen, an experienced restaurant owner with a strong background in event catering and restaurant operations. Finally, Patrick O'Regan, the Chairman of Premier Bank Minnesota, brings his invaluable expertise to our team. CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and isshared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. I'm writing to confirm our understanding and commitment to the financial requirements associated with the proposed Planned Unit Development (PUD) in Monticello. We acknowledge the importance of adheringto the guidelines set forth by the City of Monticello and ensuringthat our development meets all specified standards, includingthose pertaining to underground utilities and other necessary improvements. We fully comprehend the significance of compliance with the city's specifications for underground utilities and other essential infrastructure enhancements. Our team is dedicated to meticulously following the outlined requirements to ensure that the proposed PUD aligns with the city's vision for development and contributes positively to the community. Moreover, we are committed to meeting the financial obligations associated with the development project. As such, we guarantee timely payment and completion of all improvements as outlined and required bythe city. Ourfinancial commitment extends to coveringthe costs associated with underground utilities installation and any other improvements deemed necessaryforthe successful implementation of the PUD. It is our utmost priority to uphold transparency, integrity, and accountability throughout the development process. We are confident that our collaboration with the City of Monticello will result in a mutually beneficial outcome, contributing to the enhancement of the local infrastructure and the overall quality of life for residents. Please do not hesitate to contact us should you require anyfurther clarification or information regarding our proposal orfinancial commitment. We are eager to work closely with the City of Monticello to ensure the successful realization of the planned development. Mike Schneider PkELIMINARY PLAT OF. BROADWAY PLAZA r \ \--..NE'LY ROW LINE \ \ 75-12' AZ,284° 30rr E10 . e4729, 4279" Sap �1 \ _ 2834 E 1-0729 \ \ \ \ 9s5 \ \3 255 (0) 6 \ \ _...... S 89000'59" E 1558.97 S 89 00'S9 E 1834.62 \ V .. W 1/4 CORNER ,�U,, SEC. 18,T.121,R.24 :''• •.l . t ,b A A a '-Jj. (NW CORNER E/W 1/4 LINE Ni/2 OF SW3/4) 4) SEC. 18, T. 121, R. 24 966 , (NORTH LINE OF \ \ NI/2OFSWI/4) \ \ Legend 0 INDICATES IRON MONUMENT PLACED -� INDICATES IRON MONUMENT FOUND INDICATES WRIGHT COUNTY CAST IRON MONUMENT SN INDICATES SANITARY SEWER LINE ST INDICATES STORM SEWER LINE - I INDICATES UNDERGROUND WATER c INDICATES UNDERGROUND CABLE x INDICATES FENCE LINE INDICATES WATER MANHOLE 0 INDICATES SANITARY MANHOLE ® INDICATES CATCH BASIN p INDICATES ELECTRIC PEDESTAL © INDICATES CABLE PEDESTAL �a INDICATES WATER VALVE O INDICATES LIGHT POLE -o- INDICATES SIGN 0 INDICATES STORM MANHOLE 'C� INDICATES HYDRANT ® INDICATES WELL INDICATES BITUMINOUS SURFACE INDICATES CONCRETE SURFACE t INDICATES GRAVEL SURFACE CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE Cl 1901.54 85.23 85.22 N 58023'40" W 2034'05" C2 1885.54 225.30 225.16 N 50020'43" W 6050'46" C3 1901.54 296.57 296.27 N 39°56'55" W 8056'10" C4 11659.19 846.13 845.94 N 5105541" W 400929" C5 1901.54 10.24 10.24 N 59031'28" W 001890" C6 1 1901.54 174.99 174.99 1 N 58014'25" W 2°1515" OWNER: MICHAEL SCHNEIDER 6321 E BROADWAY ST MONTICELLO, MN 55362 5, Iv � SHED � _\� \ ✓� LINE BEARING IDISTANCE LI S 45025'02" E 192.18 L2 S 55°43'34" E 92.18 L3 S 54°3U'07" W 1105.54 �C \ - z vv''/jff yy \ v C2 \ v U �v v 11€i t f y RHW LINE � : {� �1 ry HJ(VY No. 75 LOT 2 vst v v 5/45 +/- Acres -__...-PO SI LE10FTEASEM T_ •:`'•:: P D C. NO.1488714 •'' SW'LY ROW LINE {SEE SUIVEiOR 5 NO)j INTERSTATE NO. 94 /� 99 T�.0 ELE - 94L9 rg5s / \AS.tIJV EtEV_=941.97,/ / 19ygr� J \ �. l �• \ 947 T.O.C. ELEV= 945.98 \INV. ELEV=942.26 `T()C FtEY , 5'5,T \ Ste/ t5E'LYEXTENSIi7N �a T.O.C. ELEV: 945.91 E. TiW EL04)a-5 V ° OF THE NE'LY RO - 6' • \ INV. ELEV.=942.43 .... S. INV`xLeV @42 ['h*. `� V A I .HNIY".NO. 5 _' \ to ��SUMP �i \ SANITARY yo .S ��"�.: . �' {� 2y� 3� 106C2 100 0 50 100 200 „'. \ FORCE MAIN (GRAPHICALLY 5TT N T 8 \ \ LINE "C" ' ,, - INTERSECTION OFWES SHOWN PERPLA '�`i SCALE IN FEET LINE OF WS/2 OF SEl/4 OF cam' , 9�& s ;ELEV 4g QB+is \ (Per Doc. No. A1488714) The North Half of the Southwest Quarter (NI/2 of SW IA) and the Southeast Quarter of the Northwest Quarter (SEl/4 of NWl/4) of Section Eighteen (18), Township One Hundred Twenty -One (121), Range Twenty-four (24), lying Northeasterly of the Northeast right of way line of Wright County Highway No. 75, and lying Southwesterly of the Southwesterly right of way line of Interstate No. 94, according to the U.S. Government survey thereof, Wright County, Minnesota. All that part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, lying Northeasterly of the Burlington Northern Railway Right of Way and Southwesterly of Interstate 94, Wright County, Minnesota. LESS AND EXCEPT That part of the Northeast Quarter of the Southwest Quarter and the Southeast Quarter of the Northwest Quarter of Section 18, Township 121 North, Range 24 West, Wright County, Minnesota, lying northeasterly of the northeasterly right of way line of Wright County Highway No. 75, and southwesterly of the southwesterly right of way line of Trunk Highway No. 94, as both highways are now located and established, which hes northerly of Line 1 described below: Line 1: Commencing at the west quarter comer of said Section 18; thence easterly on an azimuth of 90 degrees 59 minutes 00 seconds along the east and west quarter line thereof for 1834.62 feet thence on an azimuth of 283 degrees 42 minutes 55 seconds for 269.43 feet; thence on an azimuth of 284 degrees 47 minutes 29 seconds for 155,30 feet to said northeasterly right of way line and the point of beginning of Line I to be described; thence on an azimuth of 104 degrees 47 minutes 29 seconds for 155.30 feet, thence on an azimuth of 103 degrees 42 minutes 55 seconds for 269.43 feet to said east and west quarter line of Section 18; thence continue on an azimuth of 103 degrees 42 minutes 55 seconds for 21.64 feet; thence on an azimuth of 110 degrees 03 minutes 15 seconds for 295.91 feet to said southwesterly right of way line and there terminating. LESS AND EXCEPT An easement reserved unto Grantor, its successors and assigns (a) to construct, maintain and operate a sign, with ingress and egress, and (b) to construct and maintain utilities upon the southwesterly 10 feet thereof, with ingress and egress to said sign. ALSO LESS AND EXCEPT That part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying northeasterly of the northeasterly right of way of the Burlington Northern Railway, lying southwesterly of the northeasterly right of way line of County Highway No. 75 and its southeasterly extension, and lying northwesterly of the following described line: Commencing at the intersection of the west line of said West Half of the Southeast Quarter with said northeasterly right of way of the Burlington Northern Railway; thence South 49 degrees 50 minutes 57 seconds East, assumed bearing, along said northeasterly right of way line, 130.24 feet; to a northwesterly right of way line of Interstate 94 and the point of beginning of the line to be described; thence North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 154.85 feet, to said southeasterly extension of the northeasterly right of way of County Highway 75 and said line there terminating. TRACT A That part of the Southeast Quarter of the Northwest Quarter and that part of the North Half of the Southwest Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying southwesterly of the southwesterly right of way of Interstate 94, lying northeasterly of the northeasterly right of way of County Highway No. 75, and lying northwesterly of the following described line: Commencing at the northwest comer of said North Half of the Southwest Quarter; thence South 89 degrees 00 minutes 59 seconds East, assumed bearing, along the north line of said North Half of the Southwest Quarter, 1558.97 feet, to said northeasterly right of way of County Highway No. 75; thence South 54 degrees 00 minutes 26 seconds East, along said northeasterly right of way, 380.51 feet; thence southeasterly 158.70 feet, along said northeasterly right of way, along a tangential curve, concave to the southwest, having a radius of 11659.19 feet and a central angle of 00 degrees 46 minutes 48 seconds, to the point of beginning of the line to be described; thence North 36 degrees 17 minutes 47 seconds East, 249.67 feet, to said southwesterly right of way of Interstate 94 and said line there terminating. TRACT B That part of the North Half of the Southwest Quarter and that part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying southwesterly of the southwesterly right of way of Interstate 94, lying northeasterly of the northeasterly right of way of County Highway No. 75 and its southeasterly extension, lying southeasterly of the following described Line "A" and lying northwesterly of the following described Line "C". Said Line "A' is described as follows: Commencing at the northwest comer of said North Half of the Southwest Quarter; thence South 89 degrees 00 minutes 59 seconds East, assumed bearing, along the north line of said North Half of the Southwest Quarter, 1558.97 feet, to said northeasterly right of way of County Highway No. 75; thence South 54 degrees 00 minutes 26 seconds East, along said northeasterly right of way, 380.51 feet; thence southeasterly 158.70 feet, along said northeasterly right of way, along a tangential curve, concave to the southwest, having a radius of 11659.19 feet and a central angle of 00 degrees 46 minutes 48 seconds, to the point of beginning of said Line "A' to be described; thence North 36 degrees 17 minutes 47 seconds East, 249.67 feet, to said southwesterly right of way of Interstate 94 and said Line "A" there terminating. Said Line "C" is described as follows: Commencing at the intersection of the west line of said West Half of the Southeast Quarter with the northeasterly right of way of the Burlington Northern Railway; thence South 49 degrees 50 minutes 57 seconds East, assumed bearing, along said northeasterly right of way line, 130.24 feet, to a northwesterly right of way line of Interstate 94; thence North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 154.85 feet, to said southeasterly extension of the northeasterly right of way of County Highway 75 and to the point of beginning of said Line "C'; thence continue North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 105.54 feet, to said southwesterly right of way line of said Interstate 94 and said Line "C" there terminating. SEC. 18, T.121, R24 d, NE LY _ TOP NV 11A ROW LINE SURLINGTON NORTHERN RAILWAY �%�C _ �.�' \ -•.`� T.O.C. ELEV: 947.84 3'Y•fd'� �' SITE INFO TO.C.ELEV.=952.70 INV.ELEV:940.73 ...... ,,y`�,..�,.I° \ \... \\ \ ; ' � � � ... INV. ELEV: 948.89 T.O.C. ELEV: 948.03 � BUILDING - 30feeCKS (PER SITE PLAN BY COLE GROUP ARCHITECTS, LLC) T.O.C. ELEV: .=950. Gj NN El INV. ELEV.=940.82 Front 3 feet _ t 9� GFNERAT S 2\ W. INV. ELEV.=940.79 Side - 10 feet SE INV. ELEV: 949'9 / y \ o S SW INV. ELEV. 949.99 �,.. t`%v �' �10 \ NW INV. ELEV. 949.56 Total plat area = 7.54 Acres+/- z P \ s A NW'LV Ro - -Existing soils: - - T.O.C. ELEV. 954 06 ° y5a � - �, ; ' �„, \ - - - OF - 13628 - Angus loam, 2 to 6%slopes INV. ELEV: 935.72 �ha> \� INTERSTATE sr 106C2- Lester loam, 6 to 10% slopes, moderately eroded 406 - Dorset sandy loam, 0 to 2% slopes SURVEYOR'S NOTES -'The location of the easement described as an exception per Document No. 1488714 is ambiguous. One possible location of the easement is graphically shown. -There is controlled access along the entire property adjacent to I-94. RVEY 15 INTENDED ONLY FOR THE BENEFIT OF THE PARTY TO OM r NOTE'THIS T WAS UPREPA PREPARED FOR AND SHOULD NOT BE RELIED UPON BY ANY OTHERPARTY OR FOR ANY OTHER PURPOSE, UNAUTHORIZED REPRODUCTION OF TH15 I DOCUMENT IS PROHIBITED. G T.O. ELEV: 956,19 � v NO. 94 '955 v �' i i' 1/ I V�EV=935 25 _ T.O.C. ELEV.=954.64 / `g� �` 1 RAILROAD TRACKS UTILITY EASEMENT `rT INV. ELEV. 950.90 r � • r PE DOC. NO. 396987 - ' TINO.C. EL 95708 \ a 956 I V. ELEV. 941.43 v T.O.C. ELEV: 957.55 y� \ INV. ELEV =936.45 S/V A f -. V�:.' �; . T.O C. V: 959.20 1 ELE T.O.C.4 s7INV. EL 945.82 BG CL / eQ0 / s INV. ELEV 951.12 ; ._ _ tip./• RO - - �l:.•" 1 1004 2nd 5T. 5E 340 CHAPEL HILL RD. 1250 HWY 15 SOUTH WILLMAR, MN 56201 COLD SPRING, MN 56320 HUTCHIN50N, MN 55350 PH.320-235-4012 PH.320-685-5905 PH.320-234-1223 LAM SURVEYORS, INC. -The utilities shown hereon were located using the Gopher State One -Call system and verified in the field where possible. Private utility locations, such as underground sprinklers, underground service lines,ect may not have been located. O'Malley & Kron cannot guarantee that all utility companies responded or the accuracy or completeness of the locates. Prior to digging, contact Gopher One at 1-800-252-1166 and refer to ticket number 240651594, 240651595 & 240890146. -Underground water is graphically shown per WSB plan dated 05-10-04. -Sanitary force main is graphically shown per WSB plan dated 05-10-04 & 04-10-06. iNO:2023-681 FILE NAME: • • LOCATION: I HEREBY CERTIFY THAT THIS SURVEY, PLAN OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED LAND SURVEYOR UNDER THE LAWS OF THE STATE OF MINNESOTA- 1 '!j �^� DATE:04-30-24 DANIEL M. KRON LAST REVISED 05-30-24 MINNESOTA REGISTRATION NO.42621 } ha PkELIMINARY PLAT OF. BROADWAY PLAZA r \ \--..NE'LY ROW LINE \ \ 75-12' AZ,284° 30rr E10 . e4729, 4279" Sap �1 \ _ 2834 E 1-0729 \ \ \ \ 9s5 \ \3 255 (0) 6 \ \ _...... S 89000'59" E 1558.97 S 89 00'S9 E 1834.62 \ V .. W 1/4 CORNER ,�U,, SEC. 18,T.121,R.24 :''• •.l . t ,b A A a '-Jj. (NW CORNER E/W 1/4 LINE Ni/2 OF SW3/4) 4) SEC. 18, T. 121, R. 24 966 , (NORTH LINE OF \ \ NI/2OFSWI/4) \ \ Legend 0 INDICATES IRON MONUMENT PLACED -� INDICATES IRON MONUMENT FOUND INDICATES WRIGHT COUNTY CAST IRON MONUMENT SN INDICATES SANITARY SEWER LINE ST INDICATES STORM SEWER LINE - I INDICATES UNDERGROUND WATER c INDICATES UNDERGROUND CABLE x INDICATES FENCE LINE INDICATES WATER MANHOLE 0 INDICATES SANITARY MANHOLE ® INDICATES CATCH BASIN p INDICATES ELECTRIC PEDESTAL © INDICATES CABLE PEDESTAL �a INDICATES WATER VALVE O INDICATES LIGHT POLE -o- INDICATES SIGN 0 INDICATES STORM MANHOLE 'C� INDICATES HYDRANT ® INDICATES WELL INDICATES BITUMINOUS SURFACE INDICATES CONCRETE SURFACE t INDICATES GRAVEL SURFACE CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE Cl 1901.54 85.23 85.22 N 58023'40" W 2034'05" C2 1885.54 225.30 225.16 N 50020'43" W 6050'46" C3 1901.54 296.57 296.27 N 39°56'55" W 8056'10" C4 11659.19 846.13 845.94 N 5105541" W 400929" C5 1901.54 10.24 10.24 N 59031'28" W 001890" C6 1 1901.54 174.99 174.99 1 N 58014'25" W 2°1515" OWNER: MICHAEL SCHNEIDER 6321 E BROADWAY ST MONTICELLO, MN 55362 5, Iv � SHED � _\� \ ✓� LINE BEARING IDISTANCE LI S 45025'02" E 192.18 L2 S 55°43'34" E 92.18 L3 S 54°3U'07" W 1105.54 �C \ - z vv''/jff yy \ v C2 \ v U �v v 11€i t f y RHW LINE � : {� �1 ry HJ(VY No. 75 LOT 2 vst v v 5/45 +/- Acres -__...-PO SI LE10FTEASEM T_ •:`'•:: P D C. NO.1488714 •'' SW'LY ROW LINE {SEE SUIVEiOR 5 NO)j INTERSTATE NO. 94 /� 99 T�.0 ELE - 94L9 rg5s / \AS.tIJV EtEV_=941.97,/ / 19ygr� J \ �. l �• \ 947 T.O.C. ELEV= 945.98 \INV. ELEV=942.26 `T()C FtEY , 5'5,T \ Ste/ t5E'LYEXTENSIi7N �a T.O.C. ELEV: 945.91 E. TiW EL04)a-5 V ° OF THE NE'LY RO - 6' • \ INV. ELEV.=942.43 .... S. INV`xLeV @42 ['h*. `� V A I .HNIY".NO. 5 _' \ to ��SUMP �i \ SANITARY yo .S ��"�.: . �' {� 2y� 3� 106C2 100 0 50 100 200 „'. \ FORCE MAIN (GRAPHICALLY 5TT N T 8 \ \ LINE "C" ' ,, - INTERSECTION OFWES SHOWN PERPLA '�`i SCALE IN FEET LINE OF WS/2 OF SEl/4 OF cam' , 9�& s ;ELEV 4g QB+is \ (Per Doc. No. A1488714) The North Half of the Southwest Quarter (NI/2 of SW IA) and the Southeast Quarter of the Northwest Quarter (SEl/4 of NWl/4) of Section Eighteen (18), Township One Hundred Twenty -One (121), Range Twenty-four (24), lying Northeasterly of the Northeast right of way line of Wright County Highway No. 75, and lying Southwesterly of the Southwesterly right of way line of Interstate No. 94, according to the U.S. Government survey thereof, Wright County, Minnesota. All that part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, lying Northeasterly of the Burlington Northern Railway Right of Way and Southwesterly of Interstate 94, Wright County, Minnesota. LESS AND EXCEPT That part of the Northeast Quarter of the Southwest Quarter and the Southeast Quarter of the Northwest Quarter of Section 18, Township 121 North, Range 24 West, Wright County, Minnesota, lying northeasterly of the northeasterly right of way line of Wright County Highway No. 75, and southwesterly of the southwesterly right of way line of Trunk Highway No. 94, as both highways are now located and established, which hes northerly of Line 1 described below: Line 1: Commencing at the west quarter comer of said Section 18; thence easterly on an azimuth of 90 degrees 59 minutes 00 seconds along the east and west quarter line thereof for 1834.62 feet thence on an azimuth of 283 degrees 42 minutes 55 seconds for 269.43 feet; thence on an azimuth of 284 degrees 47 minutes 29 seconds for 155,30 feet to said northeasterly right of way line and the point of beginning of Line I to be described; thence on an azimuth of 104 degrees 47 minutes 29 seconds for 155.30 feet, thence on an azimuth of 103 degrees 42 minutes 55 seconds for 269.43 feet to said east and west quarter line of Section 18; thence continue on an azimuth of 103 degrees 42 minutes 55 seconds for 21.64 feet; thence on an azimuth of 110 degrees 03 minutes 15 seconds for 295.91 feet to said southwesterly right of way line and there terminating. LESS AND EXCEPT An easement reserved unto Grantor, its successors and assigns (a) to construct, maintain and operate a sign, with ingress and egress, and (b) to construct and maintain utilities upon the southwesterly 10 feet thereof, with ingress and egress to said sign. ALSO LESS AND EXCEPT That part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying northeasterly of the northeasterly right of way of the Burlington Northern Railway, lying southwesterly of the northeasterly right of way line of County Highway No. 75 and its southeasterly extension, and lying northwesterly of the following described line: Commencing at the intersection of the west line of said West Half of the Southeast Quarter with said northeasterly right of way of the Burlington Northern Railway; thence South 49 degrees 50 minutes 57 seconds East, assumed bearing, along said northeasterly right of way line, 130.24 feet; to a northwesterly right of way line of Interstate 94 and the point of beginning of the line to be described; thence North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 154.85 feet, to said southeasterly extension of the northeasterly right of way of County Highway 75 and said line there terminating. TRACT A That part of the Southeast Quarter of the Northwest Quarter and that part of the North Half of the Southwest Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying southwesterly of the southwesterly right of way of Interstate 94, lying northeasterly of the northeasterly right of way of County Highway No. 75, and lying northwesterly of the following described line: Commencing at the northwest comer of said North Half of the Southwest Quarter; thence South 89 degrees 00 minutes 59 seconds East, assumed bearing, along the north line of said North Half of the Southwest Quarter, 1558.97 feet, to said northeasterly right of way of County Highway No. 75; thence South 54 degrees 00 minutes 26 seconds East, along said northeasterly right of way, 380.51 feet; thence southeasterly 158.70 feet, along said northeasterly right of way, along a tangential curve, concave to the southwest, having a radius of 11659.19 feet and a central angle of 00 degrees 46 minutes 48 seconds, to the point of beginning of the line to be described; thence North 36 degrees 17 minutes 47 seconds East, 249.67 feet, to said southwesterly right of way of Interstate 94 and said line there terminating. TRACT B That part of the North Half of the Southwest Quarter and that part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying southwesterly of the southwesterly right of way of Interstate 94, lying northeasterly of the northeasterly right of way of County Highway No. 75 and its southeasterly extension, lying southeasterly of the following described Line "A" and lying northwesterly of the following described Line "C". Said Line "A' is described as follows: Commencing at the northwest comer of said North Half of the Southwest Quarter; thence South 89 degrees 00 minutes 59 seconds East, assumed bearing, along the north line of said North Half of the Southwest Quarter, 1558.97 feet, to said northeasterly right of way of County Highway No. 75; thence South 54 degrees 00 minutes 26 seconds East, along said northeasterly right of way, 380.51 feet; thence southeasterly 158.70 feet, along said northeasterly right of way, along a tangential curve, concave to the southwest, having a radius of 11659.19 feet and a central angle of 00 degrees 46 minutes 48 seconds, to the point of beginning of said Line "A' to be described; thence North 36 degrees 17 minutes 47 seconds East, 249.67 feet, to said southwesterly right of way of Interstate 94 and said Line "A" there terminating. Said Line "C" is described as follows: Commencing at the intersection of the west line of said West Half of the Southeast Quarter with the northeasterly right of way of the Burlington Northern Railway; thence South 49 degrees 50 minutes 57 seconds East, assumed bearing, along said northeasterly right of way line, 130.24 feet, to a northwesterly right of way line of Interstate 94; thence North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 154.85 feet, to said southeasterly extension of the northeasterly right of way of County Highway 75 and to the point of beginning of said Line "C'; thence continue North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 105.54 feet, to said southwesterly right of way line of said Interstate 94 and said Line "C" there terminating. SEC. 18, T.121, R24 d, NE LY _ TOP NV 11A ROW LINE SURLINGTON NORTHERN RAILWAY �%�C _ �.�' \ -•.`� T.O.C. ELEV: 947.84 3'Y•fd'� �' SITE INFO TO.C.ELEV.=952.70 INV.ELEV:940.73 ...... ,,y`�,..�,.I° \ \... \\ \ ; ' � � � ... INV. ELEV: 948.89 T.O.C. ELEV: 948.03 � BUILDING - 30feeCKS (PER SITE PLAN BY COLE GROUP ARCHITECTS, LLC) T.O.C. ELEV: .=950. Gj NN El INV. ELEV.=940.82 Front 3 feet _ t 9� GFNERAT S 2\ W. INV. ELEV.=940.79 Side - 10 feet SE INV. ELEV: 949'9 / y \ o S SW INV. ELEV. 949.99 �,.. t`%v �' �10 \ NW INV. ELEV. 949.56 Total plat area = 7.54 Acres+/- z P \ s A NW'LV Ro - -Existing soils: - - T.O.C. ELEV. 954 06 ° y5a � - �, ; ' �„, \ - - - OF - 13628 - Angus loam, 2 to 6%slopes INV. ELEV: 935.72 �ha> \� INTERSTATE sr 106C2- Lester loam, 6 to 10% slopes, moderately eroded 406 - Dorset sandy loam, 0 to 2% slopes SURVEYOR'S NOTES -'The location of the easement described as an exception per Document No. 1488714 is ambiguous. One possible location of the easement is graphically shown. -There is controlled access along the entire property adjacent to I-94. RVEY 15 INTENDED ONLY FOR THE BENEFIT OF THE PARTY TO OM r NOTE'THIS T WAS UPREPA PREPARED FOR AND SHOULD NOT BE RELIED UPON BY ANY OTHERPARTY OR FOR ANY OTHER PURPOSE, UNAUTHORIZED REPRODUCTION OF TH15 I DOCUMENT IS PROHIBITED. G T.O. ELEV: 956,19 � v NO. 94 '955 v �' i i' 1/ I V�EV=935 25 _ T.O.C. ELEV.=954.64 / `g� �` 1 RAILROAD TRACKS UTILITY EASEMENT `rT INV. ELEV. 950.90 r � • r PE DOC. NO. 396987 - ' TINO.C. EL 95708 \ a 956 I V. ELEV. 941.43 v T.O.C. ELEV: 957.55 y� \ INV. ELEV =936.45 S/V A f -. V�:.' �; . T.O C. V: 959.20 1 ELE T.O.C.4 s7INV. EL 945.82 BG CL / eQ0 / s INV. ELEV 951.12 ; ._ _ tip./• RO - - �l:.•" 1 1004 2nd 5T. 5E 340 CHAPEL HILL RD. 1250 HWY 15 SOUTH WILLMAR, MN 56201 COLD SPRING, MN 56320 HUTCHIN50N, MN 55350 PH.320-235-4012 PH.320-685-5905 PH.320-234-1223 LAM SURVEYORS, INC. -The utilities shown hereon were located using the Gopher State One -Call system and verified in the field where possible. Private utility locations, such as underground sprinklers, underground service lines,ect may not have been located. O'Malley & Kron cannot guarantee that all utility companies responded or the accuracy or completeness of the locates. Prior to digging, contact Gopher One at 1-800-252-1166 and refer to ticket number 240651594, 240651595 & 240890146. -Underground water is graphically shown per WSB plan dated 05-10-04. -Sanitary force main is graphically shown per WSB plan dated 05-10-04 & 04-10-06. iNO:2023-681 FILE NAME: • • LOCATION: I HEREBY CERTIFY THAT THIS SURVEY, PLAN OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED LAND SURVEYOR UNDER THE LAWS OF THE STATE OF MINNESOTA- 1 '!j �^� DATE:04-30-24 DANIEL M. KRON LAST REVISED 05-30-24 MINNESOTA REGISTRATION NO.42621 } ha CONC. FILLED BOLLARD THIN BRICK VENEER ON r— C.M.U. WALL n AB FILL C �10 O// , TOP-�jBT 0�/A, / \ FLOOR ELEV.=955.90 E MT iii \ sHeo �O \\ SIC BROADW BI UDIU / 3'-9' HINGED GATES--­� (VERIFY WIDTH)I S TRASH ENCL. PLAN SCALE: 3/I4" - 1'-0' 3B/AOIO _Iv— _AA�_ 16/ASOI 0 THIN BRICK VENEER ON CONC. PILLED C.M.U. WALL 3A/A501 BOLLARD _\ 18'-i' - "w_ J ��3'-9" HINGED GATES� 2A/A501 (VERIFY WIDTH) 14 TRASH ENCL, PLAN Ij SCALE: SAL' = I'-O" \ N SITE PLAN bWSCALE: 1„-= 60._0" SU i 10 S U ai MENMu v LO _ acq mC"I y F � I � y} q`OM: _. ¢¢ > �1 U a ` C° of W 'q..3__ 3q C� E 0 Is 111 I!! It Oe •� e ,` OU ```Z� � s s e Ad `O 0 • - u� i9 ° o !!! It os v U a J 3r t 0 —7- W Y' L L x....-_. >� y J �+ i � ' a 7 I'• r� d to c U ¢l wQ v01. s 4 = i .a I q r I q _ u Q I - - n I ; 9 ' v I J S N n _ o 4 _ C 0 ' � 1 I ood 2 ; U 1 I n T333 I I r z 0 U i� F— - LU ad I rose N©. — ue Date: Document Set: SI E LAN S' B= 1 T' L KEY NOTES GENERAL SYMBOL LEGEND O NEW LIGHT -DUTY BITUMINOUS PAVEMENT, — — PROPERTY LINE SEE DETAIL 1/C102 — EASEMENT LINE O2 NEW LIGHT -DUTY CONCRETE SIDEWALKITRAIL, _ RIGHT-OF-WAY LINE SEE DETAIL 21C102 SETBACK LINE ONEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 3/C102 ONEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. 9,l I I P:\Projects\Projects - 2024\12216050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C100 - Site Plan.dwg NEW LIGHT -DUTY BITUMINOUS PAVEMENT SEE DETAIL 1/C102 NEW LIGHT -DUTY CONCRETE PAVEMENT SEE DETAIL 2/C102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 3/C102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. n NORTH ICI u 0 15 30 60 r -6 ci L LO 2 Z y ♦+ L _ o a O' �° U L U E U � (9UN a) m V/ _ IZ L o 00 w 0 Jw-�M N J V N O O W W W Z UJ m Z > Lo 2 � U M W U) T " J ce) O W LL U N Q J � o < J W U Z 0 O Q O m U N .o a I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. '0.' a , Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: SITE PLAN Sheet: I I I 4E NO.94 I Ill 9' ITYPi O — W I z U J W 1 w - -- I Q = I oW 0 I UJ V - — - — - — . — . _ - _ - I 1 KEY NOTES O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 1/C102 ONEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL, SEE DETAIL 2/C102 ONEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 3/C102 ONEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. ONEW TRASH ENCLOSURE, SEE ARCHITECTURAL ONEW MONUMENT SIGN, SEE ARCHITECTURAL ONEW CURB CUT GENERAL SYMBOLLEGEND — — PROPERTY LINE NEW LIGHT -DUTY - - EASEMENT LINE BITUMINOUS PAVEMENT — - RIGHT-OF-WAY LINE SEE DETAIL 1/C102 - - - - SETBACK LINE NEW LIGHT -DUTY -6Q CONCRETE PAVEMENT SEE DETAIL 2/C102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 3/C102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. 3 30 I - — a i �� v _ _ _ _ _ t > > NORTH 0 15 30 60 P:\Projects\Projects - 2024\12246050 -Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C100 -Site Plan.dwg O F N) I..L z O U O LL O z Q 5z G LL 1 cD (3) Z N � s m O = .� O U Q L U E U m a) v N C J N C E L c U) N 0 00 @ )Ce) CV Jw� N cn coM 3 N O O olf W 0 W rn W Z� z>to _ _� UMW J co O W LL 75 m_ U J 0. z 0 Q W U Z 0o O ry N O a` I I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: SITE PLAN Sheet: C 10 1 E w 2 P:\Projects\Projects-2024\12246050 -Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\1224605O C100 -Site Plan.dwg KEY NOTES O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 1/C102 (DNEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL, SEE DETAIL 2/C102 ONEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 3/C102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. ill II � - �� mom w�� �-27. ±--ate__ LINE - SEE SHEET C101 GENERAL PROPERTY LINE EASEMENT LINE — RIGHT-OF-WAY LINE - - SETBACK LINE SYMBOL LEGEND NEW LIGHT -DUTY �— BITUMINOUS PAVEMENT SEE DETAIL 1/C102 NEW LIGHT -DUTY CONCRETE PAVEMENT SEE DETAIL 2/C102 �a NEW HEAVY-DUTY ° CONCRETE PAVEMENT SEE DETAIL 3/C102 eir�e, �„ rT,11 .o n1VEMENT TS NEW 8" BASE AGGREGATE JE SOIL LIGHT -DUTY BITUMINOUS PAVEMENT SECTION NOT TO SCALE NEW 4" PORTLAND CEMENT CONCRETE NEW 6" BASE AGGREGATE APPROVED SUBGRADE SOIL LIGHT -DUTY CONCRETE CONSTRUCTION DETAIL NOT TO SCALE NEW 6" PORTLAND CEMENT CONCRETE NEW 6" BASE AGGREGATE APPROVED SUBGRADE SOIL HEAVY-DUTY CONCRETE CONSTRUCTION DETAIL NOT TO SCALE NORTH 0 15 30 60 O I— U) z O 0 Or_ O O z Q zz G J I..L ci _ rn C L L O = S o a O E O U L ti V 0) c �,N L UoLj�° •� M d W 33 JW0in�3 J N O O 00.0 W LU W z z > Lo —L� r G U � W U_J ch O w LO LL c U N Q O WJ W U Z 0 0 0 1..1 iu 2 a I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lie. No.: 25520 Rev. Date Description Project M 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: SITE PLAN Sheet: EROSION CONTROL NOTES 1. See Sheet C202 for Erosion Control Notes. GRADING NOTES_ 1. See Sheet C202 for Grading Notes. 958.00 G* 959.00 G* 954 50 TW 50 BW 957.00 G* 957.75 G* 54.50 TC 55- 953.50 TC 953.76 TC SYMBOL LEGEND C , " '�5�� EXISTING CONTOURS 950- PROPOSED CONTOURS -MAJOR INTERVAL 949- PROPOSED CONTOURS - MINOR INTERVAL - - - - - - - - - - - GRADE BREAK LINE 2.0% GRADESLOPE SILT FENCE, SEE DETAIL 1/C202 ROCK CONST. ENTRANCE, SEE DETAIL 2/C202 INLET PROTECTION, SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL - GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW EXISTING TO BE VERIFIED .. . . -- - 1 958.50 TW 958.00 TW 957.00 TC 954.50 BW 954.50 BW 954.50 GL 961960 54.00 GL,,-- 953.00 GL953.26 GL 954� 952.90 TC / 95330TQ Z 9! 952.40 GLJ 952 .80 GL 953.80 TC 952.90 TC 953.30 GL 958- 952-40 GIL 952.10 TC 0 TC", 953.25 TC 1� 'TC 4'� ` 951.60 GL 952.. 954.00 GL -Q6 GL 953.00 B 9 952.50 TC �Dz.uu MINI 954.31 TC 954.00 RIM' 954.70 TC 953.81 GL 952.80 GL - 954.20 GL 952.50 TC 952.00 GL 952.58 TC 952.08 GL X, 952.75 TC 954.00 RIM 4- --- 952.00 B 95 .00 B 95Z� 5 GL 953.30 B 953.00 B 955 40 HP 954.82 TC 953.10 TC 954.32 GL 952.60 G A I M o� 952 951.50 TQ. 952.50 TC 951.00 RIM 85 TC 952.3 GL 952.81 TC lh /952.31 GL 953 00 B 952.00 RIM 0 W EO to 954.70 TC 954.31 TC 953.81 GL \952\60 B I 952.50 TC 953.76 TC \tv 954.50 TC 953.50 TC - BED 1 954.00 GL 53.26 GL EXISTING INFILTRATION BASIN T 1 9' ', \ 1, " 9 953.00 GL 1 00-YR HWL: 947.18 J j BOT: 943.00 953.48 954 7 W LLJ 945.13 FE S3 7, > > > ------- > > > > > > C V 952 -962954.50 54�1 0 RI �M. 9!_. UJ 95 M - 952.00 RI > 952 -946-- -950 - 950.50 RIM or n C:r-(z -954 951.61 FES -a52, 945 UEES - 77�� f 4& ----96A 452-- 953--- SILT FENCE (rYP) �955 00 �G W VUB' W LLJ LL' 0 LU z LU LU CN ry U) rn ----- --- Cn U) ------ --- -- --- --- COUNTY HIGHWAY NO. 75 ------------------------------- P:1ProjectsTrojects - 2024\1 2216050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files112246050 C200 - Grading Plan.dwg NORTH 7L=�� 0 15 30 60 ci Cf) r SD LO 0 z 42 U) : .6 E r 0 0 0 U C'l 0 00 0 s CnocT Lq 0 OD M C'4 (a LU C mi(.0 U) c) 6 0 LIJ oo D 04 O UU fay UJ W Lu Z W L0 or) z U') r Z C) >: cy.) W C/)Lr) -J WL0 LL (y) 0 C 75 N z 2i O z 0 0 < c0 00l� 2 I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN Sheet: C200 EROSION CONTROL NOTES 1. See Sheet C202 for Erosion Control Notes. GRADING NOTES 1. See Sheet C202 for Grading Notes. SYMBOL LEGEND - -- 950 -- --- - EXISTING CONTOURS 950 PROPOSED CONTOURS - MAJOR INTERVAL 949 PROPOSED CONTOURS - MINOR INTERVAL - - - - - - - - - - - GRADE BREAK LINE GRADE SLOPE SILT FENCE, SEE DETAIL 1/C202 ° ROCK CONST. ENTRANCE, °atJ0)000 SEE DETAIL2/C202 F1INLET PROTECTION, SEE DETAIL 3/C202 4E NO.94 z ' 957.00 TC 957.00 TW 955.00 TC SPOT ABBREVIATIONS: 950.00 TC TC -TOP OF CURB 957.00 BW V -- - -_�v v 949.50 GL GL -GUTTER LINE 958-----�� _y = - x - _--_ -- k"-- . �x B - BITUMINOUS 957 956-+k �. .- r- r- GVL GRAVEL - - X HP - HIGH POINT 955 954 f -- - .44 T- - R S - FLARED ENDS SECTION 52.5 T ~ \ , '�-'- - - FFE -FINISHED FLOOR ELEVATION 952.94 GL = ' '-- - - �- _ i 952 00 GL 953 951 4 TC E - EMERGENCY OVERFLOW - 952- 95 04 GL (40F 952.81 B C -'-953 9 2 - _ -,y52 =-1 EXISTING TO BE VERIFIED _ -._. _ 953 � 953.69 TC A' �- ..� - � y ,� y " � --- - � 950.90 RIM _ 953.19 GL �._ 951.66 B/-, 953 / '�� 953 951.47 GL -' HP 954.00 FFE 954.00 FFE 952.1 TC 954.00 FFE -- I j „ t 951.68 GL 952.50 TC - 953.16 C i l 952.00 GIL 1 947 z 952.92 C `951. C qv' 9s2 949 948 PROPOOEU i `, i v ( / -95o�� NL RPTENL RPTE OTEC 10 (14 TYP) .- ' HOTE�L%CONVENTION CENTER/RESTAURANT 9s1 � = / I _ BUILDINGS 95 . oT 52.z f ' 1 953.30 GL949.06 GL , / 949.56 TC / ,L 95 .46 TC - - 53.8 �C/ 952.96 GL Lo �� Lo 0 949.26 TC 953. 0 TC/ L 953. 0 TC 953 5 . 0 1 1 FLUSH CURB ° / 948.76 GL 948. FLUSH 952.80 GL - 954.00 FFE 1 rn i+ I v 948.00 RIM / - o 953 76 TC - g4g 9q8 A _.__..- _--.-�- - -���- k- �_ 953.90 C p - - 953 36 GL p I�I L. 953.00 GLS3.8 TC I r \ I I I �.._ _ 1 953.33 GL / 3L 952.45 B I 954.14 TC �. �_- r j ) { t f II III 11, 9 I I -�� / j _ 953.64 GL } 1 /948.70 TC 953 9� > /� ail r U 948.20GL�i/ \ Cr�� - / 952.90 TC/GL f -- -- - --� / 1 _ t \ , t E 953.80 T 953.70 TC -� _ / / �i INFILTRATION BASIN LL FLUSH CURB, - v 953.30 GL 952.95 TC 53.95 TC 95 . TC 953.84 TC 952.85 B 952.45 GL 953.45 GL 952.75 GL 953.20 GL 953.50 T 953.50 TC / / \ I�E= ; °� 100-YR HWL: 945.54 Z- 952 INLET PROTECTION (14 TYP) , 953.38 TC 953.34 GL I 953.00 GL 953.00 GL / / 952.50 TC / i L \ 9g K! 952.88 GL j,c �` 948. 0 TC BOT. 942.00 / / C A �� i / / 952.00 GL j 951.60 TC I 948.00 RIM C 951. TC -9 952.95 TC ~' i / I t i _ t 1 948.95 TC n n -S?✓ I I f U 951.10 GL v v \ 951 1$ RIM 952.45 GL j , 953.24 TC - 95 TC - 9 948.45 GL rn rn 7a ~ 4 ( •� - 952.74 GL 95952.37 TC 2.34 GL ` 951 87 RIM f / 952. 0 TC/ -'�>- '9 .00 FE I `._ _ \� 952.40 GIL >y. y> ! - - J - -. LL "952, js`- bo o c`�S,° f - - -_ - -- J 949.35 TC 0 FES Li 953 952 - / °°°u° pn-=948.85 GL J i - - - - - - .. 1 - - --- - 951 950 / / - ° ° a c r°°° i_ - 951.90 TC -�- _.. - \ 95 0 ° o 0 0 0 951.40 GL ' _ - - 1 - 952. 5 TC 95 9490° > - > - ... -. _ > -� > - >_....-.. > 952.45 RIM __ > -._ > �. _.-. ! > - > ---- > - ° °, cs cs `952 I Y 949.00 RIM _ �- I - �� > / > - -- > --- > - > -- - _ -I` _ /// / - x - > -- -) 948.00 G 1 953 50 T S? � -- �. _ _ - _ 953.00 GL----»-_ �AiJ 949.20 RIM / x -. _� �- 949. FE - _ ,- .�° 947.50 RIM, - -_ - - _ _ - - __ - 3'.-c - --->3 _ _--» -__-.- -» -- -- -- ____ .,, 9 .73 ES -� - .00 FE �o SILT FENCE (TYP)- �. , co o Q - - - - - - - - -- - - - - - - - - - - - __ - .- - - - - - - _ -- ROCK CONSTRUCTION ENTRANCE-...�.._ -= - �.4. - -- I... O 9 0B - - -- -------- - - - ---95i 952.91 TC I ' O 952.41 GL* N I __ POT TIA -- 77y 952.32 B* 952.22 B* �- ___7-71 - _ JS2 r 952- - -- _ _ _ _ _ . I?, ING t...OT - `- -- - 952 - - - W _ Lii f i + UJ w LL ^ m I I' _BREAK LINE SEE SHEET C202 - --- -< < 1 NORTH 0 15 30 60 P:\Projects\Projects - 2024\12246050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing File02246050 C200 - Grading Plan.dwg T -p ci C mL oz c: E o a m o U 0 ffU � c N 4) cf)6)N C �ao� 0 o co r m Im 2 r� N W C J LU N oD U)n N MAY O N O I..L� LIJ ® LU 07 D W w co 2 2 � UAW J M O W LL c U I I I N i 0 U_ ' ® 0 r O ry m 'o a. 00 I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN Sheet: C201 --------------------------- EROSION CONTROL NOTES 1. Owner and Contractor shall obtain MPCA-NPDES permit. Contractor shall be responsible for all fees pertaining to this permit. The SWPPP shall be kept onsite at all times. 2. Install temporary erosion control measures (inlet protection, silt fence, and rock construction entrances) prior to beginning any excavation or demolition work at the site. 3. Erosion control measures shown on the erosion control plan are the absolute minimum. The contractor shall install temporary earth dikes, sediment traps or basins, additional siltation fencing, and/or disk the soil parallel to the contours as deemed necessary to further control erosion. All changes shall be recorded in the SWPPP. 4. All construction site entrances shall be surfaced with crushed rock across the entire width of the entrance and from the entrance to a point 50' into the construction zone. 5. The toe of the silt fence shall be trenched in a minimum of 6". The trench backfill shall be compacted with a vibratory plate compactor. 6. All grading operations shall be conducted in a manner to minimize the potential for site erosion. Sediment control practices must be established on all down gradient perimeters before any up gradient land disturbing activities begin. 7. All exposed soil areas must be stabilized as soon as possible to limit soil erosion but in no case later than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased. Temporary stockpiles without significant silt, clay or organic components (e.g., clean aggregate stockpiles, demolition concrete stockpiles, sand stockpiles) and the constructed base components of roads, parking lots and similar surfaces are exempt from this requirement. 8. The normal wetted perimeter of any temporary or permanent drainage ditch or swale that drains water from any portion of the construction site, or diverts water around the site, must be stabilized within 200 lineal feet from the property edge, or from the point of discharge into any surface water. Stabilization of the last 200 lineal feet must be completed within 24 hours after connecting to a surface water. Stabilization of the remaining portions of any temporary or permanent ditches or swales must be complete within 14 days after connecting to a surface water and construction in that portion of the ditch has temporarily or permanently ceased. 9. Pipe outlets must be provided with energy dissipation within 24 hours of connection to surface water. 10. All riprap shall be installed with a filter material or soil separation fabric and comply with the Minnesota Department of Transportation Standard Specifications. 11. All storm sewers discharging into wetlands or water bodies shall outlet at or below the normal water level of the respective wetland or water body at an elevation where the downstream slope is 1 percent or flatter. The normal water level shall be the invert elevation of the outlet of the wetland or water body. 12. All storm sewer catch basins not needed for site drainage during construction shall be covered to prevent runoff from entering the storm sewer system. Catch basins necessary for site drainage during construction shall be provided with inlet protection. 13. In areas where concentrated flows occur (such as swales and areas in front of storm catch basins and intakes) the erosion control facilities shall be backed by stabilization structure to protect those facilities from the concentrated flows. 14. Inspect the construction site once every seven days during active construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. All inspections shall be recorded in the SWPPP. 15. All BMPs must be repaired, replaced, or supplemented when they become nonfunctional or the sediment reaches 113 of the capacity of the BMP. These repairs must be made within 24 hours of discovery, or as soon as field conditions allow access. All repairs shall be recorded in the SWPPP. 16. If sediment escapes the construction site, off -site accumulations of sediment must be removed in a manner and at a frequency sufficient to minimize off -site impacts. 17. All soils tracked onto pavement shall be removed daily. 18. All infiltration areas must be inspected to ensure that no sediment from ongoing construction activity is reaching the infiltration area and these areas are protected from compaction due to construction equipment driving across the infiltration area. 19. Temporary soil stockpiles must have silt fence or other effective sediment controls, and cannot be placed in surface waters, including stormwater conveyances such as curb and gutter systems, or conduits and ditches unless there is a bypass in place for the stormwater. 20. Collected sediment, asphalt and concrete millings, floating debris, paper, plastic, fabric, construction and demolition debris and other wastes must be disposed of properly and must comply with MPCA disposal requirements. 21. Oil, gasoline, paint and any hazardous substances must be properly stored, including secondary containment, to prevent spills, leaks or other discharge. Restricted access to storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste must be in compliance with MPCA regulations. 22. External washing of trucks and other construction vehicles must be limited to a defined area of the site. Runoff must be contained and waste properly disposed of. No engine degreasing is allowed onsite. 23. All liquid and solid wastes generated by concrete washout operations must be contained in a leak -proof containment facility or impermeable liner. A compacted clay liner that does not allow washout liquids to enter ground water is considered an impermeable liner. The liquid and solid wastes must not contact the ground, and there must not be runoff from the concrete washout operations or areas. Liquid and solid wastes must be disposed of properly and in compliance with MPCA regulations. A sign must be installed adjacent to each washout facility to inform concrete equipment operators to utilize the proper facilities. 24. Upon completion of the project and stabilization of all graded areas, all temporary erosion control facilities (silt fences, hay bales, etc.) shall be removed from the site. 25. All permanent sedimentation basins must be restored to their design condition immediately following stabilization of the site. 26. Contractor shall submit Notice of Termination for MPCA-NPDES permit within 30 days after Final Stabilization. P:\Projects\Projects - 2024\12246050 -Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C200 -Grading Plan.dwg WIRE MESH REINFORCEMENT - (HIGH FLOW AREAS) ENGINEERING FABRIC METAL, WOOD POST, OR STAKE. - 8' MAX. SPACING, 2' INTO GROUND FABRIC ANCHORAGE TRENCH. BACKFILL WITH TAMPED NATURAL SOIL pI'ECTION OF RUNOFF NATURAL SOIL NOTE: DEPENDING UPON CONFIGURATION, ATTACH FABRIC TO WIRE MESH WITH HOG RINGS, STEEL POSTS WITH WIRES, OR WOOD POSTS WITH STAPLES. SILT FENCE INSTALLATION DETAIL NOT TO SCALE `e7`-- ". _ ~ x 'BREAK LINE - SEE SHEET C201 ip 1 I 6, -956, 1 1 I + \ it INLET PROTECTION (14 TYP) t � , I t , _ ! 7 I` I � 4 u J 4P \�I V/ GRADING NOTES 1. Tree protection consisting of snow fence or safety fence installed at the drip line shall be in place prior to beginning any grading or demolition work at the site. 2. All elevations with an asterisk (*) shall be Feld verified. If elevations vary significantly, notify the Engineer for further instructions. 3. Grades shown in paved areas represent finish elevation. 4. All disturbed areas to receive 4" of good quality topsoil and seed. 5. All construction shall be performed in accordance with state and local standard specifications for construction. PGA F MIN. 6" OF 1" TO 2" DIA ROCK MNDOT STANDARD SPECIFICATION 3733 TYPE V PERMEABLE GEOTEXTILE FABRIC BENEATH ROCK 18" MIN. HIGH CUT-OFF BERM TO MINIMIZE SILT RUNOFF FROM SITE SYMBOL LEGEND 950 - 949 - 2.0% 9flQ9Q�0 EXISTING CONTOURS PROPOSED CONTOURS - MAJOR INTERVAL PROPOSED CONTOURS - MINOR INTERVAL GRADE BREAK LINE GRADE SLOPE SILT FENCE, SEE DETAIL 1/C202 ROCK CONST. ENTRANCE, SEE DETAIL 2/C202 INLET PROTECTION, SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL-GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW (*) - EXISTING TO BE VERIFIED d`1_ • FULL WIDTH OF DRIVEWAY OPENING •- r WIDTH. ROCK CONSTRUCTION ENTRANCE NOT TO SCALE FILTER AREA 6.5 F12 OVERFLOW ARFA O.G FT2 MAXIMUM OVERFLOW RATE (@ 7" HEAD) 3.00 CF5 MAXIMUM OVERFLOW RATE (a�1 13- HEAD) 4.00 CF5 BASKET WEIGHT (EMPTY) I LB BASKET WEIGHT (FULI.-APPROX.) 70 L.B5 a n x e# v s v s a o i u s SIDE VIEW INFRASAFE INLET PROTECTION DEVICE (OR EQ.) NOT TO SCALE .r, 3LE 400 MICRON FILTER BAG IN EACH BASKET NORTH i7.77�- 0 15 30 60 II r1 Z C o a � � c �U rn ) « � C S V♦ �co d 00 LO 0 \V •� � M .� a) w Jw co:3 N o MAJY LLI ® LU a7 LU Z c o Z > M U(`') LU VJ r J m O if) LL LL1 N U N Z 0 LLI U_ ®o O N 2 a I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minn esota. 'etom Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN Sheet: UTILITY NOTES 1. See Sheet C302 for Utility Notes SYMBOL LEGEND O STORM MANHOLE O CATCH BASIN 0 CURB INLET ® FLARED END O SANITARY MANHOLE Gt HYDRANT ►/ GATE VALVE & BOX ® WATER SHUTOFF LIGHT POLE — CTV CABLE UNDERGROUND LINE — OE ELECTRIC OVERHEAD LINE — U E ELECTRIC UNDERGROUND LINE FO FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE — > SANITARY SEWER PIPE —>> STORM SEWER PIPE — T TELEPHONE UNDERGROUND LINE I I WATERMAIN PIPE —DT DRAINTILE PIPE i 1 t] 212LF18"HDPE@037% «----"« II / « Y j / 03� JJ ---- G O �� — — 5�°y�°a c QJ � ! I Lu LL v� i I Ii LL\��Q /gp`�•� y �Ql I i I I ^ ^ y I - j 1 914 `� t 5P P� I ��P GQ I G 5� F I I — —_ Q 5�ti i c�P� - :� — „Q P I 650�� P\O� �I o��P`�o��� 6 r36�F 2„NOp r LIJd' �Q� \1,OG I I I 0� `,AGO°� \`@ 0'3j o' 5� �;voyo 99�6 9 �d "o" + ��G TERMAIN — — — — — — I I I I 5 I ' W 66 $ \ — - ySt 6+0 — — — — — 8" C900 WA I 1 1 I I —� — /yo. — — "l I I --1 I 400 LF 8' PVC @ 0.40% ) > > ) > > >� @0 > > > ) > > 486 LF 12" HDPE @ 0.30% » » » >)� IUJI )> » Cl �O NA GS�o es �e`� 0 55 y° °oo I F`�� °° — —_ — —. _ _ -- -- - Ci — ^ � SILT FENCE TYP Co — ry @°. r J U) = U ' COUNTY HIGHWAY NO. 7 NORTH _ _ _--—.----------------------— — I - — 0 15 30 60 ' — . — • — . — - — - — - P:\Projects\Projects - 2024\12216050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C300 - Utility Plan.dwg Ci (00 C a� LO a� z Ica E Oi m o o a i U !!�� E U `o) s V+N 04(D C7U)N C � L �_ �io00 1 •�� Mom — wFM y Jw -�N N J N O O W 0 W W Z z > In 2 r U M W VJ J (y) O W c75 m U Q N J ^ Z L.L � O J W U 0 0 0 0M m. W i= U N O a` I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: UTILITY PLAN Sheet: {�I \�PeG�e PROPOSED \�P Gael SP��,` Pao ONVENTION CENTER/RESTAURANT 4� p . �S`�; BUILDING Sy�� OGP�,O V°SyP,F VO GSPG� �P��\ Gg0 \G� 'P� \P1�\ Cp 173 �- — r CP ro �0_ $ °I Oi ROTE TIO (14TYP) co�\ -_-- �� -ok, 8" C900 WATERMAIN 400 LF 8" PVC @ 0.40% �> > > > > >—rf>- 468 LF 12" HDPE @ 0.30% » » > » » O _ 6}bS -- -- <<9 L 1CD ' CY)-- UJ UIF °`° ° G9 of -Q = I UJ � � I o0 W I W — . _ . — . — . —o. . _ . — . — 1 �f56 GPO g���Or`l 6 L — ,I --IQ i 9tk(b 5o�° �_0 .09N°.60,ILTFE Op6 OPJG'CG 1 0 O� G -_..__..._ .... P:\Projects\Projects - 2024\12246050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C300 - Utility Plan.dwg 0 k� y •CGgoOc�K13'1 UTILITY NOTES 1. See Sheet C302 for Utility Notes INLET �I Pa�JQ�O I� IOGp� p`��O ,I 6 G90 0� > r 6(010 \l 282 LF 18" HDPE @ 1.12% 8" C900 WATERMAIN =f, I I I• c' e P SYMBOL LEGEND O STORM MANHOLE CTV — E — OOE O CATCH BASIN — CURB INLET FO — ® FLARED END > _ O SANITARY MANHOLE >>— ° HYDRANT T I 1 H GATE VALVE & BOX °T — ® WATER SHUTOFF LIGHT POLE CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE ELECTRIC UNDERGROUND LINE FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE SANITARY SEWER PIPE STORM SEWER PIPE TELEPHONE UNDERGROUND LINE WATERMAIN PIPE DRAINTILE PIPE Z O U L.L VJ O ry O LL F_ O 0 O e , ,9 — 400 LF 8" PVC @ 0.40°0Ci Ili IliIle, 1, i jOP 1 04 yl O S�G�$pOp r 0 f O LLto / °,° PP '9 P'p0 Q �1'y � 00 COOP-` \;ZN W t _ f �G Per` y I'ION ENTRANCE\ GO�C ��00----- j -- ���� POTENTIAL-4 .Y_. do PARKING LOT O I / X NORTH 0 15 30 60 P ci -6 N Z W L vi E 0 a m o o a OS L U `tm !� a� U') UC6°o m VI L coC6U� o rn d cr)N "� f6 c a) ,3 3 C �JW 0U)M N IAAY O O ry W 0 W LU W n Lo _ _ Z U M W W �� 75 U N J ^ Z Q O W U_ 0 0 O 0. 00 2 I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. xt., Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: UTILITY PLAN Sheet: C301 --r- 0' nor �� BREAK LINE - SEE SHEET C301 II i a C 1 P:1Projects\Projects - 2024\12246050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C300 - Utility Plan.dwg 44 t-F 61 PVC @ 0 40°/= 3 ro 08 y1 g31 116 — — < O G� 5e-<3 � 93 - OG F\ 11 b \ GGF�� OG' SYMBOL LEGEND O STORM MANHOLE O CATCH BASIN CURB INLET ® FLARED END O SANITARY MANHOLE HYDRANT ►1 GATE VALVE & BOX WATER SHUTOFF LIGHT POLE UTILITY NOTES — CTV CABLE UNDERGROUND LINE — OE ELECTRIC OVERHEAD LINE — UE ELECTRIC UNDERGROUND LINE FO FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE —> SANITARY SEWER PIPE —>> STORM SEWER PIPE T TELEPHONE UNDERGROUND LINE I I WATERMAIN PIPE — or DRAINTILE PIPE 1. It is the responsibility of the contractor to perform or coordinate all necessary utility connections and relocations from existing utility locations to the proposed building, as well as to all onsite amenities. These connections include but are not limited to water, sanitary sewer, cable TV, telephone, gas, electric, site lighting, etc. 2. All service connections shall be performed in accordance with state and local standard specifications for construction. Utility connections (sanitary sewer, watermain, and storm sewer) may require a permit from the City. 3. The contractor shall verify the elevations at proposed connections to existing utilities prior to any demolition or excavation. 4. The contractor shall notify all appropriate engineering departments and utility companies 72 hours prior to construction. All necessary precautions shall be made to avoid damage to existing utilities. 5. Storm sewer requires testing in accordance with Minnesota plumbing code 4714.1107 where located within 10 feet of waterlines or the building. 6. HDPE storm sewer piping shall meet ASTM F2306 and fittings shall meet ASTM D3212 joint pressure test. Installation shall meet ASTM C2321. 7. All RCP pipe shown on the plans shall be MN/DOT class 3. 8. Maintain a minimum of 7'/, of cover over all water lines and sanitary sewer lines. Where 7'/i of cover is not provided, install 2" rigid polystyrene insulation (MN/DOT 3760) with a thermal resistance of at least 5 and a compressive strength of at least 25 psi. Insulation shall be 8' wide, centered over pipe with 6" sand cushion between pipe and insulation. Where depth is less than 5', use 4" of insulation. 9. Install water lines 12" above sewers. Where the sewer is less than 12" below the water line (or above), install sewer piping of materials approved for inside building use for 10 feet on each side of the crossing. 10. All watermain piping shall be class 52 ductile iron pipe unless noted otherwise. 11. See Project Specifications for bedding requirements. 12. Pressure test and disinfect all new watermains in accordance with state and local requirements. 13. Sanitary sewer piping shall be PVC, SDR-35 for depths less than 12', PVC SDR-26 for depths between 12' and 26', and class 52 D.I.P. for depths of 26' or more. 14. A structure adjustment shall include removing and salvaging the existing casting assembly, removing existing concrete rings to the precast section. Install new rings and salvaged casting to proposed grades, cleaning casting flange by mechanical means to insure a sound surface and install an external chimney seal from casting to precast section. Chimney seals shall be Infi-Shield Uni-Band or an approved equal. NORTH 0 15 30 60 U N 2 a Yal rNo`i —MJL M TWC_ r•w= MOIL" ti0401 Square Foot of rtuuroc 880 Stone wainscot 182 Square Foot o rtukuroc 1642 Store wainscot 416 Square Foot of Srtukuroc 1950 Store wainscot 450 Square Foot of Srtukuroc 1642 Stone wainscot 416 ® ! = M C KLEIN'S 0 ",T -<� r SHEU ryR R IA i � 9 t� �7. d «O Tree Schedule 12 Red Sunset Maple, Acer rubrum 'Franksred' 3" 20 Pink Flare Flowering Cherry, Prunus sargentii 'JFS-KW5' 3" / 16 Ironwood, Ostrya virginia 3" 21 Whitespire Birch, Betula populifolia 'Whitespire 3" 15 First Editions Gladiator Flowering Crabapple, Malus x adstringens 'Durleo 3" f 6 Pagoda Dogwood, Corn u saltern ifolia 2" 8 Ironwood, Ostrya virginia 2" 34 First Editions Gladiator Flowering Crabapple, Malus x adstringens'Durleo 2" 17 Red Jewel Flowering Crabapple, Malus 'Jewelcole' 2" 21 Whitespire Birch, Betula populifolia 'Whitespire 2" 26 Red Sunset Maple, Acer rubrum 'Franksred' 2" 15 Ivory Silk Japanese Tree Lilac, Syringa reticulata 'Ivory Silk 2" 8 Hoopsi Colorado Blue Spruce "Evergreen", Picea pungens 'Hoopsii' 2" up \ r 1 M = = = s� r 1 \ \1 Z �Q 1 4040 33rd Street South �w� 1 Saint Cloud, MN 56301 . J 1 Designer 1 1 ,r 1 1 1 ® W 1 N Monticello Mixed Use Development Sheet 4 Of 5 S L. !A,x % ti �4ti 3, 1 „q� 1 n y. r r b Foundation Shrubs -� SymbolQtyCommon Name Botanical Name Container y d 41 � Taunton Yew Taxus x media 'Tauntonii' #5 65IV f� ' ' White lights Azalea Rhododendron x White Lights' #5 38 x 1 hL 18 Globe Blue Spruce Picea pungens 'Glauca Globosa' #5 33 Spilled Wine Weigela Weigela florida 'Bokraspiwi' #5 s�000 �D s�T KLEIN'S 4040 33rd Street South I Saint Cloud, MN 56301 Designer Monticello Mixed Use I Development Sheet 3 Of 5 POWER & COMMUNICATION LEGEND QP 120V OUPLE)( OULET ® MOTOR EQUIPMENT CONNECTION 9 120V QUAD OUTLET 0 ELECTRICAL DISCONNECT 9 208 OR 240 VOLT RECEPTACLE 0 ELECTRICAL CONNECTION W/DISCONNECT 120V CEILING RECEPTACLE v DATA/COMMUNICATION OUTLET ELECTRICAL CONNECTION W/WEATHER PROOF IN TELEPHONE OUTLET DISCONNECT 11� TV OUTLET ELECTRICAL PANEL d DATA/TV COMBO OUTLET ® FLOOR BOX Q. THERMOSTAT MOUNTED AT 48" A.F.F. JQ JUNCTION BOX SMOKE/CO ALARM EI E-STOP FOR GRILL OR FIRE PIT co 0 TIMER FOR FRILL OR FIRE PIT SMOKE ALARM BC BELOW COUNTER OUTLET AC ABOVE COUNTER OUTLET NO NITROGEN DIOXIDE DETECTOR D DEDICATED RECEPTACLE GFI GROUND FAULT GRCUIT INTERRUPTER CO2 CARBON MONOXIDE DETECTOR WP/GFl WEATHER PROOF COVER WITH GFl - LIGHTING LEGEND 2D RECESSED 2X4 FIXTURE SINGLE POLE SWITCH ® RECESSED 2X2 FIXTURE $3 THREE WAY SWITCH m SURFACE MOUNT IX4 FIXTURE t4 FOUR WAY SWITCH SURFACE MOUNT 2X4 FIXTURE OCCUPANCY SENSORS WALL MOUNTED FIXTURE® I---'@� CEILING MOUNTED STRIP FIXTURE FT-cl VACANCY SENSORS Q RECESSED OR DISC FIXTURE Q WALL MOUNTED FIXTURE © CEILING OCCUPANCY SENSORS SURFACE CEILING MOUNTED FIXTURE TC LIGHTING CONTROL TIME CLOCK -�- PENDANT MOUNTED FIXTURE NL INDICATES NIGHT LIGHT FIXTURE ET=D EXTERIOR POLE MOUNTED FIXTURE a,b INDICATES UGHT FIXTURE SWITCH LEG QQ BOLLARD OR GROUND MOUNTED FIXTURE P-X INDICATES PANEL AND CIRCUIT NUMBER EMERGENCY LIGHTING FIXTURE 1 INDICATES LIGHT FIXTURE TYPE EMERGENCY EXIT SIGN EX INDICATES EXISTING FIXTURE EMERGENCY EXIT SIGN WITH EMERGENCY HEADS RL INDICATES RELOCATED FIXTURE EXTERIOR EMERGENCY EGRESS LIGHT TC INDICATES TIME CLOCK CONTROLLED FIXTURE EM INDICATES FIXTURE EMERGENCY OR STANDBY POWER ANCHOR BOLTS WITH LOCK WASHERS PER MFGR'S SPECS.- 1"- 4Y PROVIDE EQUIPMENT GROUNDING CONDUCTOR AND BOND TO UGHT POLE PER NEC 250.4 KEEP REBAR 3" FROM EDGE OF FORM PROVIDE 4#6 REBAR VERTICAL, /3 REBAR HORIZONTAL AT 16" 0.i 14 VERTICAL REBAR (4 RI CONDUIT -KEEP CONCUR WITHIN B' DIA. SITE NOTES 1 PRIOR TO ANY DIGGING, TRENCHING, ETC. CONTACT ALL LOCAL UTILITY COMPANIES AND MUNICIPALITIES AND CONFIRM EXACT LOCATIONS OF ALL EXISTING UTILITIES 2 MATERIALS AND EQUIPMENT SHALL BE LISTED AND/OR LABELED BY UL OR ANOTHER NATIONALLY RECOGNIZED TESTING LABORATORY. 3 ALL MATERIAL, EQUIPMENT, WIRING DEVICES, ETC SHALL BE NEW, UNLESS SPECIFICALLY NOTED AS EXISTING TO BE REUSED. 4 ALL MATERIALS AND EQUIPMENT SHALL BE STORED, HANDLED, ERECTED, INSTALLED, CONNECTED, CLEANED, ADJUSTED, TESTED, CONDITIONED AND PLACED IN SERVICE IN ACCORDANCE WITH THE MANUFACTURERS DIRECTIONS AND RECOMMENDATIONS. 5 ALL POLE FIXTURES TO BE LOCATED 4' AWAY FROM EDGE OF CURB. 6 ALL EXTERIOR UGHT FIXTURES TO BE CONNECTED TO A COMMON EQUIPMENT GROUND. USE #8, TYPE THWN. 7 THE CONTROLLING LIGHTING CONTACTORS SHALL BE MOUNTED INSIDE THE BUILDING WITH TIME -CLOCK CONTROL & REMOTE PHOTOCELLS LOCATED ON THE EXTERIOR SIDE OF THE BUILDING WALL. INSTALL PHOTOCELLS AT LOCATIONS WHERE BUILDING OR OTHER. OBSTRUCTIONS WILL NOT INTERFERE NTH THEIR PROPER OPERATION. FINAL BRANCH CIRCUIT SUPPLY CONNECTIONS WILL BE PROVIDED BY THE BUILDING ELECTRICAL CONTRACTORS, 8 MIN. BURIAL DEPTH FOR THE LIGHTING CIRCUIT SHALL BE 24". A SUGHT DECREASE IN DEPTH IS ALLOWED WITHIN 10' OF THE POLES. 9 VERIFY CONSTRUCTION AREAS ON OTHER SITE PLANS FOR POTENAL OBSTACLES AND CONSTRUCTION UNITS. ELECTRICAL GENERAL NOTES 1 ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH NATIONAL, STATE AND LOCAL ELECTRICAL & BUILDING CODES. 2 COORDINATE WORK NTH ALL OTHER TRADES. 3 EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 4 ALL EQUIPMENT GROUNDING CONDUCTORS SHALL BE INSTALLED AT ALL LOCATIONS. 5 ALL MEASUREMENTS TO TOP OF BOX. 6 GFl PROTECT ALL RECEPTACLES 'MTHIN 6' OF EVERY SINK. 7 DRAWINGS ONLY REPRESENT AN APPROXIMATE LOCATION OF ALL RECEPTACLES SWITCHES, LIGHTS, TV/DATA JACKS, ELECTRICAL EQUIPMENT, ETC. FINAL LOCATIONS WILL BE DETERMINED IN THE FIELD AND MAY VARY FROM DRAWINGS DUE TO UNFORESEEN CIRCUMSTANCES 8 PROVIDE GFC1 PROTECTION FOR ALL AREAS LISTED UNDER NEC 210.8. 9 PROVIDE TAMPER RESISTANT RECEPTACLES IN ALL AREAS USTED UNDER NEC 406.12. Fill -al +' +'1 +'1 +'t +0.t tat +'i +'i +'1 +0'1 +'1 +'1 +'1 +'1 +0'1 +'t +a'i +a'i +'t +'1 +'1 +9'1 +al +'1 +1 +'1 +'t +'t +'1 +'1 +'1 +.1 +'t +9'1 _- 0.1 n1 oe oe oe O.t O.t Ot 0.1 a.t o.i a' 1--O:r__Oe O1 o.t 41._.-9:r.-_a.+._ yt_ nt 0.1 a1 a1 Oa O.z o.z o.z tat . Da_ aLJlt-.-Ba +'1 +'1 +'1 +nt+-_ s+ -+�+ + + + + + + ++-ai01 01 01 D1 0.1 02 02 02 02 +92 +o.x +9.3 +a] +at +Oi +az +az +Oz +02 +oA +03 +03 +02 +Oz +02 +0.1 +01 +01 ai ai ad at 0.1_. a2 02 02_ al 02 as 92 01 9.1 ox 2-'02_02_+03_ 03 09 o.a n3 a.z 92 02 Qz 02 03 03 0.4 05 OZ _ -M--aT -01 02 at 01 at AT'U1 ad 0.2 02 n3 aS as Ob Dd 03 02 02 02 02 02 03 A._ S L53 OSYE5- n4� 0 a. 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E1.1 INTERSTATE NO.94 __:. , .... .. ............... COUNTY HIGHWAY NO. 75 ....-..... IJ - ' w -� _ - - - �' - - _ _ _ _ _ - - � � _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ .... _ _ _ _ _ _ _ _ _ - r � ------------- ---- - ------- _ 1 t T 1 ' � BURLINGTON NORTHERN RAILWAY-TTIR t r r-t- 1 i 1 4 7Z��I� NORTH 0 60 120 240 parson EXISTING DRAINAGE MAP Engineering, Inc. ��.p�4 (c� 9n94 I arcnn Fnninaarinn Inn. All rinhte racarvarl MONTICELLO HOTEL AND CONVENTION CENTER M X&I-101:1 :1. lei I . 144.4 Pk X MAY 16, 2024 CONTENTS: 1. Stormwater Runoff Summary 2. Existing Drainage Map 3. HydroCAD Report for Existing Conditions (2-yr, 10-yr, and 100-yr events) 4. Proposed Drainage Map 5. HydroCAD Report for Proposed Conditions (2-yr, 10-yr, and 100-yr events) 6. Web Soil Survey I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision, and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. �N— May 16, 2024 53681 T.J. Rose, P.E. Date Registration No. ANN Monticello Hotel and Convention Center SUMMARY OF STORMWATER RUNOFF Introduction: The project will consist of the construction of a new hotel and convention center, parking lot, and associated stormwater and utilities. Stormwater calculations were modeled using HydroCAD with Atlas 14 24-hour rainfall data. Curve Numbers used in the stormwater models: 74 —>75% Grass Cover, Good (Type C Soils) 98 — Gravel 98 — Impervious Existing Conditions: The existing site consists of a storage building and a large gravel area. The remaining areas of the site consist of undeveloped grass. The building and gravel area drain to an existing basin in the northwest corner of the site. Additional runoff from Old State Hwy 152 also drains into this basin. The basin does not have an outlet and contains all runoff from the 100-year event. The remaining areas of the site are undeveloped grass areas that drain to 3 depressions. The depressions are connected via overland flow and ultimately discharge to the 1-94 ditch. It is our understanding that the 1-94 ditch ultimately drains to the existing storm sewer along Old State Hwy 152. Proposed Conditions: A new infiltration basin is proposed on the south side of the site. The infiltration basin will outlet through a pipe and into the existing storm sewer along Old State Hwy 152. The existing basin in the northwest comer of the site will not be modified, but due to its large size, runoff from the new impervious surfaces will be routed to this basin. A pipe outlet will be added to this basin. Stormwater Runoff Rate The existing and proposed peak runoff rates and volumes are listed in the table below. Peak Runoff RATES in cubic at per second —a1­s­t-1;Q Proposed 2-year event 1-94 Ditch 0.22 0.00 Offsite South I 0.72 0.62 10- ear event I-94 Ditch 4.59 0.00 Offsite South 5.40 5.27 100- ear event 1-94 Ditch 16.35 0.00 Offsite South 19.13 13.72 ::M Volume Control: Per City of Monticello requirements, a volume equivalent to 1.1-inches over all new and fully reconstructed impervious surfaces must be retained onsite. The existing basin in the northwest corner of the site, as well as the proposed basin in the southeast comer of the site, will be utilized to meet this requirement. Since no stormwater calculations were done for the existing building and gravel, these areas will be included in the current project. Existing Building = 3,860 SF Existing Pavement = 1,591 SF Existing Gravel - 19,254 SF Total Existing Impervious = 24,705 SF Proposed Building = 29,230 SF Proposed Pavement - 171,196 SF Total New Impervious = 200,426 SF Total Impervious Area = 225,131 SF Required Infiltration Volume = 225,131 SF x 1.1 in + 12 Infiltration Basin 1P Impervious Area to Basin = 98,626 SF Basin Bottom = 943.00 Infiltration Rate = 0.8 inthr Water Quality Elevation = 945.13 Provided Infiltration Volume = 18,761 CF Infiltration Basin 2P Impervious Area to Basin = 126,505 SF Basin Bottom = 942.00 Infiltration Rate = 0.2 inthr Water Quality Elevation = 942.80 Provided Infiltration Volume = 7,692 CF Total Provided Infiltration = 26,453 CF 20,638 CF Infiltration Rate Infiltration rates were determined using Web Soil Survey and visual inspection of the existing soils. The west basin is existing and was visually noted to be a gravelly sand. The east basin infiltration rate was determined using Web Soil Survey, which indicated Type C soils. Pre -Treatment Pre-treatment will be provided with sumps in the upstream manholes. Wetland Impacts No wetland impacts are anticipated as part of this project. ' ----- - - -- - ------ - ------------------------------------------------------------------------------ © nr� SLamQ^p,,,.. EXISTING DRAINAGE MAP OF 1 R]2R Runoff to -N DQoh Runoouth O O "1 P'__. 2P 3P 4P Subwt Reach on L'Ink Monticello Hotel - Existing Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdrOCADO10.20-4b s/n 01934 02023 HvdroCAD Software Solutions LLC Paae 2 Rainfall Events Listing Event# Event Stonn Type Curve Mode Duration 8/8 Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.81 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.18 2 3 100-Year MSE 24-hr 3 Default 24.00 1 6.93 2 Monticello Hotel - Existing Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD®10.20-4b s/n 01934 m 2023 HydroCAD Software Solutions LLC Pads 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 386,101 74 >75% Grass cover, Good, HSG C (A, B, C, D. E, F) 3,860 98 Existing Building (A, B) 61,759 98 Existing Gravel (B, D, E) 16,984 98 Existing Pavement (A, B. D, E) 468,704 78 TOTAL AREA Monticello Hotel - Existing MSE24-hr3 2-YearRainfal1=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Peas 4 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=77,967 sf 12.22% Impervious Runoff Depth=1.01" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=2.47 cfs 6,554 cf Subcatchment B: Runoff Area=182,245 sf 37.44% Impervious Runoff Depth=1.46" Flow Length=211' Tc=9.1 min CN=74/98 Runoff=8.89 cfs 22,172 of Subcatchment C: Runoff Area=75,566 sf 0.00%Impervious Runoff Depth=0.79" Flow Length=315' Tc=13.4 min CN=74/0 Runoff=1.76 cfs 4,975 cf Subcatchment D: Runoff Area=99,654 sf 2.00% Impervious Runoff Depth=0.83" Flow Length=266' Tc=21.7 min CN=74/98 Runoff=1.87 cfs 6,858 cf Subcatchment E: Runoff Area=27,203 sf 10,43% Impervious Runoff Depth=0.98" Flow Length=186' Tc=18.2 min CN=74/98 Runoff=0.66 cfs 2,214 d Subcatchment F: Runoff Area=6,069 sf 0.00% Impervious Runoff Depth=0.79" Flow Length=46' Slope=0.0978'P Tc=4.3 min CN=74/0 Runoff=0.22 cfs 400 cf Reach 1 R: Runoff to 1-94 Ditch Inflow=0.22 cfs 400 cf Outflow=0.22 cfs 400 of Reach 2R: Runoff South Inflow=0.72 cfs 2,614 cf Outflow=0.72 cfs 2,614 cf Pond 1 P: Peak Elev=943.71' Storage=3,589 cf Inflow=2.47 ds 6,554 of Outflow=0.13 cfs 6,555 cf Pond 2P: Peak EIev=945.72' Storage=14,703 d Inflow=8.89 cfs 22,172 d Discarded=0.23 cfs 22,173 d Primary=0.00 cfs 0 of Outflow=0.23 cfs 22,173 of Pond 3P: Peak EIev=948.52' Storage=1,943 d Inflow=1.76 cfs 4,975 d Discarded=0.12 cfs 4,070 d Primary=0.46 ds 905 cf Outflow=0.58 cfs 4,975 cf Pond 4P: Peak EIev=946.54' Storage=4,196 d Inflow=1.87 cfs 7,763 d Discarded=0.25 ds 7,764 d Primary=0.00 cfs 0 d Outflow=0.25 cfs 7,764 d Total Runoff Area = 468,704 sf Runoff Volume = 43,173 cf Average Runoff Depth =1.11" 82.38 % Pervious = 386,101 sf 17.62 % Impervious = 82,603 sf Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydrOCAD010.20-415 s/n 01934 02023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment A: Runoff = 2.47 cis @ 12.20 hrs, Volume= 6,554 cf, Depth= 1.01" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description ' 1,931 98 Existing Building ' 7,599 98 Existing Pavement 77,967 77 Weighted Average 68,437 74 87.78% Pervious Area 9,530 98 12.22% Impervious Area Tc Length Slope Velocity Capacity Description 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0,0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 11.2 159 Total Monticello Hotel - Existing MSE24-hr3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydrOCAD®10.20-4b s/n 01934 ©2023 HydroCAD Software Solutions LLC Pace 6 Summary for Subcatchment B: Runoff = 8.89 cfs @ 12.17 hrs, Volume= 22,172 cf, Depth= 1.46" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" 98 Existing Pavement 98 Existino Gravel 74 62.56% Pervious Area 98 37.44% Impervious Area Tc Length Slope Velocity Capacity Description Grass: Dense n= 0.240 P2= 2.83" 1.0 111 0.0766 1.94 Shallow Concentrated Flow. Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 5/2/2024 Summary for Subcatchment C: Runoff = 1.76 cfs @ 12.23 hrs, Volume= 4,975 cf, Depth= 0.79" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 75,566 74 >75% Grass cover, Good, HSG C 75,566 74 100.00% Pervious Area Tc Length Description 10.0 100 0.0570 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 215 0.0223 1.05 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.4 315 Total Monticello Hotel - Existing Prepared by Larson Enoineerino Of MN MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 502024 Summary for Subcatchment D: Runoff = 1.87 cfs @ 12.34 hrs, Volume= 6,858 cf, Depth= 0.83" Routed to Pond 4P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf1 CN Description ` 172 98 Existing Pavement ` 1,822 98 Existing Gravel 97,660 74 >75% Grass cover, Good, HSG C 99,654 74 Weighted Average 97,660 74 98.00% Pervious Area 1,994 98 2.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftf t) (ft/sec) (cfs) 18.3 100 0.0125 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 166 0.0136 0.82 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.7 266 Total Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 0 2023 HydroCAD Software Solutions LLC Paae 9 Summary for Subcatchment E: Runoff = 0.66 cfs @ 12.28 hrs, Volume= 2,214 cf, Depth= 0.98" Routed to Reach 2R : Runoff South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Descriotion ' 579 98 Existing Pavement ' 2,259 98 Existing Gravel 24,365 74 >75% Grass cover, Good, HSG C 27,203 77 Weighted Average 24,365 74 89.57% Pervious Area 2,838 98 10.43% Impervious Area Tc Length Slope Velocity Capacity Description 6.4 100 0.0165 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.8 86 0.0128 0.79 Shallow Concentrated Flow, Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 5/2/2024 Summary for Subcatchment F: Runoff = 0.22 cis @ 12.12 hrs, Volume= 400 cf, Depth= 0.79" Routed to Reach 1 R : Runoff to 1-94 Ditch Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" 6,069 74 >75% Grass cover, Good, HSG C 6,069 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (It/sec) (cfs) 4.3 46 0.0978 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81" Printed 5/2/2024 Summary for Reach 1 R: Runoff to 1.94 Ditch Inflow Area = 363,534 sf, 19.32% Impervious, Inflow Depth = 0.01" for 2-Year event Inflow = 0.22 ds @ 12.12 hrs, Volume= 400 d Outflow = 0.22 cis @ 12.12 hrs, Volume= 400 d, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE24-hr3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD010.20-4b s/n 01934 ® 2023 HvdroCAD Software Solutions LLC Page 12 Summary for Reach 2R: Runoff South Inflow Area = 390,737 sf, 18.70% Impervious, Inflow Depth = 0.08" for 2-Year event Inflow = 0.72 cfs @ 12.28 hrs, Volume= 2,614 cf Outflow = 0.72 cfs @ 12.28 hrs, Volume= 2,614 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydfoCAD@ 10.204b s/n 01934 @ 2023 HydfoCAD Software Solutions LLC Page 13 Summary for Pond I Inflow Area = 77,967 sf, 12.22% Impervious, Inflow Depth = 1.01" for 2-Year event Inflow = 2.47 cfs @ 12.20 hrs, Volume= 6,554 cf Outflow = 0.13 cfs @ 13.72 hrs, Volume= 6,555 of, Atten= 95%, Lag= 91.3 min Discarded = 0.13 cfs @ 13.72 hrs, Volume= 6,555 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 943.71' @ 13.72 hrs Surf.Area= 7,120 sf Storage- 3,589 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass del. time= 303.2 min ( 1,117.6 - 814.4 ) Volume Invert Avail.Stomge Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubio-feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Discarded 943.00' 0.800 inlhr ExIiltration over Surface area piscarded OutFlow Max=0.13 cfs @ 13.72 hrs HW=943.71' (Free Discharge) t I=Exfiltration (EAllration Controls 0.13 cfs) Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 02023 HydroCAD Software Solutions LLC Pane 14 Summary for Pond 213: Inflow Area = 182,245 sf, 37.44% Impervious, Inflow Depth = 1.46" for 2-Year event Inflow = 8.89 cfs @ 12.17 hrs, Volume- 22,172 d Outflow = 0.23 cfs @ 15.12 hrs, Volume= 22,173 d, Atten= 97%, Lag= 177.1 min Discarded = 0.23 ds @ 15.12 hrs, Volume= 22,173 d Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 d Routed to Pond 313: Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.72' @ 15.12 hrs Surf.Area= 12,650 at Storage= 14,703 d Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 689.6 min ( 1,473.8 - 784.3 ) Volume Invert Avail.Storage Storage Description #1 944.00' 84,081 d Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-k) (cubio-feet) (cubic -feet) 944.00 4,182 0 0 945.00 9,423 6,803 6,803 946.00 13,931 11,677 18,480 947.00 18,834 16,383 34,862 948.00 24,516 21,675 56,537 949.00 30,571 27,544 84,081 Device Routing Invert Outlet Devices 91 Primary 948.90' 3.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 944.00' 0.800 in0v Extiltratton over Surface area Discarded OutFlow Max=0.23 cfs @ 15.12 hrs HW=945.72' (Free Discharge) L2=Exftltration (ExFitration Controls 0.23 ds) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' TW=948.00' (Dynamic Tailwater) 1=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Monticello Hotel - Existing Prepared by Larson Engineering Of MN Summary for Pond 3P: MSE 24-hr 3 2-Year Ratnlall=2.81" Printed 5/2/2024 Inflow Area = 257,811 sf, 26.47% Impervious, Inflow Depth = 0.23" for 2-Year event Inflow = 1.76 cfs @ 12.23 hrs, Volume= 4,975 cf Outflow = 0.58 cis @ 12.58 hrs, Volume= 4,975 cf, Atten= 67%, Lag= 21.0 min Discarded = 0.12 cfs @ 12.58 hrs, Volume= 4.070 of Primary = 0.46 cfs @ 12.58 hrs, Volume= 906 of Routed to Pond 4P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.52' @ 12.58 hrs Surf.Area= 6,340 sf Storage= 1,943 cf Plug -Flow detention time= 167.2 min calculated for 4,975 cf (100% of inflow) Center -of -Mass det. time= 167.2 min ( 1,009.0 - 841.7 ) Volume Invert Avail.Stomge Storage Description #1 948.00' 13,374 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 948.00 1,069 0 0 949.00 11,119 6,094 6,094 949.50 18,000 7,280 13,374 Device Routinq Invert Outlet Devices #1 Primary 948.50' 45.0' long x 50.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 948.00' 0.800 inity Exfihra0on over Surface area Discarded OutFlow Max=0.12 cfs @ 12.58 hrs HW=948.52' (Free Discharge) 2=Exfiltration (ExFltradon Controls 0.12 cfs) Primary OutFlow Max=0.46 cfs @ 12.58 hrs HW=948.52' TW=946.40' (Dynamic Tailwater) 1-1=Broad-Crested Rectangular Weir (Weir Controls 0.46 ofs @ 0.42 fps) Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdrOCADO 10.20-4b s/n 01934 ® 2023 HvdmCAD Software Solutions LLC Page 16 Summary for Pond 413: Inflow Area = 357,465 sf, 19.65% Impervious, Inflow Depth = 0.26" for 2-Year event Inflow = 1.87 cfs @ 12.34 hrs, Volume= 7,763 of Outflow = 0.25 cfs @ 13.73 hrs, Volume= 7,764 cf, Atten= 87%, Lag= 83.6 min Discarded = 0.25 cfs @ 13.73 hrs, Volume= 7,764 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Reach 1 R : Runoff to 1-94 Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.54' @ 13.73 hrs Surf.Area= 13,236 sf Storage= 4,196 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 202.2 min ( 1,038.4 - 836.2 ) Volume Invert Avail.Storage Storage Description #1 946.00' 25,654 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Ina Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 2,415 0 0 947.00 22,595 12,505 12,505 947.50 30,000 13,149 25,654 Device Routing Invert Outlet Devices #1 Primary 946.55' 35.0' long x 100.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 946.00' 0.800 in/hr F-xNltration over Surface area Discarded OutFlow Max=0.25 cfs @ 13,73 hrs HW=946.54' (Free Discharge) 2=Ex1iItration (EAllration Controls 0.25 cfs) Mry OutFlow Max=0.00 cfs @ 0.00 hrs HW=946.00' TW=0.00' (Dynamic Tailwater) Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCADO 10.20-41b sin 01934 ® 2023 HydroCAD Software Solutions LLC Page 17 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=77,967 sf 12.22% Impervious Runoff Depth=2.00" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=5.12 cfs 12,997 cf Subcatchment B: Runoff Area=182,245 sf 37.44% Impervious Runoff Depth=2.56" Flow Length=211' Tc=9.1 min CN=74/98 Runoff=15.87 cfs 38,865 of Subcatchment C: Runoff Area=75,566 sf 0.00% Impervious Runoff Depth=1.73" Flow Length=315' Tc=13.4 min CN=74/0 Runoff=4.07 cfs 10,892 cf Subcatchment D: Runoff Area=99,654 sf 2.00% Impervious Runoff Depth=1.77" Flow Length=266' Tc=21.7 min CN=74/98 Runoff=4.29 cfs 14,732 of Subcatchment E: Runoff Area=27,203 sf 10.43% Impervious Runoff Depth=1.96" Flow Length=186' Tc=18.2 min CN=74/98 Runoff=1.39 cfs 4,445 of Subcatchment F: Runoff Area=6,069 sf 0.00% Impervious Runoff Depth=1.73" Flow Length=46' Slope=0.0978 7 Tc--4.3 min CN=74/0 Runoff=0.49 cfs 875 cf Reach 1 R: Runoff to 1.94 Ditch Inflow=4.59 ore 10,855 of Outflow=4.59 cfs 10,855 cf Reach 2R: Runoff South Inflow=5.40 cfs 15,300 cf Outflow=5.40 cfs 15,300 cf Pond 1P: Peak Elev=944.24' Storage=8,218 cf Inflow-S. 12 cfs 12,997 cf Outflow=0.18 ofs 12,997 of Pond 2P: Peak EIev=946.60' Storage=27,763 of Inflow=15.87 cfs 38,865 of Discarded=0.31 cfs 38,865 cf Primary=0.00 cfs 0 cf Outflow=0.31 cfs 38,865 of Pond 3P: Peak EIev=948.59' Storage=2,408 cf Inflow=4.07 cfs 10,892 of Discarded=0.13 cfs 5,238 of Primary=3.47 cfs 5,654 cf Outflow=3.60 cfs 10,892 of Pond 412: Peak EIev=946.68' Storage=6,346 of Inflow=7.65 cfs 20,386 of Discarded=0.30 cfs 10,406 cf Primary--4.52 cfs 9,980 cf Outflow=4.82 cfs 20,386 cf Total Runoff Area = 468,704 sf Runoff Volume = 82,805 of Average Runoff Depth = 2.12" 82.38 % Pervious = 386,101 sf 17.62% Impervious = 82,603 sf Monticello Hotel - Existing Preoared by Larson Enoineerina Of MN MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/2/2024 Summary for Subcatchment A: Runoff = 5.12 cfs @ 12.19 hrs, Volume= 12,997 cf, Depth= 2.00' Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" ' 1,931 98 Existing Building ' 7,599 98 Existing Pavement 68,437 74 >75% Grass cover, Good, HSG C 77,967 77 Weighted Average 68,437 74 87.78% Pervious Area 9,530 98 12.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdfoCADO 10.204b s/n 01934 © 2023 HydroCAD Software Solutions LLC Peas 19 Summary for Subcatchment B: Runoff = 15.87 cfs @ 12.16 hrs, Volume= 38,865 cf, Depth= 2.56" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" To Length 98 Existing Building 98 Existing Pavement 98 Existinq Gravel 74 62.56% Pervious Area 98 37.44% Impervious Area Description _..__-.._- - Grass: Dense n= 0.240 P2= 2.83" 1.0 Ill 0.0766 1.94 Shallow Concentrated Flow. Monticello Hotel -Existing MSE24-hr3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdrOCAD®10.20-4b s/n 01934 02023 HvdroCAD Software Solutions LLC Paoe 20 Summary for Subcatchment C: Runoff = 4.07 cfs @ 12.22 hrs, Volume= 10,892 cf, Depth= 1.73" Routed to Pond 3P Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" 75,566 74 100.00% Pervious Tc Length Slope Velocity Capacity Description 10.0 100 0.0570 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 215 0.0223 1.05 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 13.4 315 Total Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 02023 HydroCAD Software Solutions LLC Pace 21 Summary for Subcatchment D: Runoff = 4.29 cfs @ 12.32 hrs, Volume= 14,732 cf, Depth= 1.77" Routed to Pond 4P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 172 98 Existing Pavement 1,822 98 Existing Gravel 97,660 74 >75% Grass cover, Good, HSG C 99,654 74 Weighted Average 97,660 74 98.00% Pervious Area 1,994 98 2.00% Impervious Area Tc Length Slope Velocity Capacity Description 18.3 100 0.0125 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 166 0.0136 0.82 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.7 266 Total Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/2/2024 Summary for Subcatchment E: Runoff = 1.39 cfs @ 12.28 hrs, Volume= 4,445 cf, Depth= 1.96" Routed to Reach 2R : Runoff South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" 579 98 Existing Pavement 2,259 98 Existing Gravel 24,365 74 >75% Grass cover, Good, HSG C 27,203 77 Weighted Average 24,365 74 89.57% Pervious Area 2,838 98 10.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Wft) (ft/sec) (cfs) 16.4 100 0.0165 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.8 86 0.0128 0.79 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 18.2 186 Total Monticello Hotel - Existing MSE 24-hr 3 10-YearRainrall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 02023 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment F: Runoff = 0.49 cfs @ 12.12 hrs, Volume= 875 cf, Depth= 1.73" Routed to Reach 1 R : Runoff to 1-94 Ditch Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year RainfaII 4.18" 6,069 74 Tc Length Slope Velocity An) (feet) (ft/ft) (f /sec) 4.3 46 0.0978 0.18 Description Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 24 Summary for Reach 111: Runoff to 1-94 Ditch Inflow Area = 363,534 sf, 19.32% Impervious, Inflow Depth = 0.36" for 10-Year event Inflow = 4.59 cfs @ 12.49 hrs, Volume= 10,855 cf Outnow = 4.59 cfs @ 12.49 hrs, Volume= 10,855 cf, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 02023 HydroCAD Software Solutions LLC Page 25 Summary for Reach 2R: Runoff South Inflow Area = 390,737 sf, 18.70% Impervious, Inflow Depth = 0.47" for 10-Year event Inflow = 5.40 cfs @ 12.48 hrs, Volume= 15,300 cf Outflow = 5.40 ds @ 12.48 hrs, Volume= 15,300 cf, Aften= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 02023 HvdroCAD $oftware Solutions LLC Page 26 Summary for Pond 1P: Inflow Area = 77,967 sf, 12.22% Impervious, Inflow Depth = 2.00" for 10-Year event Inflow = 5.12 cfs @ 12.19 hrs, Volume= 12,997 cf Outflow = 0.18 cfs @ 15.04 hrs, Volume= 12,997 of, Aften= 96%, Lag= 170.9 min Discarded = 0.18 cfs @ 15.04 hrs, Volume= 12,997 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 944.24' @ 15.04 hrs Surf.Area= 9,909 sf Storage= 8,218 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 511.2 min ( 1,316.4 - 805.2 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Discarded 943.00' 0.800 inlhr Wiltration over Surface area Qiscarded OutFlow Max=0.18 cfs @ 15.04 hrs HW=944.24' (Free Discharge) L I=Exfiitration (Exfiltration Controls 0.18 cfs) Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydrOCAD®10.20.4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 27 Summary for Pond 2P: Inflow Area = 182,245 sf, 37.44% Impervious, Inflow Depth = 2.56" for 10-Year event Inflow = 15.87 cfs @ 12.16 hrs, Volume= 38,865 cf Outflow = 0.31 cfs @ 15.22 hrs, Volume= 38,865 cf, Atten= 98%, Lag= 183.1 min Discarded = 0.31 cfs @ 15.22 hrs, Volume= 38,865 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.60' @ 15.22 hrs Surf.Area= 16,885 sf Storage= 27,763 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,001.6 min ( 1,781.5 - 779.9 ) Volume Invert Avail.Storage Storage Description #1 944.00' 84,081 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 944.00 4,182 0 0 945.00 9,423 6,803 6,803 946.00 13,931 11,677 18,480 947.00 18,834 16,383 34,862 948.00 24,516 21,675 56,537 949.00 30,571 27,544 84,081 #1 Primary 948.90' 3.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 944.00' 0.800 Inlhr Efiltration over Surface area Discarded OutFlow Max=0.31 cfs @ 15.22 hrs HW=946.60' (Free Discharge) 2=FEAitration (Exfiltration Controls 0.31 cis) try OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' TW=948.00' (Dynamic Tailwater) Broad-Crested Rectangular Weir ( Controls 0.00 cis) Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.204b sln 01934 ® 2023 HvdroCAD Software Solutions LLC Page 28 Summary for Pond 3P: Inflow Area = 257,811 sf, 26.47% Impervious, Inflow Depth = 0.51" for 10-Year event Inflow = 4.07 cfs @ 12.22 hrs, Volume= 10,892 cf Outflow = 3.60 cis @ 12.28 hrs, Volume= 10,892 cf, Atten= 11%, Lag= 3.6 min Discarded = 0.13 cfs @ 12.28 hrs, Volume= 5,238 cf Primary = 3.47 cis @ 12.28 hrs, Volume= 5,654 cf Routed to Pond 4P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.59' @ 12.28 hrs Surf.Area= 7,039 sf Storage= 2,408 cf Plug -Flow detention time= 106.3 min calculated for 10,891 cf (100% of inflow) Center -of -Mass det. time= 106.3 min ( 930.2 - 823.9 ) Volume Invert Avail.Storage Storage Description #1 948.00' 13,374 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _(feet) (sq-ft) (cubic -feet) (cubic -feet) 948.00 1,069 0 0 949.00 11,119 6,094 6,094 949.50 18,000 7,280 13,374 Device Routing Invert Outlet Devices #1 Primary 948.50' 45.0' long x 50.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 948.00' 0.800 inlhr Exfiltration over Surface area 1LIscarded OutFlow Max=0.13 cfs @ 12.28 hrs HW=948.59' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) primary OutFow Max=3.47 cfs @ 12.28 hrs HW=948.59' TW=946.48' (Dynamic Tailwater) 1-1=Broad-Crested Rectangular Weir (Weir Controls 3.47 cis @ 0.82 fps) Monticello Hotel - Existing Prepared by Larson Engineering Of MN Summary for Pond 4P: MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/2/2024 Inflow Area = 357,465 sf, 19.65% Impervious, Inflow Depth = 0.68" for 10-Year event Inflow = 7.65 cfs @ 12.30 hrs, Volume= 20,386 cf Outflow = 4.82 cis @ 12.49 hrs, Volume= 20,386 cf, Aden= 37%, Lag= 11.7 min Discarded = 0.30 cfs @ 12.49 hrs, Volume= 10,406 cf Primary = 4.52 cfs @ 12.49 hrs, Volume= 9,980 cf Routed to Reach 1 R : Runoff to 1-94 Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Bev= 946.68' @ 12.49 hrs Surf.Area= 16,185 sf Storage= 6,346 d Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 118.4 min ( 928.9 - 810.5 ) Volume Invert Avail.Storage Storage Description #1 946.00' 25,654 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 2,415 0 0 947.00 22,595 12,505 12,505 947.50 30,000 13,149 25,654 #1 Primary 946.55' 35.0' long x 1100.0' breadth Broad -Crested Rectangular W Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 946,00' 0.800 in/hr Exflltration over Surface area Discarded OutFlow Max=0.30 cfs @ 12.49 hrs HW=946.68' (Free Discharge) 2=Exfiltmtion (ExFltration Controls 0.30 cfs) trimary OutFlow Max=4.52 ds @ 12.49 hrs HW=946.68' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 4.52 cfs @ 0.97 fps) Monticello Hotel - Existing MSE24-hr3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HvdroCAD Software Solutions LLC Page 30 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=77,967 sf 12.22 % Impervious Runoff Depth=4.31" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=11.12 cfs 28,018 cf Subcatchment B: Runoff Area=182,245 sf 37.44% Impervious Runoff Depth=5.00" Flow Length=211' Tc=9.1 min CN=74/98 Runoff=31.09 cfs 75,872 cf Subcatchment C: Runoff Area=75,566 sf 0.00% Impervious Runoff Depth=3.98" Flow Length=315' Tc=13.4 min CN=74/0 Runoff=9.42 cfs 25,070 cf Subcatchment D: Runoff Area=99,654 sf 2.00 % Impervious Runoff Depth=4.04" Flow Length=266' Tc=21.7 min CN=74/98 Runoff=9.91 ofs 33,511 of Subcatchment E: Runoff Area=27,203 sf 10.43% Impervious Runoff Depth=4.26" Flow Length=186' Tc=18.2 min CN=74/98 Runoff=3.06 cfs 9,666 of Subcatchment F: Runoff Area=6,069 sf 0.00% Impervious Runoff Depth=3.98" Flow Length=46' Slope=0.0978? Tc=4.3 min CN=74/0 Runoff=1.10 cfs 2,013 cf Reach 1 R: Runoff to 1-94 Ditch Inflow=16.35 cfs 39,929 cf Outflow=16.35 cfs 39,929 cf Reach 2R: Runoff South Inflow=19.13 cfs 49,595 cf Outflow=19.13 cfs 49,595 cf Pond 1 P: Peak EIev=945.22' Storage=19,976 cf Inflow=11.12 cfs 28,018 cf Outflow=0.26 cfs 28,019 cf Pond 2P: Peak EIev=948.06' Storage=58,073 of Inflow=31.09 cfs 75,872 cf Discarded=0.46 ofs 75,872 of Primary=0.00 cfs 0 cf Outflow=0.46 ds 75,872 cf Pond 3P: Peak EIev=948.68' Storage=3,027 cf Inflow=9.42 cfs 25,070 cf Discarded=0.15 cfs 6,679 of Primary=8.99 ds 18,392 cf Outflow=9.13 cfs 25,070 cf Pond 4P: Peak EIev=946.86' Storage=9,502 d Inflow=18.31 cfs 51,903 d Discarded=0.37 cfs 13,988 cf Primary=16.10 cfs 37,916 d Outflow=16.47 cfs 51,903 cf Total Runoff Area = 468,704 sf Runoff Volume=174,150 cf Average Runoff Depth = 4.46" 82.38%Pervious=386,101sf 17.62%Impervious=82,603sf Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.204b sin 01934 © 2023 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment A: Runoff = 11.12 cfs @ 12.19 hrs, Volume= 28,018 cf, Depth= 4.31" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description ' 1,931 98 Existing Building ' 7,599 98 Existing Pavement 68,437 74 >75% Grass cover, Good, HSG C 77,967 77 Weighted Average 68,437 74 87.78% Pervious Area 9,530 98 12.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n=0240 P2=2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Subcatchment B: Runoff = 31.09 cfs @ 12.16 hrs, Volume= 75,872 cf, Depth= 5.00" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" " 1,929 98 Existing Building " 8,634 98 Existing Pavement 57,678 98 Existing Gravel 114,004 74 >75% Grass cover, Good, HSG C 182,245 83 Weighted Average 114,004 74 62.56% Pervious Area 68,241 98 37.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cfs) 8.1 100 0.0950 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.0 111 0.0766 1.94 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 9.1 211 Total Monticello Hotel - Existing Prepared by Larson Enoineerina Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Subcatchment C: Runoff = 9.42 cis @ 12.22 hrs, Volume= 25,070 cf, Depth= 3.98" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description 75,566 74 >75% Grass cover, Good, HSG C 75,566 74 100.00% Pervious Area Tc Length Description 10.0 100 0.0570 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 215 0.0223 1.05 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.4 315 Total Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD®10.20-4b s/n 01934 ® 2023 HvdroCAD Software Solutions LLC Pace 34 Summary for Subcatchment D: Runoff = 9.91 cfs @ 12.32 hrs, Volume= 33,511 cf, Depth= 4.04" Routed to Pond 4P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description ` 172 98 Existing Pavement ' 1,822 98 Existing Gravel 97,660 74 >75%Grass cover, Good, HSG C 99,654 74 Weighted Average 97,660 74 98.00% Pervious Area 1,994 98 2.00%Impervious Area Tc Length Slope min) (feet) Ut/ft) 18.3 100 0.0125 Description Grass: Dense n= G.240 P2= 2.83" 3.4 166 0.0136 0.82 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.7 266 Total Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdfoCAD®10.204b s/n 01934 02023 HydroCAD Software Solutions LLC Paae 35 Summary for Subcatchment E: Runoff = 3.06 cfs @ 12.27 hm, Volume= 9,666 cf, Depth= 4.26" Routed to Reach 2R : Runoff South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" " 579 98 Existing Pavement 2,259 98 Existing Gravel 24,365 74 >75% Grass cover, Good, HSG C 27,203 77 Weighted Average 24,365 74 89.57% Pervious Area 2,838 98 10.43% Impervious Area Tc Length Slope Velocity Capacity Description 16.4 100 0.0165 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.8 86 0.0128 0.79 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 18.2 186 Total Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Subcatchment F: Runoff = 1.10 cfs @ 12.12 hrs, Volume= 2,013 cf, Depth= 3.98" Routed to Reach 1 R : Runoff to 1-94 Ditch Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hm. dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" 6,069 74 >75% Grass cover, Good, HSG C 6,069 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (Posec) (cfs) 4.3 46 0.0978 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" Monticello Hotel • Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCADO 10.20-4b s/n 01934 ® 2023 HvdfoCAD Software Solutions LLC Paae 37 Summary for Reach 1 R: Runoff to 1.94 Ditch Inflow Area = 363,534 sf, 19.32% Impervious, Inflow Depth = 1.32" for 100-Year event Inflow = 16.35 cfs @ 12.35 hrs, Volume= 39,929 cf Outflow = 16.35 cfs @ 12.35 hrs, Volume= 39,929 cf, Atten= 0%, lag= 0.0 min Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCADO 10.20-4b s/n 01934 © 2023 HvdroCAD Software Solutions LLC Page 38 Summary for Reach 2R: Runoff South Inflow Area = 390,737 sf, 18.70% Impervious, Inflow Depth = 1.52" for 100-Year event Inflow = 19.13 ofs @ 12.34 hrs, Volume= 49,595 cf Outflow = 19.13 ofs @ 12.34 hrs, Volume= 49,595 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdfoCAD010.20-41b s/n 01934 02023 HvdroCAD Software Solutions LLC Page 39 Summary for Pond 1P: Inflow Area = 77,967 sf, 12.22% Impervious, Inflow Depth = 4.31" for 100-Year event Inflow = 11.12 ofs @ 12.19 hrs, Volume= 28,018 cf Outflow = 0.26 cfs @ 15.19 hrs, Volume= 28,019 cf, Ahen= 98%, Lag= 180.2 min Discarded = 0.26 cfs @ 15.19 hrs, Volume= 28,019 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dl= 0.01 hrs Peak Elev= 945.22' @ 15.19 hrs Surf.Area= 14,222 sf Storage= 19,976 cf Plug -Flaw detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 865.6 min ( 1,659.2 - 793.6 ) Volume Invert Avail.Storage Storage Description #1 943.09 137,095 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Discarded 943.00' 0.800 in/hr Wiltration over Surface area Discarded OutFlow Max=0.26 cfs @ 15.19 hrs HW=945.22' (Free Discharge) 7=Exffltration (Exfiltration Controls 0.26 efs) Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD@ 10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 40 Summary for Pond 2P: Inflow Area = 182,245 sf, 37.44 % Impervious, Inflow Depth = 5.00" for 100-Year event Inflow = 31.09 cis @ 12.16 hrs, Volume= 75,872 of Outflow = 0.46 cis @ 16.64 hrs, Volume= 75,872 cf, Aften= 99%, Lag= 268.5 min Discarded = 0.46 cfs @ 16.64 hrs, Volume= 75,872 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.06' @ 16.64 hrs Surf.Area= 24,892 sf Storage= 58,073 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,474.5 min ( 2,247.9 - 773.3 ) Volume Invert Avail.Storage Storage Description #1 944.00' 84,081 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 944.00 4,182 0 0 945.00 9,423 6,803 6,803 946.00 13,931 11,677 18,480 947.00 18,834 16,383 34,862 948.00 24,516 21,675 56,537 949.00 30,571 27,544 84,081 Device Routing Invert Outlet Devices #1 Primary 948.90' 3.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Cost. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 944.00' 0.800 Inlhr Exflltration over Surface area Discarded OutFlow Max=0.46 cfs @ 16.64 hrs HW=948.06' (Free Discharge) 2=Exfltration (Exfiltration Controls 0.46 cfs) Lrimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' TW=948.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 ofs) Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Pond 3P: Inflow Area = 257,811 sf, 26.47% Impervious, Inflow Depth = 1.17" for 100-Year event Inflow = 9.42 cfs @ 12.22 hrs, Volume= 26,070 cf Outflow = 9.13 cis @ 12.24 hrs, Volume= 25,070 cf, Atten= 3%, Lag= 1.7 min Discarded = 0.15 cfs @ 12.24 hrs, Volume= 6,679 cf Primary = 8.99 cis @ 12.24 hrs, Volume= 18,392 cf Routed to Pond 4P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.68' @ 12.24 hrs Surt.Area= 7,873 at Storage= 3,027 cf Plug -Flow detention time= 62.6 min calculated for 25,067 cf (100% of inflow) Center -of -Mass det. time- 62.6 min (869.4 - 806.8 ) Volume Invert Avail.Storage Storage Description #1 948.00' 13,374 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 948.00 1,069 0 0 949.00 11,119 6,094 6,094 949.50 18,000 7,280 13,374 Device Routing Invert Outlet Devices #1 Primary 948.50' 45.0' long x 50.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 948.00' 0.800 inlhr ExNltration over Surface area Discarded OutFlow Max=0.15 cis @ 12.24 hrs HW=948.68' (Free Discharge) 'L2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=8.98 cis @ 12.24 hrs HW=948.68' TW=946.81' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir (Weir Controls 8.98 cfs @ 1.13fps) Monticello Hotel - Existing Prepared by Larson Enaineerina Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Pond 4P: Inflow Area = 357,465 sf, 19.65% Impervious, Inflow Depth = 1.74" for 100-Year event Inflow = 18.31 cfs @ 12.27 hrs, Volume= 51.903 of Outflow = 16.47 cis @ 12.35 hrs, Volume= 51,903 cf, Aften= 10%, Lag= 4.6 min Discarded = 0.37 cis @ 12.35 hrs, Volume= 13,988 cf Primary = 16.10 cis @ 12.35 hrs, Volume= 37,916 cf Routed to Reach 1 R : Runoff to 1-94 Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.86' @ 12.35 hrs Sud.Area= 19,731 sf Storage= 9,502 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass del. time= 68.7 min (866.1 - 797.3 ) Volume Invert Avail.Storage Storage Description #1 946.00' 25,654 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-fl) (cubic -feet) (cubic -feet) 946.00 2,415 0 0 947.00 22,595 12,505 12,505 947.50 30,000 13,149 25,654 Device Routing Invert Outlet Devices #1 Primary 946.55' 35.0' long x 100.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0,60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 946.00' 0.800 inRrr FxHItration over Surface area Discarded OutFlow Max=0.37 cfs @ 12.35 hrs HW=946.86' (Free Discharge) 2=ExFltratkm (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=16.10 cfs @ 12.35 hrs HW=946.86' TW=0.00' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir (Weir Controls 16.10 cfs @ 1.49 fps) e e ---------------------------------------------------------------------------------- © I I.J ICJ ®LarsonliePROPOSED DRAINAGE MAP EnpinxElq,. O AiumE Wry,2MApwmrnl O O O 1R Runoff to 1-94 Ditch 1P 2P Infiltrate n Basin 2R Runoff South Sub Reach on Link FHydroCAO®Routing Diagram for Monticello Hotel - Proposed Prepared by Larson Engmeenng IN MN, Printed W1612024 10.2 ft sln0193402023H}droCFDSd mSddwsLLC Monticello Hotel • Proposed Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HvdroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.81 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.18 2 3 100-Year MSE 24-hr 3 Default 24.00 1 6.93 2 Monticello Hotel • Proposed Prepared by Larson Enaineerino Of MN Printed 5/16/2024 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 228,932 74 >75 % Grass cover, Good, HSG C (A, B. C) 3,860 98 Existing Building (A, B) 19,254 98 Existing Gravel (A, B) 16,233 98 Existing Pavement (A, B) 29,230 98 Proposed Building (A, C) 171,196 98 Proposed Pavement (A, B, C) 468,705 86 TOTAL AREA Monticello Hotel - Proposed MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydnoCADO 10.20-4b sln 01934 ® 2023 HydroCAD Software Solutions LLC Paae 4 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach rou0ng by Dyn-Stor-Ind method - Pond routing by Dyn-Star-Ind method Subcatchment A: Runoff Area=198,971 at 53.39% Impervious Runoff Depth=1.75" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=10.60 cfs 28,937 cf Subcatchment B: Runoff Area=90,456 sf 30.96% Impervious Runoff Depth=1.34" Flow Length=804' Slope=0.0050 T Tc=50.1 min CN=74/98 Runoff=1.66 cfs 10,131 cf Subcatchment C: Runoff Area=179,278 sf 58.87 % Impervious Runoff Depth=1.84" Tc=6.0 min CN=74/98 Runoff=12.43 cfs 27,538 cf Reach Ill Runoff to 1.94 Ditch Outflow=0.00 cfs 0 of Reach 2R: Runoff South Inflow=0.62 cfs 24,526 cf Outflow=0.62 cfs 24,526 cf Pond 1P: Peak EIev=945.23' Storage=20,216 of Inflow=10.60 cfs 28,937 of Discarded=0.26 cfs 28,700 of Primary=0.02 cfs 238 cf Outflow=0.29 cfs 28,937 cf Pond 2P: Infiltration Basin Peak EIev--944.29' Storage=24,784 cf Inflow=12.79 cfs 37,669 of Discarded=0.06 cfs 13,380 cf Primary=0.61 cfs 24,289 cf Outflow=0.67 cfs 37,669 cr Total Runoff Area = 468,705 at Runoff Volume = 66,606 cf Average Runoff Depth =1.71" 48.84% Pervious = 228,932 at 51.16% Impervious = 239,773 sf Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81" Printed 5/16/2024 Summary for Subcatchment A: Runoff = 10.60 cfs @ 12.19 hrs, Volume= 28,937 cf, Depth= 1.75" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description ' 85,156 98 Proposed Pavement ' 6,038 98 Proposed Building • 1,931 98 Existing Building • 7,599 98 Existing Pavement " 5,502 98 Existing Gravel 92,745 74 >75 % Grass cover, Good, HSG C 198,971 87 Weighted Average 92,745 74 46.61% Pervious Area 106,226 98 53.39% Impervious Area Tc Length Slope Velocity Capacity Description 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 5/16/2024 LC Pace 6 Summary for Subcatchment B: Runoff = 1.66 cis @ 12.69 hrs, Volume= 10,131 cf, Depth= 1.34" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Descriotion ' 3,693 98 Proposed Pavement ' 1,929 98 Existing Building ' 8,634 98 Existing Pavement ' 13,752 98 Existinq Gravel 90,456 81 Weighted Average 62,448 74 69.04% Pervious Area 28,008 98 30.96% Impervious Area Tc Length 1 Ep 23.7 704 0.0050 0.49 Description sheet Flow, Grass: Dense n=0.240 P2=2.83" Shallow Concentrated Flow, Monticello Hotel • Proposed Prepared by Larson Engineering Of MN MSE24-hr3 2-YearRainfal1=2.81" Printed 5/16/2024 Summary for Subcatchment C: Runoff = 12.43 cfs @ 12.13 hrs, Volume= 27,538 cf, Depth= 1.84" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" 82,347 98 Proposed Pavement " 23,192 98 Proposed Building 73,739 74 >75% Grass cover. Good, HSG C 179,278 88 Weighted Average 73,739 74 41.13% Pervious Area 105,539 98 58.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 6.0 Direct Entry, Monticello Hotel - Proposed MSE24-hr3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 ©2023 HydroCAD Software Solutions LLC Peas 8 Summary for Reach 1R: Runoff to 1-94 Ditch Monticello Hotel - Proposed Prepared by Larson Enoineerinq Of MN MSE 24-hr 3 2-Year Rainfall=2.81" Printed 5/16/2024 Summary for Reach 2R: Runoff South Inflow Area = 468,706 sf, 51.16% Impervious, Inflow Depth = 0.63" for 2-Year event Inflow = 0.62 cfs @ 14.45 hrs, Volume= 24,526 cf Outflow = 0.62 cfs @ 14.45 hrs, Volume= 24,526 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Proposed Prepared by Larson Enqineerinq Of MN Summary for Pond 1 P: MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 5/16/2024 Inflow Area = 198,971 sf, 53.39% Impervious, Inflow Depth = 1.75" for 2-Year event Inflow = 10.60 cfs @ 12.19 hrs, Volume= 28,937 cf Outflow = 0.29 cfs @ 15.13 hrs, Volume= 28,937 cf, Atten= 97%, Lag= 176.9 min Discarded = 0.26 cfs @ 15.13 hrs, Volume= 28,700 cf Primary = 0.02 cfs @ 15.13 hrs, Volume= 238 cf Routed to Reach 2R : Runoff South Routing by Dyn-Star-Ind method, Time Span= 0.00-96.00 hrs, dl= 0.01 hrs Peak Elev= 945.23' @ 15.13 hrs Surf.Area= 14,293 sf Storage= 20,216 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass del. time= 843.4 min ( 1,619.3 - 775.9 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,394 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Primary 945.13' 12.0" Round Culvert L= 1,019.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 945.13' / 942.07' S= 0.0030'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 943.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.26 cfs @ 15.13 hrs HW=945.23' (Free Discharge) 2=ExFltration (Exfiltration Controls 0.26 cfs) rimary OutFlow Max=0.02 cfs @ 15.13 hrs HW=945.23' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.02 cfs @ 0.85 fps) Monticello Hotel - Proposed Prepared by Larson Enaineerino Of MN MSE 24-hr 3 2-Year Rainfall=2.81" Printed 5/1612024 Summary for Pond 213: Infiltration Basin Inflow Area = 269,734 sf, 49.51% Impervious, Inflow Depth = 1.68" for 2-Year event Inflow = 12.79 cfs @ 12.13 hrs, Volume= 37,669 cf Outflow = 0.67 cfs @ 14.03 hrs, Volume= 37,669 of, Aden= 95%, Lag= 113.8 min Discarded = 0.06 cfs @ 14.03 hrs, Volume= 13,380 cf Primary = 0.61 cfs @ 14.03 hrs, Volume= 24,289 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 944.29' @ 14.03 hrs Surf.Area= 12,747 sf Storage= 24,784 cf Plug -Flow detention time= 849.8 min calculated for 37,665 cf (100% of inflow) Center -of -Mass det. time= 850.1 min ( 1,634.4 - 784.3 ) Volume Invert Avail.Storage Storage Description #1 942.00' 95,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _(feet) (sq-ft) (cubic -feet) (cubic -feet) 942.00 8,986 0 0 943.00 10,559 9,773 9,773 944.00 12,233 11,396 21,169 945.00 14,007 13,120 34,289 946.00 15,882 14,945 49,233 947.00 17,858 16,870 66,103 948.00 19,934 18,896 84,999 948.50 21,009 10,236 95,235 Device Routing Invert Outlet Devices #1 Primary 941.38' 15.0" Round Culvert L= 38.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 941.38' / 941.00' S= 0.0100'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 944.50' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 942.80' 4.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 942.00' 0.200 inlhr ExAltration over Surface area iscarded OutFlow Max=0.06 cfs @ 14.03 hrs HW=944.29' (Free Discharge) Ecfiltration (Exfiltration Controls 0.06 cfs) rimary OutFlow Max-0.61 cfs @ 14.03 hrs HW=944.29' TW=0.00' (Dynamic Tailwater) Culvert (Passes 0.61 cfs of 8.93 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.61 cfs @ 5.49 fps) Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 02023 HydmCAD Software Solutions LLC Pace 12 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subwtchment A: Runoff Area=198,971 sf 53.39 % Impervious Runoff Depth=2.91" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=17.83 ofs 48,287 of Subwtchment B: Runoff Area=90,456 sf 30.96% Impervious Runoff Depth=2.42" Flow Length=804' Slope=0.0050'P Tc=50.1 min CN=74/98 Runoff=3.08 cfs 18,208 cf Subwtchment C: Runoff Area=179,278 sf 58.87% Impervious Runoff Depth=3.03" Tc=6.0 min CN=74/98 Runoff=20.49 cis 45,322 cf Reach 1R: Runoff to 1.94 Ditch Outflow=0.00 cis 0 of Reach 2R: Runoff South Inflow=5.27 cis 64,016 cf Outflow=5.27 cfs 64,016 cf Pond 1P: Peak EIev=945.86' Storage=30,002 cf Inflow--17.83 ofs 48,287 cf Discarded=0.31 cfs 33,607 cf Primary=1.13 cis 14,681 cf Outflow=1.45 ds 48,287 cf Pond 2P: Infiltration Basin Peak EIev=944.92' Storage=33,105 cf Inflow=21.21 ofs 63,530 cf Discarded=0.06 ofs 14,195 cf Primary-4.16 cis 49,335 of Outflow=4.23 cfs 63,530 of Total Runoff Area = 468,705 sf Runoff Volume=111,817 cf Average Runoff Depth = 2.86" 48.84% Pervious = 228,932 sf 51.16% Impervious = 239,773 sf Monticello Hotel - Proposed Prepared by Larson Engineerinq Of MN MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/16/2024 Summary for Subcatchment A: Runoff = 17.83 cfs @ 12.19 hrs, Volume= 48,287 cf, Depth= 2.91" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description ' 85,156 98 Proposed Pavement ' 6,038 98 Proposed Building ' 1,931 98 Existing Building " 7,599 98 Existing Pavement " 5,502 98 Existing Gravel 92,745 74 >75% Grass cover, Good, HSG C 198,971 87 Weighted Average 92,745 74 46.61%Pervious Area 106,226 98 53.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ff) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 11.2 159 Total Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/1612024 HvdroCADO 10.20-4b s/n 01934 © 2023 HvdroCAD Software Solutions LLC Paae 14 Summary for Subcatchment S: Runoff = 3.08 cfs @ 12.69 hrs, Volume= 18,208 cf, Depth= 2.42" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" ` 3,693 98 Proposed Pavement ` 1,929 98 Existing Building ` 8,634 98 Existing Pavement ' 13,752 98 Existing Gravel 62,448 74 69.04% Pervious Area 28,008 98 30.96% Impervious Area Tc Length Slope Velocity Capacity Description 26.4 100 0.0050 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 23.7 704 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos !.Yr)f�:infaGlF.7 Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD@ 10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Pace 15 Summary for Subcatchment C: Runoff = 20.49 cfs @ 12.13 firs, Volume= 45,322 cf, Depth= 3.03" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 firs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 82,347 98 Proposed Pavement 23,192 98 Proposed Building 73,739 74 41.13% Pervious Area 105,539 98 58.87% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/16/2024 Summary for Reach 1R: Runoff to 1.94 Ditch Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/1612024 HvdroCAD@ 10.20-4b s/n 01934 @ 2023 HvdroCAD Software Solutions LLC Page 17 Summary for Reach 2R: Runoff South Inflow Area = 468,705 sf, 51.16% Impervious, Inflow Depth = 1.64" for 10-Year event Inflow = 5.27 cfs @ 12.92 hrs, Volume= 64,016 cf Outflow = 5.27 cfs @ 12.92 hrs, Volume= 64,016 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Proposed Prepared by Larson Engineering Of MN Summary for Pond 1 P MSE 24-hr 3 10-Year Rainfa&4.18" Printed 5/16/2024 Inflow Area = 198,971 sf, 53.39% Impervious, Inflow Depth = 2.91" for 10-Year event Inflow = 17.83 cfs @ 12.19 hrs, Volume= 48,287 of Outflow = 1.45 cfs @ 13.21 hrs, Volume= 48,287 of, Atten= 92%, Lag= 61.6 min Discarded = 0.31 cfs @ 13.21 hrs, Volume= 33,607 cf Primary = 1.13 cfs @ 13.21 hrs, Volume= 14,681 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.86' @ 13.21 hrs Surf.Area= 16,962 sf Storage= 30,002 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 662.2 min ( 1,433.9 - 771.7 ) Volume Invert Avail.Stomoe Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Primary 945.13' 12.0" Round Culvert L= 1,019.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 945.13' / 942.07' S= 0.0030 ? Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 943.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.31 cfs @ 13.21 hrs HW=945.86' (Free Discharge) 2=ExfiItration (ExFltration Controls 0.31 cfs) rimary OutFow Max=1.13 cfs @ 13.21 hrs HW=945.86' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.13 cfs @ 2.58 fps) Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HvdroCADO 10.20-4b s/n 01934 0 2023 HydroCAD Software Solutions LLC Pane 19 Summary for Pond 2P: Infiltration Basin Inflow Area = 269,734 sf, 49.51% Impervious, Inflow Depth = 2.83" for 10-Year event Inflow = 21.21 cfs @ 12.13 hrs, Volume= 63,530 cf Outflow = 4.23 ofs @ 12.90 hrs, Volume= 63,530 cf, Aden= 80%, Lag= 46.3 min Discarded = 0.06 cfs @ 12.90 hrs, Volume= 14,195 cf Primary = 4.16 cfs @ 12.90 hrs, Volume= 49.335 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 944.92' @ 12.90 hrs Surf.Area= 13,856 sf Storage= 33,105 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 608.8 min ( 1,389.7 - 780.9 ) Volume Invert Avail.Storage Storage Description #1 942.00' 95,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 942.00 8,986 0 0 943.00 10,559 9,773 9,773 944.00 12,233 11,396 21,169 945.00 14,007 13,120 34,289 946.00 15,882 14,945 49,233 947.00 17,858 16,870 66,103 948.00 19,934 18,896 84,999 948.50 21,009 10,236 95,235 Device Routing Invert Outlet Devices #1 Primary 941.38' 15.0" Round Culvert L= 38.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 941.38' / 941.00' S= 0.0100'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 944.50' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 942.80' 4.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 942.00' 0.200 in/hr Exfiltration over Surface area iscarded OutFlow Max=0.06 cfs @ 12.90 hrs HW=944.92' (Free Discharge) F ltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=4.16 cfs @ 12.90 hrs HW=944.92' TW=0.00' (Dynamic Tailwater) t-- =Culvert (Passes 4.16 cfs of 10.08 cfs potential flow) F-2=Sharp-Crested Rectangular Weir (Weir Controls 3.43 cfs @ 2.11 fps) 3=Orifice/Grate (Orifice Controls 0.74 cfs @ 6.68 fps) Monticello Hotel - Proposed MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b sin 01934 ® 2023 HydroCAD Software Solutions LLC Page 20 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=198,971 sf 53.39%Impervious Runoff Depth=5.43" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=33.25 cfs 89,999 cf Subcatchment B: Runoff Area=90,456 sf 30.96% Impervious Runoff Depth=4.82" Flow Length=804' Slope=0.0050 T Tc=50.1 min CN=74/98 Runoff=6.24 cfs 36,334 cf Subcatchment C: Runoff Area=179,278 sf 58.87% Impervious Runoff Depth=5.58" Tc=6.0 min CN=74/98 Runoff=37.48 cfs 83,310 cf Reach 1 R: Runoff to 1-94 Ditch Outflow=0.00 cfs 0 cf Reach 211: Runoff South Inflow=13.72 cfs 155,811 of Outflow=13.72 offs 155,811 cf Pond 1P: Peak EIev=947.18' Storage=56,092 cf Inflow=33.25 cfs 89,999 cf Discarded=0.42 cfs 38,898 cf Primary=2.20 cfs 51,101 cf Out8ow=2.62 cfs 90,000 cf Pond 2P: Infiltration Basin Peak EIev=945.84' Storage=46,784 cf Inflow=39.12 cfs 119,645 cf Discarded=0.07 cfs 14,935 cf Primary=11.58 ofs 104,710 cf Outflow=11.65 cfs 119,645 cf Total Runoff Area = 468,705 sf Runoff Volume = 209,643 cf Average Runoff Depth = 5.37" 48.94% Pervious = 228,932 sf 51.16% Impervious = 239,773 sf Monticello Hotel - Proposed MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydrOCADO 10.20-4b s/n 01934 ® 2023 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment A: Runoff = 33.25 cfs @ 12.18 hm, Volume= 89,999 cf, Depth= 5.43" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hm, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" ` 6,038 98 Proposed Building 1,931 98 Existing Building ` 7,599 98 Existing Pavement ` 5.502 98 Existino Gravel 74 46.61% Pervious Area 98 53.39% Impervious Area Tc Length Slope Velocity Capacity Description 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Proposed Prepared by Larson Enaineerina Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/16/2024 Summary for Subcatchment B: Runoff = 6.24 cis @ 12.68 hrs, Volume= 36,334 cf, Depth= 4.82" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description ' 3,693 98 Proposed Pavement ' 1,929 98 Existing Building ' 8,634 98 Existing Pavement 13.752 98 Existina Gravel 81 Weighted Average 74 69.04% Pervious Area 98 30.96% Impervious Area Tc Length Slope Velocity Capacity Description 26.4 100 0.0050 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 23.7 704 0.0050 0.49 Shallow Concentrated Flow, Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/16/2024 Summary for Subcatchment C: Runoff = 37.48 cfs @ 12.13 hrs, Volume= 83,310 cf, Depth= 5.58" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hm, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" 82,347 98 Proposed Pavement ' 23,192 98 Proposed Building 73,739 74 >75% Grass cover, Good, HSG C 179,278 88 Weighted Average 73,739 74 41.13% Pervious Area 105,539 98 58.87 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/16/2024 Summary for Reach 1 R: Runoff to 1-94 Ditch Monticello Hotel • Proposed Prepared by Larson Enoineerina Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/16/2024 Summary for Reach 211: Runoff South Inflow Area = 468,705 sf, 51.16% Impervious, Inflow Depth = 3.99" for 100-Year event Inflow = 13.72 cfs @ 12.50 hrs, Volume= 155,811 of Outflow = 13.72 cfs @ 12.50 hrs, Volume= 155,811 of, Aften= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall-6.93" Printed 5/16/2024 Summary for Pond 1 P: Inflow Area = 198,971 sf, 53.39% Impervious, Inflow Depth = 5.43" for 100-Year event Inflow = 33.25 cfs @ 12.18 hrs, Volume= 89,999 cf Outflow = 2.62 cfs @ 13.20 hrs, Volume= 90,000 of, Allen= 92%, Lag= 61.0 min Discarded = 0.42 cfs @ 13.20 hrs, Volume= 38,898 of Primary = 2.20 cfs @ 13.20 hrs, Volume= 51,101 of Routed to Reach 2R : Runoff South Routing by DynStor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 947.18' @ 13.20 hrs Surf.Area= 22,686 sf Storage= 56,092 cf Plug -Flow detention time= 483.5 min calculated for 89,990 cf (100% of inflow) Center -of -Mass del. time= 483.6 min ( 1,249.7 - 766.1 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-fl) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Primary 945.13' 12.0" Round Culvert L= 1,019.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 945.13' / 942.07' S= 0.0030 ? Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 943.00' 0.800 inlhr Exilltration over Surface area Discarded OutFlow Max=0.42 cfs @ 13.20 hrs HW=947.18' (Free Discharge) t2=Exflltration (ExFltration Controls 0.42 ds) rimary OutFlow Max=2.20 cfs @ 13.20 hrs HW=947.18' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.20 ds @ 2.80 fps) Monticello Hotel - Proposed Prepared by Larson Enaineerino Of MN MSE 24-hr 3 100-Year Rainfall=-6.93- Printed 5/16/2024 Summary for Pond 213; Infiltration Basin Inflow Area = 269,734 sf, 49.51% Impervious, Inflow Depth = 5.32" for 100-Year event Inflow = 39.12 cfs @ 12.13 hrs, Volume= 119,645 cf Outflow = 11.65 cfs @ 12.41 hrs, Volume= 119,645 cf, Atten= 70%, lag= 16.8 min Discarded = 0.07 cfs @ 12.41 hrs, Volume= 14,935 cf Primary = 11.58 cfs @ 12.41 hrs, Volume= 104,710 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.84' @ 12.41 hrs Surf.Area= 15,590 sf Storage= 46,784 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 378.6 min ( 1,154.4 - 775.8 ) Volume Invert Avail.Storage Storage Description #1 942.00' 95,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 942.00 8,986 0 0 943.00 10,559 9,773 9,773 944.00 12,233 11,396 21,169 945.00 14,007 13,120 34,289 946.00 15,882 14,945 49,233 947.00 17,858 16,870 66,103 948.00 19,934 18,896 84,999 948.50 21,009 10,236 95,235 Device Routing Invert Outlet Devices #1 Primary 941.38' 15.0" Round Culvert L= 38.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 941.38' / 941.00' S= 0.0100'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 944.50' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 942.80' 4.V' Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 942.00' 0.200 inlhr Exfiltration over Surface area iscarded OutFlow Max=0.07 cfs @ 12.41 hrs HW=945.84' (Free Discharge) =Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=11.58 cfs @ 12.41 hrs HW=945.84' TW=0.00' (Dynamic Tailwater) tCulvert (Inlet Controls 11.58 cfs @ 9.43 fps) 2=Sharp-Crested Rectangular Weir (Passes < 19.02 cfs potential flow) 3=Orifice/Grate (Passes < 0.90 cfs potential flow) Hremgq xi Gm,tcounty. MmnemW b MpYt i:ymaplmm�lW.�elii'xfl55As 9 _ A N 0 c ® m P LSM NaWml Reno— WO5d15urcey armrzoza i ConsomWonSMw NWlb Cagm m5l3umy Paget ol0 Hpmpai WII Grpup—vi Caunry, MlnnaepM MAP LEGEND MAP INFORMATION Me«InIxM{aOq ■ c The wall surveys MN mnpax your ACA ware mapwaW C aaa..a., rwg ■ w I:12.M. 3Sm ■ M waminp: salMw may na EB velia al no' 9tak. npn¢ PoH D WI «M wmlaons. Enlagemenl of maps bai Mol e some of mapping con route 0 e niwnbmmi0 Ma aebil pl mapping and..,a Q pn NnrFudir las gewm.M. Tha maps do note. Masmetl 0fw of Smomaam Cass,..'a., adds Nal Wam have main. elemYe daWW O N TmaperlWen El Bm atr x«¢ Rona mry on the nor scam on .. mad, iii far map I] wy Inunuu'hassa mea¢uamen4 [] . �.r MSXwun Spume WMap: Namra ResaurcesConumtlon5ervdx p mem Seal survey VRL Map Rms Commands spasm: Web Mersdw (EPSGMT) NdrMargava4W cqy plains Maps fmm the Web Sop Survey are banal on tM Was Merolar 8ctlbtlryama c m, Whi preserve¢ lirec4on and alma but heeds a a.mw dss ordeQm Na prams. pea euY w led ^e eerei alwlaangv Psa�guarmac plpH .,aMUM as mad if mass AD a.m. WwMhpna of an.— ranee are na,m . N e This autos b generate" fmm Me NSDR,NRCS mpi deb as of the wrawn madam) ram baw N Sg C sal $YMYAreB: Wdghl Comps laInMWd w SNWy Mea Dam'. vandon 17 Sap m.= ti CN SO map unim. I.WW maa spas. 0 M)mr mp wlM D IWOOD abger. r NdnlMm MetiWa amps)amdmaguwampllomgmphed: Jun 29,2@3—Sm 13. M33 Bail Natlq VdnY ■ A The oMopndo a oolms,N. ad, an.10 lha.1Ine, wem sampled ON digiazm pmhady dMam main had badgrwm ■ Wp Imagery alapmyaa on ih0e mane. M a mould, same minor ■ a mift, of map iii boumede¢ may be evident. gWNandi R... Wm Said Sunday alM1lAza i cmeery eon swNu Nadarlal Cwperedve s«I suraeY Page 2 da Hydrologic Soil Group —Wright County, Minnesota Hydrologic Soil Group Map unit symbol Map unit reams Rating Apes M AOI Parcel of AOI 106C2 Lester loam, 6 to 10 C percent slopes, moderately eroded 1.1 11.4% 406 Dorset sandy loam, 0 W B 2 percent slopes 0.5 4.9% 1362B Angus loam, 2 to 6 C percent slopes 8.0 83,8% Totals for Area of Interest 9.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C. and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surfaos, and soils that are shallow over neatly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or VD), the fired letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. 05Dq Natural Resources Web Soil Survey 4A02024 i Conservadon Service National Cooperative Soil survey Page 3 of 4 Hydmlogic Soil Group —Wright County, Minnesota Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specked Tie -break Rule: Higher g5u9 Natural Resources Web Soil Survey V10/2024 i Conservation Service National Cooperative Soil Survey Page 4 of 4 Planning Commission Agenda — 07/02/2024 2A. Public Hearine - Consideration of a reauest for Preliminary Plat of Broadwav Plaza: Development Stage Planned Unit Development; Rezoning to Planned Unit Development for a Commercial Development including Commercial Lodging, Event Center, and Restaurant as Principal Uses Applicant: Mike Schneider Prepared by: Meeting Date: Council Date (pending Stephen Grittman, Grittman 07/02/2024 Commission action): Consulting, City Planner 07/22/2024 Additional Analysis by: Community Development Director, Assistant City Engineer, Chief Building Official ALTERNATIVE ACTIONS Decision 1: Consideration of the Broadway Plaza Preliminary Plat 1. Motion to adopt Resolution No. PC-2024-24 recommending approval of the Broadway Plaza Preliminary Plat subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-24 recommending approval of the Broadway Plaza Preliminary Plat, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-24. Decision 2: Consideration of a Development Stage PUD approval for Broadway Plaza. 1. Motion to adopt Resolution PC-2024-25 recommending approval of a Development Stage PUD approval for Broadway Plaza, subject to the Conditions on Exhibit Z and based on the findings in said resolution. 2. Motion to deny adoption of Resolution PC-2024-25 recommending approval of a Development Stage PUD approval for Broadway Plaza, subject to the Conditions on Exhibit z and based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-25. Decision 3: Consideration of an amendment to the Zoning Ordinance establishing the Broadway Plaza Planned Unit Development (PUD) District and rezoning the subject site to Broadway Plaza PUD District. 1. Motion to adopt Resolution No. PC-2024-26 recommending amendment to the Zoning Ordinance establishing the Broadway Plaza Planned Unit Development (PUD) District, 1 Planning Commission Agenda — 07/02/2024 and rezoning the subject site to Broadway Plaza PUD District based on findings in said resolution. 2. Motion to deny the adoption of Resolution PC-2024-26 recommending amendment to the Zoning Ordinance establishing the Broadway Plaza Planned Unit Development (PUD) District, and rezoning the subject site to Broadway Plaza PUD District based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-26. REFERENCE AND BACKGROUND Property: Legal Description: Length; see survey 6321 E. Broadway Street PID #: 213-000-183101 and 213-000-184203 Planning Case Number: 2024-22 Request(s): 1. Preliminary Plat 2. Rezoning to PUD 3. Development Stage PUD Deadline for Decision: August 3, 2024 (60-day timeline) October 2, 2024 (120 day timeline) Land Use Designation: Employment Campus Zoning Designation: None, proposed as PUD Overlays/Environmental Regulations Applicable: Not applicable Current Site Uses: Agricultural Surrounding Land Uses: North: 1-94 East: 1-94 South: R-1, Park, Single Family Residential West: Single Family Residential Project Description: The applicant proposes a mixed commercial Planned Unit Development on the subject property, consisting of a hotel, meeting/event center, and restaurant complex K Planning Commission Agenda — 07/02/2024 on the east, with a museum facility on the west. The property consists of approximately 8.3 acres, currently within Monticello Township and the Monticello Orderly Annexation Area. A petition for annexation is pending. ANALYSIS The applicant proposed a concept review of this project presented to a joint Planning Commission/City Council workshop in April of this year. Comments from Council, Commission, and staff were positive with regard to land use and consistency with both Comprehensive Plan goals for the site, as well as the development expectations for the property in question. Development details were the primary feedback, along with adherence to the City's general zoning standards. The current application adds significant information to the project proposal, although there remain some outstanding issues to resolve before full approvals can be considered. Primary among these is that, while the project proposal includes detail for use and development of the hotel -meeting -restaurant portion of the PUD, the museum portion (which includes the existing metal building) lacks the same level of detail. Further, a wetland evaluation has indicated the presence of a wetland within the project area that will require further review and possible changes to the existing site plan pending the outcome of the wetland permitting process. Those issues will be discussed more fully below. Annexation and Aaaroval Process. The applicant is seeking annexation of the privately -owned portions of the property, which currently lie within the Monticello Orderly Annexation Area of Monticello Township. The practice observed by the City and Township has been for the City to consider applications for annexation alongside applications for platting and zoning approvals, with any actions of the City Council contingent on annexation approval at the State's Office of Municipal Boundary Adjustments, after which final plat and zoning actions are taken and effective. This application was submitted under that practice. The public hearings for Preliminary Plat and Development Stage PUD, along with the public hearing for rezoning the site to a PUD District, are held by the Planning Commission and forwarded to the City Council, with the contingency for annexation approval. The City Council will consider those applications, with the same annexation contingency, but routinely withholds consideration of the rezoning until the Final Stage PUD and Final Plat (along with the Development Agreement), and once annexation is finalized. Land Use The project area is included in the City's 2040 Comprehensive Plan Land Use mapping, guided as Employment Campus, which is "characterized by a campus -like environment on large parcels. It also provides a high level of amenities including pedestrian connections and Planning Commission Agenda — 07/02/2024 architectural and landscape treatment that maintain high standards of visual quality". The Employment Campus designation references the City's "IBC", Industrial Business Campus as corresponding zoning. The IBC is a mixed -use district that includes a variety of light industrial and some commercial uses. The IBC district allows hospitality uses such as hotels and restaurants. The hotel and restaurant uses are consistent with the zoning expected under the guided land use. The museum, as an entertainment/recreation use, is not currently permitted in the IBC District, but is complimentary to the hospitality campus concept. The applicant is proposing the use of Planned Unit Development to accommodate the proposed mix of uses but is otherwise meeting the majority of zoning performance ordinance requirements. Additional comments relating to the use of the existing building are included in the PUD discussion below. Preliminary Plat The subject property consists of just over 8 acres of total area. The plat proposes to create two parcels, Lot 1 containing 2.19 acres for the museum property, and Lot 2, containing 6.08 acres for the hotel -restaurant complex. The proposed plat is depicted below: Ilk SURVEYOR'S NOTES In regard to the plat, it is noted that the proposed plat varies in shape and boundary from the parcel lines illustrated within Wright County's parcel records. Parcel 213000182101 and 213000184203 are shown as being owned by the applicant. The plat incorporates all of Parcel 213000182101 (the westerly parcel), but only a portion of 213000184203. The plat would leave a remnant triangle to the east of the site as now proposed. Staff is requesting that the applicant 4 Planning Commission Agenda — 07/02/2024 review this issue with the Wright County Surveyor to verity the underlying ownership and proposed property patterns. It is the applicant's understanding that there is a remnant at the east end of the plat that is not part of their titled parcel, and that the County's Beacon mapping is not current. As such, they are proposing to plat only what is clear in their title. Parcel 155500184203 is owned by the City based on available information and is not currently included in the plan or the proposed plat. dary shown on Preli r lat tk \ � 4 \ Q �4 /Q11 FC _ 4 e a c � e — \ Boundary shown�— on Site P BLOCK 1 \„ \ \ y LOr2 Proposed Site Plan Proposed Preliminary Plat There is also a discrepancy between the site plan and the Preliminary Plat. The boundary between Lot 1 ("Museum" lot to the west) and Lot 2 ('Hotel" lot to the east) is inconsistent between the two documents. The site plan relies on this westerly parking area to serve the hotel and events center. However, it appears on the plat that this westerly portion is located on land platted as a part of the museum parcel — about three -fourths of an acre. This will need to be resolved for the Preliminary Plat to move forward. The applicant has indicated that the site plan boundary between the two lots is the preferred location and will be revised on the Preliminary Plat drawing. Utilities. With annexation, municipal utility extensions are required. Further, the City's subdivision and general codes require that any development within the City be served with municipal utilities. The applicant has provided a plan for serving the site with water and sewer. These plans are subject to the comment of the City Engineer and any other required regulatory permits. Grading, Drainage, Erosion Control & Stormwater Management. The City Engineer has provided a comment letter covering these aspects of the plan. 61 Planning Commission Agenda — 07/02/2024 Easements. Plat perimeter and lot line easements are shown, although not clearly identified and dimensioned. These clarifications and other easement requirements are subject to the comment of the City Engineer. Access. Site access is discussed further below and within the City Engineer's comment letter. Other. With final plat, the developer is required to enter into a development contract providing for execution and compliance with all required terms and conditions of the plat. Development Stage PUD/Rezoning to PUD District Site Planning. The site plan relies on two access points from East Broadway. One directs traffic to the front covered entry areas for the hotel/restaurant/event center uses. The second currently is shown providing access to the east parking lot area. No separate access to the larger westerly parking area is planned. Staff has suggested that the easterly access point be realigned to align with the internal service drive for the site — increasing the distance from the Meadow Oak intersection, or in the alternative with Meadow Oak Drive. The proposed access point creates some potential conflicts with the existing Meadow Oak turning movements. The hotel, restaurant and event center uses are attached to create a single building. The configuration of uses creates a complementary site plan, with the primary parking fields to the east and to the west of the building. As discussed at the concept stage review, staff encourages the applicant to maximize landscape cover and buffering of the view of the parking areas from 1-94 and concentrate views on the building. More comments related to landscaping are provided below. The site plan shows parking lot facilities on the west side of Lot 2 at elevations of 953 or more. The plan notes that there is a significant low spot in the location of the parking lot just west of the proposed building, with a low elevation at 944. After further review, the applicant has provided a wetland delineation report verifying this area as a wetland. The applicant will be required to work through the wetland regulatory process to proceed with the site plan as shown before Council review of the preliminary plat and development stage PUD or modify all plans to meet wetland permitting requirements. The City Engineer will have further comment in this regard. It is noted that dependent on the outcome of the wetland review comments, the site may therefore require significant modifications to the parking and access layout on the west side of Lot 2. With regard to the "Museum" portion of the site on Lot 1, the plans illustrate a second building slightly larger than the existing shed, and a paved driveway serving that facility. This site has its own separate driveway access from East Broadway Street, and the paved parking/circulation area is not connected to the adjoining parking lot. Apart from a depiction of a paved surface serving the site, no other site plan information has been provided. 1.1 Planning Commission Agenda — 07/02/2024 For a common Development Stage PUD application, the City looks for a more complete description of the proposed uses, and also requires full site planning, utility plans, grading/drainage/stormwater data, as well as other site improvements or amenities to demonstrate consistency with the goals and requirements of the PUD zoning ordinance. The City's zoning ordinance states that PUD is intended to create development that uses flexibility from the City's development standards to develop property with increased quality and amenities. Lot 1 development will need to be supplemented by these additional plans to show consistency with those requirements. There is an existing building on the north portion of the subject property. For land use purposes, staff is recommending that the existing building will be utilized for personal storage of the owner/applicant. This storage may or may not be related to the operation of the museum but will be limited to personal use only and not available for rent to other entities for storage, nor for other commercial purposes. Any change from this expectation would require an amendment to the PUD ordinance being created for this project. Further, it should be clarified that no outdoor storage or display is permitted on the project site. This is an aspect of the PUD zoning ordinance. Pedestrian Access. The revised site plans show a bituminous pedestrian pathway along the north edge of the paved surface of East Broadway within the right of way. The final location of this pathway is subject to the recommendation of the City Engineer. Additional concrete sidewalk is shown around the building at edge of the parking lot areas. However, no other pedestrian facilities have been proposed. Additional pedestrian connections to the new pathway from the building development would be the minimum additional improvements that would serve hotel guests, as well as staff and employees of the facility. Parking. The applicants have cited need of 410 parking spaces if calculated separately for each three uses on Lot 2, based on the City's ordinance for parking requirements. The site plan has been designed to provide approximately 330, a reduction of about 20% from the separately calculated standard. Staff would expect that this parking would be adequate for the Lot 2 development assuming reasonable overlap/sharing between hotel, restaurant, and event center uses. Shared parking is often discounted at a rate that exceeds 20%, the greatest impact being in mixed -use areas where there is a highly varied difference in peak usage periods. In this case, there is going to an overlap between hotel and restaurant or event center patrons, and some limits on parking accumulation estimates for the combined restaurant/event center use. Staff would strongly support the provided parking quantity of 330 spaces based on available research into parking studies for these uses. Moreover, there are opportunities to increase parking on the site if needed, including areas to the east of the planned parking field, and along the service 7 Planning Commission Agenda — 07/02/2024 drive north of the building. As one additional comment, staff would recommend some area for vehicle and trailer space on hotel side of the site. Pending the outcome of the wetland process, the parking area may be adjusted. In any case, the recommended parking count for the site is no less than the proposed 330 spaces. For the museum complex on Lot 1, as noted, there is no specific parking layout or quantity proposed. The applicant has indicated that the facility will be open to the public during daytime hours. A parking area, striped with the appropriate number of parking spaces and to the code requirements, paved and curbed with stormwater management facilities, is a minimum additional requirement for this portion of the PUD. Landscape. The initial landscape plan illustrates a heavy planting along the Broadway Street side to buffer the site from the residential zoning to the south. Staff would note that this exposure is already buffered by the railroad and public/park spaces in its current natural condition. Staff strongly recommends that a significant portion of the landscape shown on the Broadway side of the site be shifted to the I-94 side, especially along the edges of the parking areas and along the north and east sides of the Lot 1 buildings. Greening these large pavement expanses can make a significant impact on the site's visual presentation to the freeway, reduce heat -zone impacts of large expanses of asphalt, and help focus visual exposure of the buildings and uses themselves. Staff also recommends an extensive planting and buffering of the proposed location of the trash enclosure, which is a freestanding facility at the northeast edge of the building complex. It is noted that an attached trash facility would be much more preferable for ease of access and safety for the employees of these business uses. Building Design/Materials. Building materials for the hotel -meeting -restaurant complex are consistent with the City's architectural and materials requirements, and with similar commercial buildings found in other areas. The building plans include an approximate glass and brick coverage of 34% cumulative. The Lot 2 Museum building shows a pole -type structure with a textured exterior and stone wainscot around the building on all four sides. The building shows two overhead doors and two service doors on each of the long side of the building, and no openings on the ends of the building. There are no windows on any building wall. The structure does not exhibit much architectural interest but is nominally consistent with the City's materials requirements. The design and materials of the existing building on the site are not depicted on the plans. It appears to be a common pole structure with metal siding. This type of structure would not be consistent with the City's material requirements. As a PUD and given both the plat and the expansion of the site with a second principal building, the City may consider requirements to upgrade the building, along with the site improvements discussed in other sections of this H., Planning Commission Agenda — 07/02/2024 report. Staff would suggest that at minimum, improvements to building materials would be a condition of any use that expands beyond the current personal storage. Signage. No information has been provided related to signage, with the exception of the narrative note that museum signage would be located on the gate that is proposed to control driveway access to the property. As such, signage on the site is required to conform to zoning ordinance standards. Lighting. The applicant has provided a site lighting plan that shows a 0 footcandle reading at adjoining roadways with 0.1 at Broadway/Meadow Oak intersection. Wallpack lighting on the building is included, and pole lighting is provided in the parking area. Poles shown at 20' height, consistent with city requirements. All lighting is required to be hooded and downcast to prohibit views of the light source from adjoining property or roads. STAFF RECOMMENDED ACTION Staff recommends approval of the zoning amendment, Development Stage PUD, and Preliminary Plat with a series of significant conditions. There are aspects of the plans that are missing details — particularly relating to the Lot 1 Museum property. As such, staff has included a series of requirements and conditions for that property that relate to additional plan requirements documenting the PUD permissions on that site. Staff's recommendation is provided in the interest of allowing the project to proceed, however, it is acknowledged that there are a number of issues that require resolution prior to. Nonetheless, the Comprehensive Plan direction for this (Employment Campus) supports the use of the property for hospitality uses, and to the extent that the plans are complete, the use of PUD to accommodate the proposed development is appropriate. Finally, it is emphasized that a number of procedural or technical issues control full approvals for PUD Development Stage and Preliminary Plat. These include resolution of the wetland area mitigation plans or impacts on parking if no mitigation is provided; and final approval of annexation by the State boundary adjustment officials, before which no zoning or other approvals can be finalized, nor can any permits proceed. SUPPORTING DATA A. Resolution PC-2024-24, Preliminary Plat B. Resolution Pc-2024-25, Development Stage PUD C. Resolution PC-2024-26, Rezoning to PUD D. Ordinance No. 8XX E. Aerial Site Image F. Applicant Narrative G. Preliminary Plat Planning Commission Agenda — 07/02/2024 H. Site Plan I. Civil Plans, Including: a. Site Plan b. Grading Plan c. Utility Plan J. Colored Building Elevations, Hospitality Complex K. Building Elevations, Museum L. Landscape Plan M. Photometric Plan N. Stormwater and Drainage Plans O. Wetland Delineation P. Concept Review Minutes Q. City Engineer's Letter, dated June 27, 024 R. Building Official's Letter, dated June 20, 2024 Z. Conditions of Approval 10 Planning Commission Agenda — 07/02/2024 ION:ll 1111VA Conditions of Approval Broadway Plaza Zoning Ordinance Amendment, Development Stage PUD, Preliminary Plat 213-000-183101 and 213-000-184203 1. No project zoning, subdivision, or environmental approvals granted under this process are final until the property is annexed into the City of Monticello. 2. No permits shall be issued, nor shall any approvals or documents recorded, until the property is annexed to the City of Monticello, and. No approval granted under this PUD shall be final until final approvals for wetland mitigation are granted. If wetland mitigation is not provided, and the site plan makes significant changes to the parking and/or circulation configurations on the site plan, additional review — including PUD amendment approvals — may be required, depending on the scope of the changes. 4. The PUD is approved as a single-phase project, and the development agreement shall be signed, all securities shall be provided, and all infrastructure and building construction permits shall be a part of a single permit submission and all buildings shall be connected to public utilities. No permits shall be issued until the development agreement and all securities are in place. Uses allowed in the PUD are those proposed by the applicant's narrative and expressed on the approved site plan, and include Hotel, Event Center, Full - service Restaurant, Museum, and Private Personal Storage, each use assigned to the appropriate building on the approved plans. Changes in any use shall require an amendment to the PUD, according to the terms of the Zoning Ordinance for such amendments. 6. The Preliminary Plat is revised to change the boundary between Lots 1 and 2 to reflect the location shown on the PUD site plan, including easement locations and other impacts of that change. 7. The applicant will review property line issues with the Wright County Surveyor to verify the underlying ownership and proposed property patterns. 8. Additional site and civil plans shall be required to illustrate compliance with all City zoning requirements for Lot 1, including grading and drainage plans, parking lot paving and curbing, and revised landscaping plans that illustrate all ground cover treatments, including turf or other landscape cover. Landscape and site plans are required to exhibit the standards of design and materials common in 11 Planning Commission Agenda — 07/02/2024 Monticello commercial development areas and be consistent with the requirements of the zoning ordinance. 9. Building Materials for the existing building (Personal Storage) on Lot 1 shall require review and improvement at the time of any change in use beyond use of the building as storage for the owner/applicant or the Museum use. 10. No outdoor storage or display of any type is permitted in the PUD. 11. Landscape plans are modified for the PUD to significantly increase tree and shrub planting along the boundary with 1-94 adjacent to the parking lots on the east and west sides of the hotel -restaurant -event center building. 12. Additional landscape screening shall be provided to fully buffer the view of the waste enclosure areas from view of the public, including views from the freeway. 13. Signage plans are submitted for inclusion in the PUD for both Lots 1 and 2 — signage must comply with the requirements of the Sign Ordinance, and no flexibility is sought under the PUD for the project. 14. A cross -parking and access agreement between Lots 1 and 2 may be included in the final approvals, depending on parking supply and internal cross access between the two sites. 15. Pedestrian improvements to the project shall include a full sidewalk or pathway along the north side of Broadway, with additional pedestrian access between the proposed buildings and the public pedestrian facility. If the public pedestrian improvements are located within the private property lines of the project area, an easement shall be provided for public pedestrian access. 16. Execution and recording of a development contract for the proposed plat. 17. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024 18. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 19. Comments and recommendations of other Staff and Planning Commission. 12 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�I-f [@ RESOLUTION NO. PC 2024-24 RECOMMENDING APPROVAL OF A PRELIMINARY PLAT FOR BROADWAY PLAZA ADDITION WHEREAS, the applicant is seeking a preliminary plat of a parcel of currently undeveloped land; and WHEREAS, the proposed plat would incorporate development opportunity for mixed commercial/hospitality uses as an allowed use in the proposed Broadway Plaza Planned Unit Development zoning district; and WHEREAS, the plat creates two development parcels, dedication of public easements, and utilizes existing right of way related to public streets along with drainage and utilities; and WHEREAS, the platted parcels will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the appropriate PUD standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Employment Campus uses; and WHEREAS, the proposed preliminary plat shows two development parcels, upon which the existing and proposed buildings will be located, as well as other improvements; and WHEREAS, the Planning Commission has reviewed the application for the plat pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd, 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the PUD, Planned Unit Development District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed plat accommodates additional public and private improvements, including pedestrian facilities, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed plat accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details, as supplemented in further submissions, meet the intent and requirements of the applicable zoning regulations. 7. As a property with high visibility and exposure but separate major roadway access, the proposed plat is not anticipated to negatively impact surrounding residential properties. 8. Approval of the plat will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed Preliminary Plat Broadway Plaza Addition be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. No project zoning, subdivision, or environmental approvals granted under this process are final until the property is annexed into the City of Monticello. 2. No permits shall be issued, nor shall any approvals or documents recorded, until the property is annexed to the City of Monticello, and. No approval granted under this PUD shall be final until final approvals for wetland mitigation are granted. If wetland mitigation is not provided, and the site plan makes significant changes to the parking and/or circulation configurations on the site plan, additional review — including PUD amendment approvals — may be required, depending on the scope of the changes. 4. The PUD is approved as a single-phase project, and the development agreement shall be signed, all securities shall be provided, and all infrastructure and building construction permits shall be a part of a single permit submission and all buildings shall be connected to public utilities. No permits shall be issued until the development agreement and all securities are in place. Uses allowed in the PUD are those proposed by the applicant's narrative and expressed on the approved site plan, and include Hotel, Event Center, Full - service Restaurant, Museum, and Private Personal Storage, each use assigned to the appropriate building on the approved plans. Changes in any use shall require an amendment to the PUD, according to the terms of the Zoning Ordinance for such amendments. 6. The Preliminary Plat is revised to change the boundary between Lots 1 and 2 to reflect the location shown on the PUD site plan, including easement locations and other impacts of that change. 7. The applicant will review property line issues with the Wright County Surveyor to verify the underlying ownership and proposed property patterns. 8. Additional site and civil plans shall be required to illustrate compliance with all City zoning requirements for Lot 1, including grading and drainage plans, parking lot paving and curbing, and revised landscaping plans that illustrate all ground cover treatments, including turf or other landscape cover. Landscape and site plans are required to exhibit the standards of design and materials common in Monticello commercial development areas and be consistent with the requirements of the zoning ordinance. 9. Building Materials for the existing building (Personal Storage) on Lot 1 shall require review and improvement at the time of any change in use beyond use of the building as storage for the owner/applicant or the Museum use. 10. No outdoor storage or display of any type is permitted in the PUD. 11. Landscape plans are modified for the PUD to significantly increase tree and shrub planting along the boundary with 1-94 adjacent to the parking lots on the east and west sides of the hotel -restaurant -event center building. 12. Additional landscape screening shall be provided to fully buffer the view of the waste enclosure areas from view of the public, including views from the freeway. 13. Signage plans are submitted for inclusion in the PUD for both Lots 1 and 2 — signage must comply with the requirements of the Sign Ordinance, and no flexibility is sought under the PUD for the project. 14. A cross -parking and access agreement between Lots 1 and 2 may be included in the final approvals, depending on parking supply and internal cross access between the two sites. 15. Pedestrian improvements to the project shall include a full sidewalk or pathway along the north side of Broadway, with additional pedestrian access between the proposed buildings and the public pedestrian facility. If the public pedestrian improvements are located within the private property lines of the project area, an easement shall be provided for public pedestrian access. 16. Execution and recording of a development contract for the proposed plat. 17. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024 18. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 19. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 2nd day of July, 2024 by the Planning Commission of the City of Monticello, Minnesota. ►Ti[�I�7[K�[� ' e ► ► ► etK� ►] � 1► If;Y.Y[�I�I 0 ATTEST: Andrew Tapper, Vice -Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�*f [@ RESOLUTION NO. PC 2024-25 RECOMMENDING APPROVAL OF A DEVELOPMENT STAGE PLANNED UNIT DEVELOPMENT FOR BROADWAY PLAZA ADDITION WHEREAS, the applicant is seeking a Development Stage Planned Unit Development approval, among other concurrent applications, for a parcel of currently undeveloped land; and WHEREAS, the proposed PUD would incorporate development opportunity for mixed commercial/hospitality uses as an allowed use in the proposed Broadway Plaza Planned Unit Development zoning district; and WHEREAS, the PUD provides for a variety of hospitality -oriented businesses, as well as retention of a personal storage building, on two development parcels, and utilizes existing right of way for access to and from the PUD businesses; and WHEREAS, the PUD incorporates a series of development standards that the applicant will meet with the submitted, or supplemental, plans and documents; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Employment Campus uses; and WHEREAS, the proposed preliminary plat shows two development parcels, upon which the existing and proposed buildings will be located, as well as other improvements; and WHEREAS, the Planning Commission has reviewed the application for the Development Stage PUD pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd, 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the PUD, Planned Unit Development District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed plat accommodates additional public and private improvements, including pedestrian facilities, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed plat accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details, as supplemented in further submissions, meet the intent and requirements of the applicable zoning regulations. 7. As a property with high visibility and exposure but separate major roadway access, the proposed plat is not anticipated to negatively impact surrounding residential properties. 8. Approval of the plat will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed Development Stage PUD for Broadway Plaza be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. No project zoning, subdivision, or environmental approvals granted under this process are final until the property is annexed into the City of Monticello. 2. No permits shall be issued, nor shall any approvals or documents recorded, until the property is annexed to the City of Monticello, and. No approval granted under this PUD shall be final until final approvals for wetland mitigation are granted. If wetland mitigation is not provided, and the site plan makes significant changes to the parking and/or circulation configurations on the site plan, additional review — including PUD amendment approvals — may be required, depending on the scope of the changes. 4. The PUD is approved as a single-phase project, and the development agreement shall be signed, all securities shall be provided, and all infrastructure and building construction permits shall be a part of a single permit submission and all buildings shall be connected to public utilities. No permits shall be issued until the development agreement and all securities are in place. Uses allowed in the PUD are those proposed by the applicant's narrative and expressed on the approved site plan, and include Hotel, Event Center, Full - service Restaurant, Museum, and Private Personal Storage, each use assigned to the appropriate building on the approved plans. Changes in any use shall require an amendment to the PUD, according to the terms of the Zoning Ordinance for such amendments. 6. The Preliminary Plat is revised to change the boundary between Lots 1 and 2 to reflect the location shown on the PUD site plan, including easement locations and other impacts of that change. 7. The applicant will review property line issues with the Wright County Surveyor to verify the underlying ownership and proposed property patterns. 8. Additional site and civil plans shall be required to illustrate compliance with all City zoning requirements for Lot 1, including grading and drainage plans, parking lot paving and curbing, and revised landscaping plans that illustrate all ground cover treatments, including turf or other landscape cover. Landscape and site plans are required to exhibit the standards of design and materials common in Monticello commercial development areas and be consistent with the requirements of the zoning ordinance. 9. Building Materials for the existing building (Personal Storage) on Lot 1 shall require review and improvement at the time of any change in use beyond use of the building as storage for the owner/applicant or the Museum use. 10. No outdoor storage or display of any type is permitted in the PUD. 11. Landscape plans are modified for the PUD to significantly increase tree and shrub planting along the boundary with 1-94 adjacent to the parking lots on the east and west sides of the hotel -restaurant -event center building. 12. Additional landscape screening shall be provided to fully buffer the view of the waste enclosure areas from view of the public, including views from the freeway. 13. Signage plans are submitted for inclusion in the PUD for both Lots 1 and 2 — signage must comply with the requirements of the Sign Ordinance, and no flexibility is sought under the PUD for the project. 14. A cross -parking and access agreement between Lots 1 and 2 may be included in the final approvals, depending on parking supply and internal cross access between the two sites. 15. Pedestrian improvements to the project shall include a full sidewalk or pathway along the north side of Broadway, with additional pedestrian access between the proposed buildings and the public pedestrian facility. If the public pedestrian improvements are located within the private property lines of the project area, an easement shall be provided for public pedestrian access. 16. Execution and recording of a development contract for the proposed plat. 17. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024 18. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 19. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 2nd day of July, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION 10 ATTEST: Andrew Tapper, Vice -Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�I-f [@ RESOLUTION NO. PC 2024-26 RECOMMENDING AMENDMENT TO SECTION 153.147 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, CREATING THE BROADWAY PLAZA PLANNED UNIT DEVELOPMENT DISTRICT, AND REZONING THE SUBJECT PROPERTY TO BROADWAY PLAZA PUD DISTRICT WHEREAS, the applicant is seeking a Planned Unit Development for a commercial project, consisting of hospitality commercial uses, and retention of a single existing personal storage building, to be platted pursuant to the concurrent request for the Broadway Plaza Addition plat; and WHEREAS, the proposed PUD District would create the uses and standards applicable to all development in the Broadway Plaza District, to consist of a combination of hospitality uses, including hotel, restaurant, event center, museum, and a single personal storage facility as an allowed use in the proposed Broadway Plaza Planned Unit Development zoning district; and WHEREAS, the site is concurrently subject to requests for a preliminary plat for the proposed project, and a Development Stage PUD approval for the Broadway Plaza PUD District; and WHEREAS, the proposed PUD and its associated plat creates a dedication for public easements, and adequate right of way related to public streets along with drainage and utilities which will serve various phases of the PUD; and WHEREAS, the subject parcels will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the adopted Broadway Plaza PUD District standards, as well as other applicable standards of the Monticello Zoning Ordinance; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Employment Campus, currently awaiting annexation as a companion request to the PUD Zoning; and WHEREAS, the Planning Commission has reviewed the application for the Amendment to the Zoning Ordinance pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd , 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed Zoning District is required to address the existing use, and provide the potential for development consistent with the intent and purpose of the plans, goals, and policies of the Monticello Comprehensive Plan related to the Employment Campus land use category. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, provided the development is adequately served by existing roadways. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed PUD District and the associated development plans accommodate additional public and private improvements, including streets, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed PUD does not interfere with reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. As a property which has been vacant for many years, but which has been anticipated to be a highly visible gateway commercial location, the proposed PUD is not anticipated to negatively impact surrounding properties or values. 7. Approval of the PUD will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed amendment to the Monticello Zoning Ordinance creating the Broadway Plaza PUD District, and rezoning the area being platted as the Broadway Plaza PUD District, be approved subject to the conditions of Exhibit Z of the staff report, as follows: No project zoning, subdivision, or environmental approvals granted under this process are final until the property is annexed into the City of Monticello. No permits shall be issued, nor shall any approvals or documents recorded, until the property is annexed to the City of Monticello, and. No approval granted under this PUD shall be final until final approvals for wetland mitigation are granted. If wetland mitigation is not provided, and the site plan makes significant changes to the parking and/or circulation configurations on the site plan, additional review— including PUD amendment approvals — may be required, depending on the scope of the changes. 4. The PUD is approved as a single-phase project, and the development agreement shall be signed, all securities shall be provided, and all infrastructure and building construction permits shall be a part of a single permit submission and all buildings shall be connected to public utilities. No permits shall be issued until the development agreement and all securities are in place. Uses allowed in the PUD are those proposed by the applicant's narrative and expressed on the approved site plan, and include Hotel, Event Center, Full - service Restaurant, Museum, and Private Personal Storage, each use assigned to the appropriate building on the approved plans. Changes in any use shall require an amendment to the PUD, according to the terms of the Zoning Ordinance for such amendments. 6. The Preliminary Plat is revised to change the boundary between Lots 1 and 2 to reflect the location shown on the PUD site plan, including easement locations and other impacts of that change. 7. The applicant will review property line issues with the Wright County Surveyor to verify the underlying ownership and proposed property patterns. 8. Additional site and civil plans shall be required to illustrate compliance with all City zoning requirements for Lot 1, including grading and drainage plans, parking lot paving and curbing, and revised landscaping plans that illustrate all ground cover treatments, including turf or other landscape cover. Landscape and site plans are required to exhibit the standards of design and materials common in Monticello commercial development areas and be consistent with the requirements of the zoning ordinance. 9. Building Materials for the existing building (Personal Storage) on Lot 1 shall require review and improvement at the time of any change in use beyond use of the building as storage for the owner/applicant or the Museum use. 10. No outdoor storage or display of any type is permitted in the PUD. 11. Landscape plans are modified for the PUD to significantly increase tree and shrub planting along the boundary with 1-94 adjacent to the parking lots on the east and west sides of the hotel -restaurant -event center building. 12. Additional landscape screening shall be provided to fully buffer the view of the waste enclosure areas from view of the public, including views from the freeway. 13. Signage plans are submitted for inclusion in the PUD for both Lots 1 and 2 — signage must comply with the requirements of the Sign Ordinance, and no flexibility is sought under the PUD for the project. 14. A cross -parking and access agreement between Lots 1 and 2 may be included in the final approvals, depending on parking supply and internal cross access between the two sites. 15. Pedestrian improvements to the project shall include a full sidewalk or pathway along the north side of Broadway, with additional pedestrian access between the proposed buildings and the public pedestrian facility. If the public pedestrian improvements are located within the private property lines of the project area, an easement shall be provided for public pedestrian access. 16. Execution and recording of a development contract for the proposed plat. 17. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024 18. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 19. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 21" day of July, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION -31 ATTEST: Andrew Tapper, Vice -Chair Angela Schumann, Community Development Director ORDINANCE NO. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING TITLE XV, § 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, ESTABLISHING THE BROADWAY PLAZA PLANNED UNIT DEVELOPMENT DISTRICT AND REZONING THE FOLLOWING DESCRIBED PROPERTY TO BROADWAY PLAZA PUD: PLAT OF BROADWAY PLAZA ADDITION THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.047, PUD Districts, is hereby amended to add the following: (X) Broadway Plaza PUD District (1) Purpose. The purpose of the Broadway Plaza PUD District is to provide for the development of certain real estate subject to the Planned Unit Development District for mixed commercial land uses. (2) Phased Development. The Broadway Plaza PUD District will be developed in a single phase. (3) Permitted Uses. Permitted principal uses in the Broadway Plaza PUD District shall be hospitality commercial uses, including hotel, restaurant, event center, museum, and personal storage, as defined in the Monticello Zoning Ordinance, along with administrative offices, subject to the approved Final Stage PUD Development Plans dated , and development agreement dated , and subject to the conditions of approval imposed by City Council Resolution No. , and as may be further amended. Each individual use is limited to the location and building identified on the Final PUD Development Plans. The introduction of any other use or change in density shall be reviewed under the requirements of the Monticello Zoning Ordinance, 153.028(0)(9)(b) — Planned Unit Developments for Development Stage PUD. (4) Accessory Uses. No other accessory uses shall be permitted in the Broadway Plaza PUD District, nor shall any outdoor storage or display be allowed, other than as specifically identified on the Final Stage PUD Development Plans. ORDINANCE NO. (5) District performance standards. Performance standards for the development of any lot in the Broadway Plaza PUD District shall adhere to the approved Final Stage PUD plans and development agreement. (5) The specific flexibility and conditions of the Broadway Plaza PUD District shall be as follows: A. The mix of uses shall be as specifically provided in the PUD. B. No outdoor storage shall be allowed within the PUD. C. Parking for the facility shall be as provided per the approved plans, and located throughout the district as required by tenants. D. All uses and site development is subject to the Final Stage PUD for Lot 1 are dated , and for Lot 2 are dated E. Signage and landscaping shall be as per approved Final Stage PUD Development Plans, or as administratively approved per Monticello City Code. F. The location and widths of internal lot line drainage and utility easements are as per the approved plat of Broadway Plaza Addition. (6) In such case where any proposed improvement is not addressed by the Final Stage PUD, the applicant shall seek a PUD Amendment per the processes of the Monticello Zoning Ordinance and as directed by the Community Development Department. (7) Where there are any conflicts in the allowed uses or required performance standards between the Broadway Plaza PUD District and any other applicable zoning regulations, the requirements of the Broadway Plaza PUD District and its associated plans shall prevail. (8) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change, the proposer shall apply for an amendment to the PUD under the terms of § 153.028(0)(10). The city may require that substantial changes in overall use of the PUD property be processed as a new project, including a zoning district amendment. Section 2. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 3. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make 0A ORDINANCE NO. necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. Section 4. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this day of , 2024. Lloyd Hilgart, Mayor ATTEST: Rachael Leonard, City Administrator AYES: NAYS: .1 15 U FFa .�......... -�� -� "�e. � Cho r , u iFT I.�.� . -�--=a 1 �n F-I Why this P.U.D. Is Beneficial to The Monticello Community. The envisioned Planned Unit Development (PUD) in Monticello represents an ambitious vision focused on revitalizing the community and boosting its economic prosperity. Our initiative aims to accomplish various goals while promoting public values that improve the experiences of both residents and visitors. Versatile Event Center: Central to the PUD's vision is the establishment of a state-of-the-art event center capable of hosting regional company meetings, trade conventions, public school events, weddings, and various community gatherings. This multifunctional space will serve as a hub for social and professional interaction, promoting Monticello as a premier destination for events of all kinds. Hotel Accommodations: Addressing the identified need for lodging, the PUD will include a hotel adjacent to the event center. This accommodation will cater to event attendees, providing convenient lodging options while generating additional foot traffic for local businesses. Moreover, it will complement the recent hotel study conducted by the city, meeting the growing demand for hospitality services in Monticello. Upscale Dining Experience_ A cornerstone of the PUD's offerings will be an upscale restaurant, catering not only to guests staying at the hotel and attending events but also to Monticello residents seeking an elevated dining experience. By providing a sophisticated culinary destination, the PUD aims to enhance the local dining scene and stimulate economic growth within the community. Community Integration: Emphasizing inclusivity, the PUD will integrate seamlessly with the fabric of Monticello, providing residents with access to amenities and opportunities for engagement. Public schools will have the opportunity to utilize the event center for educational and extracurricular activities, fostering a sense of community pride and cohesion. Economic Growth: The PUD's event center and hotel offerings will attract visitors to Monticello, stimulating business activity and supporting local establishments. By becoming a sought-after destination, Monticello will experience increased revenue streams and job opportunities, contributing to the overall prosperity of the community. Community Engaclement: Through its multifunctional spaces and inclusive programming, the PUD will serve as a gathering place for residents, fostering social connections and cultural exchange. Public schools and community organizations will benefit from access to modern facilities. Tourism Promotion: With its strategic location and diverse offerings, the PUD aims to position Monticello as a desirable tourism destination. Visitors drawn to the event center, hotel, and upscale dining establishment will have the opportunity to explore the region's natural beauty, including the nearby Bertram Chain of Lakes Regional Athletic Park, further enhancing Monticello's appeal as a leisure destination. In conclusion, these efforts highlight the P.U.D.'s commitment to uniting the community, boosting the local economy, and drawing in tourists. This transforms Monticello into a thriving hub of activity with abundant opportunities. By fostering connections, supporting businesses, and celebrating local culture, the P.U.D. aims to enhance Monticello's public value for both current and future residents. Broadway Event Plaza Executive Summary Broadway Event Plaza is an upcoming planned unit development located in Monticello, MN. Situated in a prime location with excellent visibility from I-94, the plaza is strategically positioned to attract a high volume of traffic, with an average of 57,000 vehicles passing by daily. It will consist of the Grand Stay Hotel, offering comfortable accommodation along with a pool, and a spacious 15,000 sq ft Event/Conference Center equipped with multiple room dividers to accommodate events of varying sizes. Our target market includes Monticello and the surrounding areas, catering to a wide range of events such as weddings, trade conferences, public school events, and more. With its central location in Minnesota, midway between Fargo and Minneapolis, Broadway Event Plaza is conveniently accessible to both local and out-of-town guests. In addition, the plaza will feature an upscale 5,600 sq ft restaurant, aiming to meet the dining needs of the community. With its diverse offerings and exceptional service, the restaurant will serve as a draw for both residents and visitors alike. CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Opportunity Problem It Solution Problem Worth Solving There is a significant shortage of event/conference centers in central Minnesota, particularly in Monticello. Our company, Broadway Event Plaza, has acquired land conveniently located along I-94 in Monticello. In addition to the much -needed event center, there is also a pressing need for a hotel in Monticello. This hotel will not only benefit the event center but also cater to the demands of the local community. Furthermore, Monticello would greatly benefit from an upscale restaurant that could complement the hotel and event center, providing a complete and elevated experience for our guests. Our Solution Our plan includes constructing a state-of-the-art event and conference center, spanning an impressive 15,000 square feet. This facility will provide a versatile space for various events, such as conferences, seminars, and exhibitions, accommodating a large number of guests. With modern amenities and ample room for customization, our event center will be the ideal venue for businesses and organizations to host their important gatherings. In addition to the event center, we envision the establishment of a remarkable Grand Stay Hotel, boasting 78 well-appointed units. Our hotel will offer guests a luxurious experience, complete with a refreshing pool where they can unwind and rejuvenate. With impeccable service and top-notch facilities, we aim to provide exceptional hospitality and ensure a memorable stay for every guest. Furthermore, we have plans to introduce an exquisite upscale restaurant, spanning an expansive 6,800 square feet, which will also feature a charming outdoor patio area. This culinary haven will offer a fine dining experience like no other, with a focus on impeccable service, delectable cuisine, and a captivating ambiance. Our restaurant will become a go -to destination for discerning diners seeking a memorable culinary journey. 1 2 CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you wilt not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Target Market The population of Wright County in 2010 was 124,700. Over the course of the last 10 years, it has seen a significant increase, reaching 141,333 by 2020. This represents a growth rate of 13.3% over the decade. Since 2020, Wright County has continued its impressive growth and has emerged as the fastest growing county in the state of Minnesota. According to the US Census Bureau, the county has experienced a population increase of 4%. Competition Current Alternatives At Broadway Event Plaza, we have recognized an opportunity to address the current limitations in gathering space for events in Monticello. Currently, there are only smaller meeting rooms available, which restricts the size and scope of events that can be hosted. In terms of accommodation, Monticello currently has three franchised hotels - Best Western, Days Inn, and Super S. These establishments, while providing economy accommodations, can be considered older in terms of their facilities and amenities. Additionally, there is an independent economy property called Americ Inn Motel. However, an area that Monticello lacks in is upscale dining options. Currently, there are no establishments that offer a high -end dining experience for residents and visitors alike. Our Advantages The Broadway Event Plaza is strategically located along 1-94, offering excellent visibility to potential customers. With a spacious 15,000 square feet, our event and conference center will be the largest in the area, providing ample space for various types of gatherings. In addition, we have partnered with the newest upscale hotel in the vicinity. This hotel boasts fantastic amenities, including an indoor pool, continental breakfast, 3 CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza and a delightful happy hour featuring a selection of delicious hors d'oeuvres. This partnersIr allows us to offer our clients a convenient accommodation option for their attendees. To further enhance the experience, we are proud to announce the opening of the only fine dining restaurant in the area. Guests at Broadway Event Plaza will have the opportunity to savor exquisite cuisine, prepared by our talented chefs, without having to travel elsewhere. �ese advantages contribute to Broadway Event Plaza becoming the top choice for hosting events d conferences in the area, providing a comprehensive and exceptional experience to our valued CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Execution Marketing 8 Sales Marketing Plan In order to effectively market Broadway Event Plaza, we will utilize various strategies to reach our target audience. These strategies include: • Utilizing social media platforms such as Facebook and Linkedln to engage with our followers and promote our services. • Joining and actively participating in the local Chamber of Commerce in Monticello and surrounding areas to establish connections and promote our venue. • Collaborating with the City of Monticello to feature our event space on their official website, increasing our visibility to potential customers. • Tapping into the power of national franchises like Grand Stay to leverage their marketing resources and reach a wider audience. • Targeting state associations relevant to our industry to create partnerships and gain exposure among professionals in the field. • Participating in trade shows related to events, exhibitions, and conferences to showcase our venue and build relationships with potential clients. • Establishing partnerships with wedding planners to promote our venue as an ideal location for weddings and related events. • Exploring opportunities to market our services for end -of -life celebrations, such as memorial services and funerals. • Utilizing billboards and eye-catching signage in strategic locations to create brand awareness and attract the attention of passersby. By implementing these marketing strategies, we aim to increase our brand visibility, attract a diverse range of customers, and establish Broadway Event Plaza as a premier event venue in Monticello and beyond. CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Sales Plan At Broadway Event Plaza, we leverage professional national marketing strategies to effectively drive sales. We believe that individual meetings and a dedicated team of sales professionals play a crucial role in achieving our sales targets. Our comprehensive marketing campaigns are designed to generate and drive sales, ensuring maximum visibility for our business. Additionally, we offer attractive incentives to new groups to raise awareness about our services and foster long- term relationships. Operations Locations ft Facilities We are excited to introduce Broadway Event Plaza, a brand new full -service event venue in Monticello, Central MN. Strategically located along Interstate 94, our facility offers convenient access for our valued guests. At Broadway Event Plaza, we take pride in providing a comprehensive experience for our guests. Our stunning property features the Grand Stay hotel, complete with a refreshing pool for relaxation and comfort. Whether you are attending a conference or planning a special event, our 15,000 sq ft event and conference space is designed to meet all your needs. We believe that the right environment is essential for a successful event, and our state-of-the-art facilities are sure to impress. In addition to our exceptional event services, Broadway Event Plaza offers an upscale restaurant. Our culinary team is dedicated to creating memorable dining experiences, with a focus on providing delicious and innovative dishes. From private dinners to large banquets, our restaurant is the perfect venue for any occasion. Be it a corporate event, wedding, or social gathering, Broadway Event Plaza is committed to surpassing your expectations. We look forward to welcoming you to our one -of -a -kind event venue. 1 6 1 CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Technology We will utilize the Grand Stay Reservation and Booking System for managing our reservations and bookings. In addition, we will implement a point -of -sale system in our restaurant to streamline transactions. To provide convenience for our guests, we will offer complimentary Wi-Fi access throughout the premises. Furthermore, our conference event center is equipped with state-of-the-art facilities, including TVs, projectors, and audiovisual equipment. Equipment £t Tools in order to successfully operate the Broadway Event Plaza, we will require a range of necessary equipment and furnishings. This includes hotel furnishings to ensure the comfort and satisfaction of our guests. Additionally, we will need tables and chairs specifically designed for our event center, as well as furniture suitable for our restaurant area. Milestones Et Metrics Milestones Table Key Metrics CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and is shared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. Broadway Event Plaza Company Overview We are in the process of forming a Limited Liability Company and are actively seeking investors and partners to join us in this endeavor. As we establish our company, we recognize the value of collaboration and the benefits that come from working together towards a common goal. We believe that by partnering with like- minded individuals, we can leverage our combined expertise and resources to achieve greater success. If you share our vision and are interested in becoming a part of our venture, we would love to hear from you. Please reach out to us to discuss potential investment or partnership opportunities. Together, we can create a thriving and prosperous business. Team Management Team In order to ensure efficient operations, we have made the decision to engage the services of a professional management company for both the hotel and event center. This will involve having dedicated on -site managers for both the hotel and the event conference center. In addition, we have secured the expertise of an upscale restaurant operator who will oversee the management of the restaurant. This individual will work closely with the restaurant's catering department to ensure seamless coordination and exceptional service. Advisors Advisors for the Broadway Event Plaza include the management team of the Grand Stay Hotel franchise, represented by Jon Kennedy. We also have the expertise of experienced developers Doug Carlson and Tony Dinngman from DCD Contracting. Additionally, we are fortunate to have Lisa M. Shields-Ergen, an experienced restaurant owner with a strong background in event catering and restaurant operations. Finally, Patrick O'Regan, the Chairman of Premier Bank Minnesota, brings his invaluable expertise to our team. CONFIDENTIAL - DO NOT DISSEMINATE. This business plan contains confidential, trade -secret information and isshared only with the understanding that you will not share its contents or ideas with third parties without the express written consent of the plan author. I'm writing to confirm our understanding and commitment to the financial requirements associated with the proposed Planned Unit Development (PUD) in Monticello. We acknowledge the importance of adheringto the guidelines set forth by the City of Monticello and ensuringthat our development meets all specified standards, includingthose pertaining to underground utilities and other necessary improvements. We fully comprehend the significance of compliance with the city's specifications for underground utilities and other essential infrastructure enhancements. Our team is dedicated to meticulously following the outlined requirements to ensure that the proposed PUD aligns with the city's vision for development and contributes positively to the community. Moreover, we are committed to meeting the financial obligations associated with the development project. As such, we guarantee timely payment and completion of all improvements as outlined and required bythe city. Ourfinancial commitment extends to coveringthe costs associated with underground utilities installation and any other improvements deemed necessaryforthe successful implementation of the PUD. It is our utmost priority to uphold transparency, integrity, and accountability throughout the development process. We are confident that our collaboration with the City of Monticello will result in a mutually beneficial outcome, contributing to the enhancement of the local infrastructure and the overall quality of life for residents. Please do not hesitate to contact us should you require anyfurther clarification or information regarding our proposal orfinancial commitment. We are eager to work closely with the City of Monticello to ensure the successful realization of the planned development. Mike Schneider PkELIMINARY PLAT OF. BROADWAY PLAZA r \ \--..NE'LY ROW LINE \ \ 75-12' AZ,284° 30rr E10 . e4729, 4279" Sap �1 \ _ 2834 E 1-0729 \ \ \ \ 9s5 \ \3 255 (0) 6 \ \ _...... S 89000'59" E 1558.97 S 89 00'S9 E 1834.62 \ V .. W 1/4 CORNER ,�U,, SEC. 18,T.121,R.24 :''• •.l . t ,b A A a '-Jj. (NW CORNER E/W 1/4 LINE Ni/2 OF SW3/4) 4) SEC. 18, T. 121, R. 24 966 , (NORTH LINE OF \ \ NI/2OFSWI/4) \ \ Legend 0 INDICATES IRON MONUMENT PLACED -� INDICATES IRON MONUMENT FOUND INDICATES WRIGHT COUNTY CAST IRON MONUMENT SN INDICATES SANITARY SEWER LINE ST INDICATES STORM SEWER LINE - I INDICATES UNDERGROUND WATER c INDICATES UNDERGROUND CABLE x INDICATES FENCE LINE INDICATES WATER MANHOLE 0 INDICATES SANITARY MANHOLE ® INDICATES CATCH BASIN p INDICATES ELECTRIC PEDESTAL © INDICATES CABLE PEDESTAL �a INDICATES WATER VALVE O INDICATES LIGHT POLE -o- INDICATES SIGN 0 INDICATES STORM MANHOLE 'C� INDICATES HYDRANT ® INDICATES WELL INDICATES BITUMINOUS SURFACE INDICATES CONCRETE SURFACE t INDICATES GRAVEL SURFACE CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE Cl 1901.54 85.23 85.22 N 58023'40" W 2034'05" C2 1885.54 225.30 225.16 N 50020'43" W 6050'46" C3 1901.54 296.57 296.27 N 39°56'55" W 8056'10" C4 11659.19 846.13 845.94 N 5105541" W 400929" C5 1901.54 10.24 10.24 N 59031'28" W 001890" C6 1 1901.54 174.99 174.99 1 N 58014'25" W 2°1515" OWNER: MICHAEL SCHNEIDER 6321 E BROADWAY ST MONTICELLO, MN 55362 5, Iv � SHED � _\� \ ✓� LINE BEARING IDISTANCE LI S 45025'02" E 192.18 L2 S 55°43'34" E 92.18 L3 S 54°3U'07" W 1105.54 �C \ - z vv''/jff yy \ v C2 \ v U �v v 11€i t f y RHW LINE � : {� �1 ry HJ(VY No. 75 LOT 2 vst v v 5/45 +/- Acres -__...-PO SI LE10FTEASEM T_ •:`'•:: P D C. NO.1488714 •'' SW'LY ROW LINE {SEE SUIVEiOR 5 NO)j INTERSTATE NO. 94 /� 99 T�.0 ELE - 94L9 rg5s / \AS.tIJV EtEV_=941.97,/ / 19ygr� J \ �. l �• \ 947 T.O.C. ELEV= 945.98 \INV. ELEV=942.26 `T()C FtEY , 5'5,T \ Ste/ t5E'LYEXTENSIi7N �a T.O.C. ELEV: 945.91 E. TiW EL04)a-5 V ° OF THE NE'LY RO - 6' • \ INV. ELEV.=942.43 .... S. INV`xLeV @42 ['h*. `� V A I .HNIY".NO. 5 _' \ to ��SUMP �i \ SANITARY yo .S ��"�.: . �' {� 2y� 3� 106C2 100 0 50 100 200 „'. \ FORCE MAIN (GRAPHICALLY 5TT N T 8 \ \ LINE "C" ' ,, - INTERSECTION OFWES SHOWN PERPLA '�`i SCALE IN FEET LINE OF WS/2 OF SEl/4 OF cam' , 9�& s ;ELEV 4g QB+is \ (Per Doc. No. A1488714) The North Half of the Southwest Quarter (NI/2 of SW IA) and the Southeast Quarter of the Northwest Quarter (SEl/4 of NWl/4) of Section Eighteen (18), Township One Hundred Twenty -One (121), Range Twenty-four (24), lying Northeasterly of the Northeast right of way line of Wright County Highway No. 75, and lying Southwesterly of the Southwesterly right of way line of Interstate No. 94, according to the U.S. Government survey thereof, Wright County, Minnesota. All that part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, lying Northeasterly of the Burlington Northern Railway Right of Way and Southwesterly of Interstate 94, Wright County, Minnesota. LESS AND EXCEPT That part of the Northeast Quarter of the Southwest Quarter and the Southeast Quarter of the Northwest Quarter of Section 18, Township 121 North, Range 24 West, Wright County, Minnesota, lying northeasterly of the northeasterly right of way line of Wright County Highway No. 75, and southwesterly of the southwesterly right of way line of Trunk Highway No. 94, as both highways are now located and established, which hes northerly of Line 1 described below: Line 1: Commencing at the west quarter comer of said Section 18; thence easterly on an azimuth of 90 degrees 59 minutes 00 seconds along the east and west quarter line thereof for 1834.62 feet thence on an azimuth of 283 degrees 42 minutes 55 seconds for 269.43 feet; thence on an azimuth of 284 degrees 47 minutes 29 seconds for 155,30 feet to said northeasterly right of way line and the point of beginning of Line I to be described; thence on an azimuth of 104 degrees 47 minutes 29 seconds for 155.30 feet, thence on an azimuth of 103 degrees 42 minutes 55 seconds for 269.43 feet to said east and west quarter line of Section 18; thence continue on an azimuth of 103 degrees 42 minutes 55 seconds for 21.64 feet; thence on an azimuth of 110 degrees 03 minutes 15 seconds for 295.91 feet to said southwesterly right of way line and there terminating. LESS AND EXCEPT An easement reserved unto Grantor, its successors and assigns (a) to construct, maintain and operate a sign, with ingress and egress, and (b) to construct and maintain utilities upon the southwesterly 10 feet thereof, with ingress and egress to said sign. ALSO LESS AND EXCEPT That part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying northeasterly of the northeasterly right of way of the Burlington Northern Railway, lying southwesterly of the northeasterly right of way line of County Highway No. 75 and its southeasterly extension, and lying northwesterly of the following described line: Commencing at the intersection of the west line of said West Half of the Southeast Quarter with said northeasterly right of way of the Burlington Northern Railway; thence South 49 degrees 50 minutes 57 seconds East, assumed bearing, along said northeasterly right of way line, 130.24 feet; to a northwesterly right of way line of Interstate 94 and the point of beginning of the line to be described; thence North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 154.85 feet, to said southeasterly extension of the northeasterly right of way of County Highway 75 and said line there terminating. TRACT A That part of the Southeast Quarter of the Northwest Quarter and that part of the North Half of the Southwest Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying southwesterly of the southwesterly right of way of Interstate 94, lying northeasterly of the northeasterly right of way of County Highway No. 75, and lying northwesterly of the following described line: Commencing at the northwest comer of said North Half of the Southwest Quarter; thence South 89 degrees 00 minutes 59 seconds East, assumed bearing, along the north line of said North Half of the Southwest Quarter, 1558.97 feet, to said northeasterly right of way of County Highway No. 75; thence South 54 degrees 00 minutes 26 seconds East, along said northeasterly right of way, 380.51 feet; thence southeasterly 158.70 feet, along said northeasterly right of way, along a tangential curve, concave to the southwest, having a radius of 11659.19 feet and a central angle of 00 degrees 46 minutes 48 seconds, to the point of beginning of the line to be described; thence North 36 degrees 17 minutes 47 seconds East, 249.67 feet, to said southwesterly right of way of Interstate 94 and said line there terminating. TRACT B That part of the North Half of the Southwest Quarter and that part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying southwesterly of the southwesterly right of way of Interstate 94, lying northeasterly of the northeasterly right of way of County Highway No. 75 and its southeasterly extension, lying southeasterly of the following described Line "A" and lying northwesterly of the following described Line "C". Said Line "A' is described as follows: Commencing at the northwest comer of said North Half of the Southwest Quarter; thence South 89 degrees 00 minutes 59 seconds East, assumed bearing, along the north line of said North Half of the Southwest Quarter, 1558.97 feet, to said northeasterly right of way of County Highway No. 75; thence South 54 degrees 00 minutes 26 seconds East, along said northeasterly right of way, 380.51 feet; thence southeasterly 158.70 feet, along said northeasterly right of way, along a tangential curve, concave to the southwest, having a radius of 11659.19 feet and a central angle of 00 degrees 46 minutes 48 seconds, to the point of beginning of said Line "A' to be described; thence North 36 degrees 17 minutes 47 seconds East, 249.67 feet, to said southwesterly right of way of Interstate 94 and said Line "A" there terminating. Said Line "C" is described as follows: Commencing at the intersection of the west line of said West Half of the Southeast Quarter with the northeasterly right of way of the Burlington Northern Railway; thence South 49 degrees 50 minutes 57 seconds East, assumed bearing, along said northeasterly right of way line, 130.24 feet, to a northwesterly right of way line of Interstate 94; thence North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 154.85 feet, to said southeasterly extension of the northeasterly right of way of County Highway 75 and to the point of beginning of said Line "C'; thence continue North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 105.54 feet, to said southwesterly right of way line of said Interstate 94 and said Line "C" there terminating. SEC. 18, T.121, R24 d, NE LY _ TOP NV 11A ROW LINE SURLINGTON NORTHERN RAILWAY �%�C _ �.�' \ -•.`� T.O.C. ELEV: 947.84 3'Y•fd'� �' SITE INFO TO.C.ELEV.=952.70 INV.ELEV:940.73 ...... ,,y`�,..�,.I° \ \... \\ \ ; ' � � � ... INV. ELEV: 948.89 T.O.C. ELEV: 948.03 � BUILDING - 30feeCKS (PER SITE PLAN BY COLE GROUP ARCHITECTS, LLC) T.O.C. ELEV: .=950. Gj NN El INV. ELEV.=940.82 Front 3 feet _ t 9� GFNERAT S 2\ W. INV. ELEV.=940.79 Side - 10 feet SE INV. ELEV: 949'9 / y \ o S SW INV. ELEV. 949.99 �,.. t`%v �' �10 \ NW INV. ELEV. 949.56 Total plat area = 7.54 Acres+/- z P \ s A NW'LV Ro - -Existing soils: - - T.O.C. ELEV. 954 06 ° y5a � - �, ; ' �„, \ - - - OF - 13628 - Angus loam, 2 to 6%slopes INV. ELEV: 935.72 �ha> \� INTERSTATE sr 106C2- Lester loam, 6 to 10% slopes, moderately eroded 406 - Dorset sandy loam, 0 to 2% slopes SURVEYOR'S NOTES -'The location of the easement described as an exception per Document No. 1488714 is ambiguous. One possible location of the easement is graphically shown. -There is controlled access along the entire property adjacent to I-94. RVEY 15 INTENDED ONLY FOR THE BENEFIT OF THE PARTY TO OM r NOTE'THIS T WAS UPREPA PREPARED FOR AND SHOULD NOT BE RELIED UPON BY ANY OTHERPARTY OR FOR ANY OTHER PURPOSE, UNAUTHORIZED REPRODUCTION OF TH15 I DOCUMENT IS PROHIBITED. G T.O. ELEV: 956,19 � v NO. 94 '955 v �' i i' 1/ I V�EV=935 25 _ T.O.C. ELEV.=954.64 / `g� �` 1 RAILROAD TRACKS UTILITY EASEMENT `rT INV. ELEV. 950.90 r � • r PE DOC. NO. 396987 - ' TINO.C. EL 95708 \ a 956 I V. ELEV. 941.43 v T.O.C. ELEV: 957.55 y� \ INV. ELEV =936.45 S/V A f -. V�:.' �; . T.O C. V: 959.20 1 ELE T.O.C.4 s7INV. EL 945.82 BG CL / eQ0 / s INV. ELEV 951.12 ; ._ _ tip./• RO - - �l:.•" 1 1004 2nd 5T. 5E 340 CHAPEL HILL RD. 1250 HWY 15 SOUTH WILLMAR, MN 56201 COLD SPRING, MN 56320 HUTCHIN50N, MN 55350 PH.320-235-4012 PH.320-685-5905 PH.320-234-1223 LAM SURVEYORS, INC. -The utilities shown hereon were located using the Gopher State One -Call system and verified in the field where possible. Private utility locations, such as underground sprinklers, underground service lines,ect may not have been located. O'Malley & Kron cannot guarantee that all utility companies responded or the accuracy or completeness of the locates. Prior to digging, contact Gopher One at 1-800-252-1166 and refer to ticket number 240651594, 240651595 & 240890146. -Underground water is graphically shown per WSB plan dated 05-10-04. -Sanitary force main is graphically shown per WSB plan dated 05-10-04 & 04-10-06. iNO:2023-681 FILE NAME: • • LOCATION: I HEREBY CERTIFY THAT THIS SURVEY, PLAN OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED LAND SURVEYOR UNDER THE LAWS OF THE STATE OF MINNESOTA- 1 '!j �^� DATE:04-30-24 DANIEL M. KRON LAST REVISED 05-30-24 MINNESOTA REGISTRATION NO.42621 } ha PkELIMINARY PLAT OF. BROADWAY PLAZA r \ \--..NE'LY ROW LINE \ \ 75-12' AZ,284° 30rr E10 . e4729, 4279" Sap �1 \ _ 2834 E 1-0729 \ \ \ \ 9s5 \ \3 255 (0) 6 \ \ _...... S 89000'59" E 1558.97 S 89 00'S9 E 1834.62 \ V .. W 1/4 CORNER ,�U,, SEC. 18,T.121,R.24 :''• •.l . t ,b A A a '-Jj. (NW CORNER E/W 1/4 LINE Ni/2 OF SW3/4) 4) SEC. 18, T. 121, R. 24 966 , (NORTH LINE OF \ \ NI/2OFSWI/4) \ \ Legend 0 INDICATES IRON MONUMENT PLACED -� INDICATES IRON MONUMENT FOUND INDICATES WRIGHT COUNTY CAST IRON MONUMENT SN INDICATES SANITARY SEWER LINE ST INDICATES STORM SEWER LINE - I INDICATES UNDERGROUND WATER c INDICATES UNDERGROUND CABLE x INDICATES FENCE LINE INDICATES WATER MANHOLE 0 INDICATES SANITARY MANHOLE ® INDICATES CATCH BASIN p INDICATES ELECTRIC PEDESTAL © INDICATES CABLE PEDESTAL �a INDICATES WATER VALVE O INDICATES LIGHT POLE -o- INDICATES SIGN 0 INDICATES STORM MANHOLE 'C� INDICATES HYDRANT ® INDICATES WELL INDICATES BITUMINOUS SURFACE INDICATES CONCRETE SURFACE t INDICATES GRAVEL SURFACE CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE Cl 1901.54 85.23 85.22 N 58023'40" W 2034'05" C2 1885.54 225.30 225.16 N 50020'43" W 6050'46" C3 1901.54 296.57 296.27 N 39°56'55" W 8056'10" C4 11659.19 846.13 845.94 N 5105541" W 400929" C5 1901.54 10.24 10.24 N 59031'28" W 001890" C6 1 1901.54 174.99 174.99 1 N 58014'25" W 2°1515" OWNER: MICHAEL SCHNEIDER 6321 E BROADWAY ST MONTICELLO, MN 55362 5, Iv � SHED � _\� \ ✓� LINE BEARING IDISTANCE LI S 45025'02" E 192.18 L2 S 55°43'34" E 92.18 L3 S 54°3U'07" W 1105.54 �C \ - z vv''/jff yy \ v C2 \ v U �v v 11€i t f y RHW LINE � : {� �1 ry HJ(VY No. 75 LOT 2 vst v v 5/45 +/- Acres -__...-PO SI LE10FTEASEM T_ •:`'•:: P D C. NO.1488714 •'' SW'LY ROW LINE {SEE SUIVEiOR 5 NO)j INTERSTATE NO. 94 /� 99 T�.0 ELE - 94L9 rg5s / \AS.tIJV EtEV_=941.97,/ / 19ygr� J \ �. l �• \ 947 T.O.C. ELEV= 945.98 \INV. ELEV=942.26 `T()C FtEY , 5'5,T \ Ste/ t5E'LYEXTENSIi7N �a T.O.C. ELEV: 945.91 E. TiW EL04)a-5 V ° OF THE NE'LY RO - 6' • \ INV. ELEV.=942.43 .... S. INV`xLeV @42 ['h*. `� V A I .HNIY".NO. 5 _' \ to ��SUMP �i \ SANITARY yo .S ��"�.: . �' {� 2y� 3� 106C2 100 0 50 100 200 „'. \ FORCE MAIN (GRAPHICALLY 5TT N T 8 \ \ LINE "C" ' ,, - INTERSECTION OFWES SHOWN PERPLA '�`i SCALE IN FEET LINE OF WS/2 OF SEl/4 OF cam' , 9�& s ;ELEV 4g QB+is \ (Per Doc. No. A1488714) The North Half of the Southwest Quarter (NI/2 of SW IA) and the Southeast Quarter of the Northwest Quarter (SEl/4 of NWl/4) of Section Eighteen (18), Township One Hundred Twenty -One (121), Range Twenty-four (24), lying Northeasterly of the Northeast right of way line of Wright County Highway No. 75, and lying Southwesterly of the Southwesterly right of way line of Interstate No. 94, according to the U.S. Government survey thereof, Wright County, Minnesota. All that part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, lying Northeasterly of the Burlington Northern Railway Right of Way and Southwesterly of Interstate 94, Wright County, Minnesota. LESS AND EXCEPT That part of the Northeast Quarter of the Southwest Quarter and the Southeast Quarter of the Northwest Quarter of Section 18, Township 121 North, Range 24 West, Wright County, Minnesota, lying northeasterly of the northeasterly right of way line of Wright County Highway No. 75, and southwesterly of the southwesterly right of way line of Trunk Highway No. 94, as both highways are now located and established, which hes northerly of Line 1 described below: Line 1: Commencing at the west quarter comer of said Section 18; thence easterly on an azimuth of 90 degrees 59 minutes 00 seconds along the east and west quarter line thereof for 1834.62 feet thence on an azimuth of 283 degrees 42 minutes 55 seconds for 269.43 feet; thence on an azimuth of 284 degrees 47 minutes 29 seconds for 155,30 feet to said northeasterly right of way line and the point of beginning of Line I to be described; thence on an azimuth of 104 degrees 47 minutes 29 seconds for 155.30 feet, thence on an azimuth of 103 degrees 42 minutes 55 seconds for 269.43 feet to said east and west quarter line of Section 18; thence continue on an azimuth of 103 degrees 42 minutes 55 seconds for 21.64 feet; thence on an azimuth of 110 degrees 03 minutes 15 seconds for 295.91 feet to said southwesterly right of way line and there terminating. LESS AND EXCEPT An easement reserved unto Grantor, its successors and assigns (a) to construct, maintain and operate a sign, with ingress and egress, and (b) to construct and maintain utilities upon the southwesterly 10 feet thereof, with ingress and egress to said sign. ALSO LESS AND EXCEPT That part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying northeasterly of the northeasterly right of way of the Burlington Northern Railway, lying southwesterly of the northeasterly right of way line of County Highway No. 75 and its southeasterly extension, and lying northwesterly of the following described line: Commencing at the intersection of the west line of said West Half of the Southeast Quarter with said northeasterly right of way of the Burlington Northern Railway; thence South 49 degrees 50 minutes 57 seconds East, assumed bearing, along said northeasterly right of way line, 130.24 feet; to a northwesterly right of way line of Interstate 94 and the point of beginning of the line to be described; thence North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 154.85 feet, to said southeasterly extension of the northeasterly right of way of County Highway 75 and said line there terminating. TRACT A That part of the Southeast Quarter of the Northwest Quarter and that part of the North Half of the Southwest Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying southwesterly of the southwesterly right of way of Interstate 94, lying northeasterly of the northeasterly right of way of County Highway No. 75, and lying northwesterly of the following described line: Commencing at the northwest comer of said North Half of the Southwest Quarter; thence South 89 degrees 00 minutes 59 seconds East, assumed bearing, along the north line of said North Half of the Southwest Quarter, 1558.97 feet, to said northeasterly right of way of County Highway No. 75; thence South 54 degrees 00 minutes 26 seconds East, along said northeasterly right of way, 380.51 feet; thence southeasterly 158.70 feet, along said northeasterly right of way, along a tangential curve, concave to the southwest, having a radius of 11659.19 feet and a central angle of 00 degrees 46 minutes 48 seconds, to the point of beginning of the line to be described; thence North 36 degrees 17 minutes 47 seconds East, 249.67 feet, to said southwesterly right of way of Interstate 94 and said line there terminating. TRACT B That part of the North Half of the Southwest Quarter and that part of the West Half of the Southeast Quarter of Section 18, Township 121, Range 24, Wright County, Minnesota, lying southwesterly of the southwesterly right of way of Interstate 94, lying northeasterly of the northeasterly right of way of County Highway No. 75 and its southeasterly extension, lying southeasterly of the following described Line "A" and lying northwesterly of the following described Line "C". Said Line "A' is described as follows: Commencing at the northwest comer of said North Half of the Southwest Quarter; thence South 89 degrees 00 minutes 59 seconds East, assumed bearing, along the north line of said North Half of the Southwest Quarter, 1558.97 feet, to said northeasterly right of way of County Highway No. 75; thence South 54 degrees 00 minutes 26 seconds East, along said northeasterly right of way, 380.51 feet; thence southeasterly 158.70 feet, along said northeasterly right of way, along a tangential curve, concave to the southwest, having a radius of 11659.19 feet and a central angle of 00 degrees 46 minutes 48 seconds, to the point of beginning of said Line "A' to be described; thence North 36 degrees 17 minutes 47 seconds East, 249.67 feet, to said southwesterly right of way of Interstate 94 and said Line "A" there terminating. Said Line "C" is described as follows: Commencing at the intersection of the west line of said West Half of the Southeast Quarter with the northeasterly right of way of the Burlington Northern Railway; thence South 49 degrees 50 minutes 57 seconds East, assumed bearing, along said northeasterly right of way line, 130.24 feet, to a northwesterly right of way line of Interstate 94; thence North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 154.85 feet, to said southeasterly extension of the northeasterly right of way of County Highway 75 and to the point of beginning of said Line "C'; thence continue North 54 degrees 30 minutes 07 seconds East, along said northwesterly right of way line, 105.54 feet, to said southwesterly right of way line of said Interstate 94 and said Line "C" there terminating. SEC. 18, T.121, R24 d, NE LY _ TOP NV 11A ROW LINE SURLINGTON NORTHERN RAILWAY �%�C _ �.�' \ -•.`� T.O.C. ELEV: 947.84 3'Y•fd'� �' SITE INFO TO.C.ELEV.=952.70 INV.ELEV:940.73 ...... ,,y`�,..�,.I° \ \... \\ \ ; ' � � � ... INV. ELEV: 948.89 T.O.C. ELEV: 948.03 � BUILDING - 30feeCKS (PER SITE PLAN BY COLE GROUP ARCHITECTS, LLC) T.O.C. ELEV: .=950. Gj NN El INV. ELEV.=940.82 Front 3 feet _ t 9� GFNERAT S 2\ W. INV. ELEV.=940.79 Side - 10 feet SE INV. ELEV: 949'9 / y \ o S SW INV. ELEV. 949.99 �,.. t`%v �' �10 \ NW INV. ELEV. 949.56 Total plat area = 7.54 Acres+/- z P \ s A NW'LV Ro - -Existing soils: - - T.O.C. ELEV. 954 06 ° y5a � - �, ; ' �„, \ - - - OF - 13628 - Angus loam, 2 to 6%slopes INV. ELEV: 935.72 �ha> \� INTERSTATE sr 106C2- Lester loam, 6 to 10% slopes, moderately eroded 406 - Dorset sandy loam, 0 to 2% slopes SURVEYOR'S NOTES -'The location of the easement described as an exception per Document No. 1488714 is ambiguous. One possible location of the easement is graphically shown. -There is controlled access along the entire property adjacent to I-94. RVEY 15 INTENDED ONLY FOR THE BENEFIT OF THE PARTY TO OM r NOTE'THIS T WAS UPREPA PREPARED FOR AND SHOULD NOT BE RELIED UPON BY ANY OTHERPARTY OR FOR ANY OTHER PURPOSE, UNAUTHORIZED REPRODUCTION OF TH15 I DOCUMENT IS PROHIBITED. G T.O. ELEV: 956,19 � v NO. 94 '955 v �' i i' 1/ I V�EV=935 25 _ T.O.C. ELEV.=954.64 / `g� �` 1 RAILROAD TRACKS UTILITY EASEMENT `rT INV. ELEV. 950.90 r � • r PE DOC. NO. 396987 - ' TINO.C. EL 95708 \ a 956 I V. ELEV. 941.43 v T.O.C. ELEV: 957.55 y� \ INV. ELEV =936.45 S/V A f -. V�:.' �; . T.O C. V: 959.20 1 ELE T.O.C.4 s7INV. EL 945.82 BG CL / eQ0 / s INV. ELEV 951.12 ; ._ _ tip./• RO - - �l:.•" 1 1004 2nd 5T. 5E 340 CHAPEL HILL RD. 1250 HWY 15 SOUTH WILLMAR, MN 56201 COLD SPRING, MN 56320 HUTCHIN50N, MN 55350 PH.320-235-4012 PH.320-685-5905 PH.320-234-1223 LAM SURVEYORS, INC. -The utilities shown hereon were located using the Gopher State One -Call system and verified in the field where possible. Private utility locations, such as underground sprinklers, underground service lines,ect may not have been located. O'Malley & Kron cannot guarantee that all utility companies responded or the accuracy or completeness of the locates. Prior to digging, contact Gopher One at 1-800-252-1166 and refer to ticket number 240651594, 240651595 & 240890146. -Underground water is graphically shown per WSB plan dated 05-10-04. -Sanitary force main is graphically shown per WSB plan dated 05-10-04 & 04-10-06. iNO:2023-681 FILE NAME: • • LOCATION: I HEREBY CERTIFY THAT THIS SURVEY, PLAN OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED LAND SURVEYOR UNDER THE LAWS OF THE STATE OF MINNESOTA- 1 '!j �^� DATE:04-30-24 DANIEL M. KRON LAST REVISED 05-30-24 MINNESOTA REGISTRATION NO.42621 } ha CONC. FILLED BOLLARD THIN BRICK VENEER ON r— C.M.U. WALL n AB FILL C �10 O// , TOP-�jBT 0�/A, / \ FLOOR ELEV.=955.90 E MT iii \ sHeo �O \\ SIC BROADW BI UDIU / 3'-9' HINGED GATES--­� (VERIFY WIDTH)I S TRASH ENCL. PLAN SCALE: 3/I4" - 1'-0' 3B/AOIO _Iv— _AA�_ 16/ASOI 0 THIN BRICK VENEER ON CONC. PILLED C.M.U. WALL 3A/A501 BOLLARD _\ 18'-i' - "w_ J ��3'-9" HINGED GATES� 2A/A501 (VERIFY WIDTH) 14 TRASH ENCL, PLAN Ij SCALE: SAL' = I'-O" \ N SITE PLAN bWSCALE: 1„-= 60._0" SU i 10 S U ai MENMu v LO _ acq mC"I y F � I � y} q`OM: _. ¢¢ > �1 U a ` C° of W 'q..3__ 3q C� E 0 Is 111 I!! It Oe •� e ,` OU ```Z� � s s e Ad `O 0 • - u� i9 ° o !!! It os v U a J 3r t 0 —7- W Y' L L x....-_. >� y J �+ i � ' a 7 I'• r� d to c U ¢l wQ v01. s 4 = i .a I q r I q _ u Q I - - n I ; 9 ' v I J S N n _ o 4 _ C 0 ' � 1 I ood 2 ; U 1 I n T333 I I r z 0 U i� F— - LU ad I rose N©. — ue Date: Document Set: SI E LAN S' B= 1 T' L KEY NOTES GENERAL SYMBOL LEGEND O NEW LIGHT -DUTY BITUMINOUS PAVEMENT, — — PROPERTY LINE SEE DETAIL 1/C102 — EASEMENT LINE O2 NEW LIGHT -DUTY CONCRETE SIDEWALKITRAIL, _ RIGHT-OF-WAY LINE SEE DETAIL 21C102 SETBACK LINE ONEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 3/C102 ONEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. 9,l I I P:\Projects\Projects - 2024\12216050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C100 - Site Plan.dwg NEW LIGHT -DUTY BITUMINOUS PAVEMENT SEE DETAIL 1/C102 NEW LIGHT -DUTY CONCRETE PAVEMENT SEE DETAIL 2/C102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 3/C102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. n NORTH ICI u 0 15 30 60 r -6 ci L LO 2 Z y ♦+ L _ o a O' �° U L U E U � (9UN a) m V/ _ IZ L o 00 w 0 Jw-�M N J V N O O W W W Z UJ m Z > Lo 2 � U M W U) T " J ce) O W LL U N Q J � o < J W U Z 0 O Q O m U N .o a I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. '0.' a , Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: SITE PLAN Sheet: I I I 4E NO.94 I Ill 9' ITYPi O — W I z U J W 1 w - -- I Q = I oW 0 I UJ V - — - — - — . — . _ - _ - I 1 KEY NOTES O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 1/C102 ONEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL, SEE DETAIL 2/C102 ONEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 3/C102 ONEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. ONEW TRASH ENCLOSURE, SEE ARCHITECTURAL ONEW MONUMENT SIGN, SEE ARCHITECTURAL ONEW CURB CUT GENERAL SYMBOLLEGEND — — PROPERTY LINE NEW LIGHT -DUTY - - EASEMENT LINE BITUMINOUS PAVEMENT — - RIGHT-OF-WAY LINE SEE DETAIL 1/C102 - - - - SETBACK LINE NEW LIGHT -DUTY -6Q CONCRETE PAVEMENT SEE DETAIL 2/C102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 3/C102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. 3 30 I - — a i �� v _ _ _ _ _ t > > NORTH 0 15 30 60 P:\Projects\Projects - 2024\12246050 -Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C100 -Site Plan.dwg O F N) I..L z O U O LL O z Q 5z G LL 1 cD (3) Z N � s m O = .� O U Q L U E U m a) v N C J N C E L c U) N 0 00 @ )Ce) CV Jw� N cn coM 3 N O O olf W 0 W rn W Z� z>to _ _� UMW J co O W LL 75 m_ U J 0. z 0 Q W U Z 0o O ry N O a` I I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: SITE PLAN Sheet: C 10 1 E w 2 P:\Projects\Projects-2024\12246050 -Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\1224605O C100 -Site Plan.dwg KEY NOTES O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 1/C102 (DNEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL, SEE DETAIL 2/C102 ONEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 3/C102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. ill II � - �� mom w�� �-27. ±--ate__ LINE - SEE SHEET C101 GENERAL PROPERTY LINE EASEMENT LINE — RIGHT-OF-WAY LINE - - SETBACK LINE SYMBOL LEGEND NEW LIGHT -DUTY �— BITUMINOUS PAVEMENT SEE DETAIL 1/C102 NEW LIGHT -DUTY CONCRETE PAVEMENT SEE DETAIL 2/C102 �a NEW HEAVY-DUTY ° CONCRETE PAVEMENT SEE DETAIL 3/C102 eir�e, �„ rT,11 .o n1VEMENT TS NEW 8" BASE AGGREGATE JE SOIL LIGHT -DUTY BITUMINOUS PAVEMENT SECTION NOT TO SCALE NEW 4" PORTLAND CEMENT CONCRETE NEW 6" BASE AGGREGATE APPROVED SUBGRADE SOIL LIGHT -DUTY CONCRETE CONSTRUCTION DETAIL NOT TO SCALE NEW 6" PORTLAND CEMENT CONCRETE NEW 6" BASE AGGREGATE APPROVED SUBGRADE SOIL HEAVY-DUTY CONCRETE CONSTRUCTION DETAIL NOT TO SCALE NORTH 0 15 30 60 O I— U) z O 0 Or_ O O z Q zz G J I..L ci _ rn C L L O = S o a O E O U L ti V 0) c �,N L UoLj�° •� M d W 33 JW0in�3 J N O O 00.0 W LU W z z > Lo —L� r G U � W U_J ch O w LO LL c U N Q O WJ W U Z 0 0 0 1..1 iu 2 a I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lie. No.: 25520 Rev. Date Description Project M 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: SITE PLAN Sheet: EROSION CONTROL NOTES 1. See Sheet C202 for Erosion Control Notes. GRADING NOTES_ 1. See Sheet C202 for Grading Notes. 958.00 G* 959.00 G* 954 50 TW 50 BW 957.00 G* 957.75 G* 54.50 TC 55- 953.50 TC 953.76 TC SYMBOL LEGEND C , " '�5�� EXISTING CONTOURS 950- PROPOSED CONTOURS -MAJOR INTERVAL 949- PROPOSED CONTOURS - MINOR INTERVAL - - - - - - - - - - - GRADE BREAK LINE 2.0% GRADESLOPE SILT FENCE, SEE DETAIL 1/C202 ROCK CONST. ENTRANCE, SEE DETAIL 2/C202 INLET PROTECTION, SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL - GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW EXISTING TO BE VERIFIED .. . . -- - 1 958.50 TW 958.00 TW 957.00 TC 954.50 BW 954.50 BW 954.50 GL 961960 54.00 GL,,-- 953.00 GL953.26 GL 954� 952.90 TC / 95330TQ Z 9! 952.40 GLJ 952 .80 GL 953.80 TC 952.90 TC 953.30 GL 958- 952-40 GIL 952.10 TC 0 TC", 953.25 TC 1� 'TC 4'� ` 951.60 GL 952.. 954.00 GL -Q6 GL 953.00 B 9 952.50 TC �Dz.uu MINI 954.31 TC 954.00 RIM' 954.70 TC 953.81 GL 952.80 GL - 954.20 GL 952.50 TC 952.00 GL 952.58 TC 952.08 GL X, 952.75 TC 954.00 RIM 4- --- 952.00 B 95 .00 B 95Z� 5 GL 953.30 B 953.00 B 955 40 HP 954.82 TC 953.10 TC 954.32 GL 952.60 G A I M o� 952 951.50 TQ. 952.50 TC 951.00 RIM 85 TC 952.3 GL 952.81 TC lh /952.31 GL 953 00 B 952.00 RIM 0 W EO to 954.70 TC 954.31 TC 953.81 GL \952\60 B I 952.50 TC 953.76 TC \tv 954.50 TC 953.50 TC - BED 1 954.00 GL 53.26 GL EXISTING INFILTRATION BASIN T 1 9' ', \ 1, " 9 953.00 GL 1 00-YR HWL: 947.18 J j BOT: 943.00 953.48 954 7 W LLJ 945.13 FE S3 7, > > > ------- > > > > > > C V 952 -962954.50 54�1 0 RI �M. 9!_. UJ 95 M - 952.00 RI > 952 -946-- -950 - 950.50 RIM or n C:r-(z -954 951.61 FES -a52, 945 UEES - 77�� f 4& ----96A 452-- 953--- SILT FENCE (rYP) �955 00 �G W VUB' W LLJ LL' 0 LU z LU LU CN ry U) rn ----- --- Cn U) ------ --- -- --- --- COUNTY HIGHWAY NO. 75 ------------------------------- P:1ProjectsTrojects - 2024\1 2216050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files112246050 C200 - Grading Plan.dwg NORTH 7L=�� 0 15 30 60 ci Cf) r SD LO 0 z 42 U) : .6 E r 0 0 0 U C'l 0 00 0 s CnocT Lq 0 OD M C'4 (a LU C mi(.0 U) c) 6 0 LIJ oo D 04 O UU fay UJ W Lu Z W L0 or) z U') r Z C) >: cy.) W C/)Lr) -J WL0 LL (y) 0 C 75 N z 2i O z 0 0 < c0 00l� 2 I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN Sheet: C200 EROSION CONTROL NOTES 1. See Sheet C202 for Erosion Control Notes. GRADING NOTES 1. See Sheet C202 for Grading Notes. SYMBOL LEGEND - -- 950 -- --- - EXISTING CONTOURS 950 PROPOSED CONTOURS - MAJOR INTERVAL 949 PROPOSED CONTOURS - MINOR INTERVAL - - - - - - - - - - - GRADE BREAK LINE GRADE SLOPE SILT FENCE, SEE DETAIL 1/C202 ° ROCK CONST. ENTRANCE, °atJ0)000 SEE DETAIL2/C202 F1INLET PROTECTION, SEE DETAIL 3/C202 4E NO.94 z ' 957.00 TC 957.00 TW 955.00 TC SPOT ABBREVIATIONS: 950.00 TC TC -TOP OF CURB 957.00 BW V -- - -_�v v 949.50 GL GL -GUTTER LINE 958-----�� _y = - x - _--_ -- k"-- . �x B - BITUMINOUS 957 956-+k �. .- r- r- GVL GRAVEL - - X HP - HIGH POINT 955 954 f -- - .44 T- - R S - FLARED ENDS SECTION 52.5 T ~ \ , '�-'- - - FFE -FINISHED FLOOR ELEVATION 952.94 GL = ' '-- - - �- _ i 952 00 GL 953 951 4 TC E - EMERGENCY OVERFLOW - 952- 95 04 GL (40F 952.81 B C -'-953 9 2 - _ -,y52 =-1 EXISTING TO BE VERIFIED _ -._. _ 953 � 953.69 TC A' �- ..� - � y ,� y " � --- - � 950.90 RIM _ 953.19 GL �._ 951.66 B/-, 953 / '�� 953 951.47 GL -' HP 954.00 FFE 954.00 FFE 952.1 TC 954.00 FFE -- I j „ t 951.68 GL 952.50 TC - 953.16 C i l 952.00 GIL 1 947 z 952.92 C `951. C qv' 9s2 949 948 PROPOOEU i `, i v ( / -95o�� NL RPTENL RPTE OTEC 10 (14 TYP) .- ' HOTE�L%CONVENTION CENTER/RESTAURANT 9s1 � = / I _ BUILDINGS 95 . oT 52.z f ' 1 953.30 GL949.06 GL , / 949.56 TC / ,L 95 .46 TC - - 53.8 �C/ 952.96 GL Lo �� Lo 0 949.26 TC 953. 0 TC/ L 953. 0 TC 953 5 . 0 1 1 FLUSH CURB ° / 948.76 GL 948. FLUSH 952.80 GL - 954.00 FFE 1 rn i+ I v 948.00 RIM / - o 953 76 TC - g4g 9q8 A _.__..- _--.-�- - -���- k- �_ 953.90 C p - - 953 36 GL p I�I L. 953.00 GLS3.8 TC I r \ I I I �.._ _ 1 953.33 GL / 3L 952.45 B I 954.14 TC �. �_- r j ) { t f II III 11, 9 I I -�� / j _ 953.64 GL } 1 /948.70 TC 953 9� > /� ail r U 948.20GL�i/ \ Cr�� - / 952.90 TC/GL f -- -- - --� / 1 _ t \ , t E 953.80 T 953.70 TC -� _ / / �i INFILTRATION BASIN LL FLUSH CURB, - v 953.30 GL 952.95 TC 53.95 TC 95 . TC 953.84 TC 952.85 B 952.45 GL 953.45 GL 952.75 GL 953.20 GL 953.50 T 953.50 TC / / \ I�E= ; °� 100-YR HWL: 945.54 Z- 952 INLET PROTECTION (14 TYP) , 953.38 TC 953.34 GL I 953.00 GL 953.00 GL / / 952.50 TC / i L \ 9g K! 952.88 GL j,c �` 948. 0 TC BOT. 942.00 / / C A �� i / / 952.00 GL j 951.60 TC I 948.00 RIM C 951. TC -9 952.95 TC ~' i / I t i _ t 1 948.95 TC n n -S?✓ I I f U 951.10 GL v v \ 951 1$ RIM 952.45 GL j , 953.24 TC - 95 TC - 9 948.45 GL rn rn 7a ~ 4 ( •� - 952.74 GL 95952.37 TC 2.34 GL ` 951 87 RIM f / 952. 0 TC/ -'�>- '9 .00 FE I `._ _ \� 952.40 GIL >y. y> ! - - J - -. LL "952, js`- bo o c`�S,° f - - -_ - -- J 949.35 TC 0 FES Li 953 952 - / °°°u° pn-=948.85 GL J i - - - - - - .. 1 - - --- - 951 950 / / - ° ° a c r°°° i_ - 951.90 TC -�- _.. - \ 95 0 ° o 0 0 0 951.40 GL ' _ - - 1 - 952. 5 TC 95 9490° > - > - ... -. _ > -� > - >_....-.. > 952.45 RIM __ > -._ > �. _.-. ! > - > ---- > - ° °, cs cs `952 I Y 949.00 RIM _ �- I - �� > / > - -- > --- > - > -- - _ -I` _ /// / - x - > -- -) 948.00 G 1 953 50 T S? � -- �. _ _ - _ 953.00 GL----»-_ �AiJ 949.20 RIM / x -. _� �- 949. FE - _ ,- .�° 947.50 RIM, - -_ - - _ _ - - __ - 3'.-c - --->3 _ _--» -__-.- -» -- -- -- ____ .,, 9 .73 ES -� - .00 FE �o SILT FENCE (TYP)- �. , co o Q - - - - - - - - -- - - - - - - - - - - - __ - .- - - - - - - _ -- ROCK CONSTRUCTION ENTRANCE-...�.._ -= - �.4. - -- I... O 9 0B - - -- -------- - - - ---95i 952.91 TC I ' O 952.41 GL* N I __ POT TIA -- 77y 952.32 B* 952.22 B* �- ___7-71 - _ JS2 r 952- - -- _ _ _ _ _ . I?, ING t...OT - `- -- - 952 - - - W _ Lii f i + UJ w LL ^ m I I' _BREAK LINE SEE SHEET C202 - --- -< < 1 NORTH 0 15 30 60 P:\Projects\Projects - 2024\12246050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing File02246050 C200 - Grading Plan.dwg T -p ci C mL oz c: E o a m o U 0 ffU � c N 4) cf)6)N C �ao� 0 o co r m Im 2 r� N W C J LU N oD U)n N MAY O N O I..L� LIJ ® LU 07 D W w co 2 2 � UAW J M O W LL c U I I I N i 0 U_ ' ® 0 r O ry m 'o a. 00 I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN Sheet: C201 --------------------------- EROSION CONTROL NOTES 1. Owner and Contractor shall obtain MPCA-NPDES permit. Contractor shall be responsible for all fees pertaining to this permit. The SWPPP shall be kept onsite at all times. 2. Install temporary erosion control measures (inlet protection, silt fence, and rock construction entrances) prior to beginning any excavation or demolition work at the site. 3. Erosion control measures shown on the erosion control plan are the absolute minimum. The contractor shall install temporary earth dikes, sediment traps or basins, additional siltation fencing, and/or disk the soil parallel to the contours as deemed necessary to further control erosion. All changes shall be recorded in the SWPPP. 4. All construction site entrances shall be surfaced with crushed rock across the entire width of the entrance and from the entrance to a point 50' into the construction zone. 5. The toe of the silt fence shall be trenched in a minimum of 6". The trench backfill shall be compacted with a vibratory plate compactor. 6. All grading operations shall be conducted in a manner to minimize the potential for site erosion. Sediment control practices must be established on all down gradient perimeters before any up gradient land disturbing activities begin. 7. All exposed soil areas must be stabilized as soon as possible to limit soil erosion but in no case later than 14 days after the construction activity in that portion of the site has temporarily or permanently ceased. Temporary stockpiles without significant silt, clay or organic components (e.g., clean aggregate stockpiles, demolition concrete stockpiles, sand stockpiles) and the constructed base components of roads, parking lots and similar surfaces are exempt from this requirement. 8. The normal wetted perimeter of any temporary or permanent drainage ditch or swale that drains water from any portion of the construction site, or diverts water around the site, must be stabilized within 200 lineal feet from the property edge, or from the point of discharge into any surface water. Stabilization of the last 200 lineal feet must be completed within 24 hours after connecting to a surface water. Stabilization of the remaining portions of any temporary or permanent ditches or swales must be complete within 14 days after connecting to a surface water and construction in that portion of the ditch has temporarily or permanently ceased. 9. Pipe outlets must be provided with energy dissipation within 24 hours of connection to surface water. 10. All riprap shall be installed with a filter material or soil separation fabric and comply with the Minnesota Department of Transportation Standard Specifications. 11. All storm sewers discharging into wetlands or water bodies shall outlet at or below the normal water level of the respective wetland or water body at an elevation where the downstream slope is 1 percent or flatter. The normal water level shall be the invert elevation of the outlet of the wetland or water body. 12. All storm sewer catch basins not needed for site drainage during construction shall be covered to prevent runoff from entering the storm sewer system. Catch basins necessary for site drainage during construction shall be provided with inlet protection. 13. In areas where concentrated flows occur (such as swales and areas in front of storm catch basins and intakes) the erosion control facilities shall be backed by stabilization structure to protect those facilities from the concentrated flows. 14. Inspect the construction site once every seven days during active construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. All inspections shall be recorded in the SWPPP. 15. All BMPs must be repaired, replaced, or supplemented when they become nonfunctional or the sediment reaches 113 of the capacity of the BMP. These repairs must be made within 24 hours of discovery, or as soon as field conditions allow access. All repairs shall be recorded in the SWPPP. 16. If sediment escapes the construction site, off -site accumulations of sediment must be removed in a manner and at a frequency sufficient to minimize off -site impacts. 17. All soils tracked onto pavement shall be removed daily. 18. All infiltration areas must be inspected to ensure that no sediment from ongoing construction activity is reaching the infiltration area and these areas are protected from compaction due to construction equipment driving across the infiltration area. 19. Temporary soil stockpiles must have silt fence or other effective sediment controls, and cannot be placed in surface waters, including stormwater conveyances such as curb and gutter systems, or conduits and ditches unless there is a bypass in place for the stormwater. 20. Collected sediment, asphalt and concrete millings, floating debris, paper, plastic, fabric, construction and demolition debris and other wastes must be disposed of properly and must comply with MPCA disposal requirements. 21. Oil, gasoline, paint and any hazardous substances must be properly stored, including secondary containment, to prevent spills, leaks or other discharge. Restricted access to storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste must be in compliance with MPCA regulations. 22. External washing of trucks and other construction vehicles must be limited to a defined area of the site. Runoff must be contained and waste properly disposed of. No engine degreasing is allowed onsite. 23. All liquid and solid wastes generated by concrete washout operations must be contained in a leak -proof containment facility or impermeable liner. A compacted clay liner that does not allow washout liquids to enter ground water is considered an impermeable liner. The liquid and solid wastes must not contact the ground, and there must not be runoff from the concrete washout operations or areas. Liquid and solid wastes must be disposed of properly and in compliance with MPCA regulations. A sign must be installed adjacent to each washout facility to inform concrete equipment operators to utilize the proper facilities. 24. Upon completion of the project and stabilization of all graded areas, all temporary erosion control facilities (silt fences, hay bales, etc.) shall be removed from the site. 25. All permanent sedimentation basins must be restored to their design condition immediately following stabilization of the site. 26. Contractor shall submit Notice of Termination for MPCA-NPDES permit within 30 days after Final Stabilization. P:\Projects\Projects - 2024\12246050 -Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C200 -Grading Plan.dwg WIRE MESH REINFORCEMENT - (HIGH FLOW AREAS) ENGINEERING FABRIC METAL, WOOD POST, OR STAKE. - 8' MAX. SPACING, 2' INTO GROUND FABRIC ANCHORAGE TRENCH. BACKFILL WITH TAMPED NATURAL SOIL pI'ECTION OF RUNOFF NATURAL SOIL NOTE: DEPENDING UPON CONFIGURATION, ATTACH FABRIC TO WIRE MESH WITH HOG RINGS, STEEL POSTS WITH WIRES, OR WOOD POSTS WITH STAPLES. SILT FENCE INSTALLATION DETAIL NOT TO SCALE `e7`-- ". _ ~ x 'BREAK LINE - SEE SHEET C201 ip 1 I 6, -956, 1 1 I + \ it INLET PROTECTION (14 TYP) t � , I t , _ ! 7 I` I � 4 u J 4P \�I V/ GRADING NOTES 1. Tree protection consisting of snow fence or safety fence installed at the drip line shall be in place prior to beginning any grading or demolition work at the site. 2. All elevations with an asterisk (*) shall be Feld verified. If elevations vary significantly, notify the Engineer for further instructions. 3. Grades shown in paved areas represent finish elevation. 4. All disturbed areas to receive 4" of good quality topsoil and seed. 5. All construction shall be performed in accordance with state and local standard specifications for construction. PGA F MIN. 6" OF 1" TO 2" DIA ROCK MNDOT STANDARD SPECIFICATION 3733 TYPE V PERMEABLE GEOTEXTILE FABRIC BENEATH ROCK 18" MIN. HIGH CUT-OFF BERM TO MINIMIZE SILT RUNOFF FROM SITE SYMBOL LEGEND 950 - 949 - 2.0% 9flQ9Q�0 EXISTING CONTOURS PROPOSED CONTOURS - MAJOR INTERVAL PROPOSED CONTOURS - MINOR INTERVAL GRADE BREAK LINE GRADE SLOPE SILT FENCE, SEE DETAIL 1/C202 ROCK CONST. ENTRANCE, SEE DETAIL 2/C202 INLET PROTECTION, SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL-GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW (*) - EXISTING TO BE VERIFIED d`1_ • FULL WIDTH OF DRIVEWAY OPENING •- r WIDTH. ROCK CONSTRUCTION ENTRANCE NOT TO SCALE FILTER AREA 6.5 F12 OVERFLOW ARFA O.G FT2 MAXIMUM OVERFLOW RATE (@ 7" HEAD) 3.00 CF5 MAXIMUM OVERFLOW RATE (a�1 13- HEAD) 4.00 CF5 BASKET WEIGHT (EMPTY) I LB BASKET WEIGHT (FULI.-APPROX.) 70 L.B5 a n x e# v s v s a o i u s SIDE VIEW INFRASAFE INLET PROTECTION DEVICE (OR EQ.) NOT TO SCALE .r, 3LE 400 MICRON FILTER BAG IN EACH BASKET NORTH i7.77�- 0 15 30 60 II r1 Z C o a � � c �U rn ) « � C S V♦ �co d 00 LO 0 \V •� � M .� a) w Jw co:3 N o MAJY LLI ® LU a7 LU Z c o Z > M U(`') LU VJ r J m O if) LL LL1 N U N Z 0 LLI U_ ®o O N 2 a I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minn esota. 'etom Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN Sheet: UTILITY NOTES 1. See Sheet C302 for Utility Notes SYMBOL LEGEND O STORM MANHOLE O CATCH BASIN 0 CURB INLET ® FLARED END O SANITARY MANHOLE Gt HYDRANT ►/ GATE VALVE & BOX ® WATER SHUTOFF LIGHT POLE — CTV CABLE UNDERGROUND LINE — OE ELECTRIC OVERHEAD LINE — U E ELECTRIC UNDERGROUND LINE FO FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE — > SANITARY SEWER PIPE —>> STORM SEWER PIPE — T TELEPHONE UNDERGROUND LINE I I WATERMAIN PIPE —DT DRAINTILE PIPE i 1 t] 212LF18"HDPE@037% «----"« II / « Y j / 03� JJ ---- G O �� — — 5�°y�°a c QJ � ! I Lu LL v� i I Ii LL\��Q /gp`�•� y �Ql I i I I ^ ^ y I - j 1 914 `� t 5P P� I ��P GQ I G 5� F I I — —_ Q 5�ti i c�P� - :� — „Q P I 650�� P\O� �I o��P`�o��� 6 r36�F 2„NOp r LIJd' �Q� \1,OG I I I 0� `,AGO°� \`@ 0'3j o' 5� �;voyo 99�6 9 �d "o" + ��G TERMAIN — — — — — — I I I I 5 I ' W 66 $ \ — - ySt 6+0 — — — — — 8" C900 WA I 1 1 I I —� — /yo. — — "l I I --1 I 400 LF 8' PVC @ 0.40% ) > > ) > > >� @0 > > > ) > > 486 LF 12" HDPE @ 0.30% » » » >)� IUJI )> » Cl �O NA GS�o es �e`� 0 55 y° °oo I F`�� °° — —_ — —. _ _ -- -- - Ci — ^ � SILT FENCE TYP Co — ry @°. r J U) = U ' COUNTY HIGHWAY NO. 7 NORTH _ _ _--—.----------------------— — I - — 0 15 30 60 ' — . — • — . — - — - — - P:\Projects\Projects - 2024\12216050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C300 - Utility Plan.dwg Ci (00 C a� LO a� z Ica E Oi m o o a i U !!�� E U `o) s V+N 04(D C7U)N C � L �_ �io00 1 •�� Mom — wFM y Jw -�N N J N O O W 0 W W Z z > In 2 r U M W VJ J (y) O W c75 m U Q N J ^ Z L.L � O J W U 0 0 0 0M m. W i= U N O a` I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: UTILITY PLAN Sheet: {�I \�PeG�e PROPOSED \�P Gael SP��,` Pao ONVENTION CENTER/RESTAURANT 4� p . �S`�; BUILDING Sy�� OGP�,O V°SyP,F VO GSPG� �P��\ Gg0 \G� 'P� \P1�\ Cp 173 �- — r CP ro �0_ $ °I Oi ROTE TIO (14TYP) co�\ -_-- �� -ok, 8" C900 WATERMAIN 400 LF 8" PVC @ 0.40% �> > > > > >—rf>- 468 LF 12" HDPE @ 0.30% » » > » » O _ 6}bS -- -- <<9 L 1CD ' CY)-- UJ UIF °`° ° G9 of -Q = I UJ � � I o0 W I W — . _ . — . — . —o. . _ . — . — 1 �f56 GPO g���Or`l 6 L — ,I --IQ i 9tk(b 5o�° �_0 .09N°.60,ILTFE Op6 OPJG'CG 1 0 O� G -_..__..._ .... P:\Projects\Projects - 2024\12246050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C300 - Utility Plan.dwg 0 k� y •CGgoOc�K13'1 UTILITY NOTES 1. See Sheet C302 for Utility Notes INLET �I Pa�JQ�O I� IOGp� p`��O ,I 6 G90 0� > r 6(010 \l 282 LF 18" HDPE @ 1.12% 8" C900 WATERMAIN =f, I I I• c' e P SYMBOL LEGEND O STORM MANHOLE CTV — E — OOE O CATCH BASIN — CURB INLET FO — ® FLARED END > _ O SANITARY MANHOLE >>— ° HYDRANT T I 1 H GATE VALVE & BOX °T — ® WATER SHUTOFF LIGHT POLE CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE ELECTRIC UNDERGROUND LINE FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE SANITARY SEWER PIPE STORM SEWER PIPE TELEPHONE UNDERGROUND LINE WATERMAIN PIPE DRAINTILE PIPE Z O U L.L VJ O ry O LL F_ O 0 O e , ,9 — 400 LF 8" PVC @ 0.40°0Ci Ili IliIle, 1, i jOP 1 04 yl O S�G�$pOp r 0 f O LLto / °,° PP '9 P'p0 Q �1'y � 00 COOP-` \;ZN W t _ f �G Per` y I'ION ENTRANCE\ GO�C ��00----- j -- ���� POTENTIAL-4 .Y_. do PARKING LOT O I / X NORTH 0 15 30 60 P ci -6 N Z W L vi E 0 a m o o a OS L U `tm !� a� U') UC6°o m VI L coC6U� o rn d cr)N "� f6 c a) ,3 3 C �JW 0U)M N IAAY O O ry W 0 W LU W n Lo _ _ Z U M W W �� 75 U N J ^ Z Q O W U_ 0 0 O 0. 00 2 I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. xt., Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: UTILITY PLAN Sheet: C301 --r- 0' nor �� BREAK LINE - SEE SHEET C301 II i a C 1 P:1Projects\Projects - 2024\12246050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Files\12246050 C300 - Utility Plan.dwg 44 t-F 61 PVC @ 0 40°/= 3 ro 08 y1 g31 116 — — < O G� 5e-<3 � 93 - OG F\ 11 b \ GGF�� OG' SYMBOL LEGEND O STORM MANHOLE O CATCH BASIN CURB INLET ® FLARED END O SANITARY MANHOLE HYDRANT ►1 GATE VALVE & BOX WATER SHUTOFF LIGHT POLE UTILITY NOTES — CTV CABLE UNDERGROUND LINE — OE ELECTRIC OVERHEAD LINE — UE ELECTRIC UNDERGROUND LINE FO FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE —> SANITARY SEWER PIPE —>> STORM SEWER PIPE T TELEPHONE UNDERGROUND LINE I I WATERMAIN PIPE — or DRAINTILE PIPE 1. It is the responsibility of the contractor to perform or coordinate all necessary utility connections and relocations from existing utility locations to the proposed building, as well as to all onsite amenities. These connections include but are not limited to water, sanitary sewer, cable TV, telephone, gas, electric, site lighting, etc. 2. All service connections shall be performed in accordance with state and local standard specifications for construction. Utility connections (sanitary sewer, watermain, and storm sewer) may require a permit from the City. 3. The contractor shall verify the elevations at proposed connections to existing utilities prior to any demolition or excavation. 4. The contractor shall notify all appropriate engineering departments and utility companies 72 hours prior to construction. All necessary precautions shall be made to avoid damage to existing utilities. 5. Storm sewer requires testing in accordance with Minnesota plumbing code 4714.1107 where located within 10 feet of waterlines or the building. 6. HDPE storm sewer piping shall meet ASTM F2306 and fittings shall meet ASTM D3212 joint pressure test. Installation shall meet ASTM C2321. 7. All RCP pipe shown on the plans shall be MN/DOT class 3. 8. Maintain a minimum of 7'/, of cover over all water lines and sanitary sewer lines. Where 7'/i of cover is not provided, install 2" rigid polystyrene insulation (MN/DOT 3760) with a thermal resistance of at least 5 and a compressive strength of at least 25 psi. Insulation shall be 8' wide, centered over pipe with 6" sand cushion between pipe and insulation. Where depth is less than 5', use 4" of insulation. 9. Install water lines 12" above sewers. Where the sewer is less than 12" below the water line (or above), install sewer piping of materials approved for inside building use for 10 feet on each side of the crossing. 10. All watermain piping shall be class 52 ductile iron pipe unless noted otherwise. 11. See Project Specifications for bedding requirements. 12. Pressure test and disinfect all new watermains in accordance with state and local requirements. 13. Sanitary sewer piping shall be PVC, SDR-35 for depths less than 12', PVC SDR-26 for depths between 12' and 26', and class 52 D.I.P. for depths of 26' or more. 14. A structure adjustment shall include removing and salvaging the existing casting assembly, removing existing concrete rings to the precast section. Install new rings and salvaged casting to proposed grades, cleaning casting flange by mechanical means to insure a sound surface and install an external chimney seal from casting to precast section. Chimney seals shall be Infi-Shield Uni-Band or an approved equal. NORTH 0 15 30 60 U N 2 a Yal rNo`i —MJL M TWC_ r•w= MOIL" ti0401 Square Foot of rtuuroc 880 Stone wainscot 182 Square Foot o rtukuroc 1642 Store wainscot 416 Square Foot of Srtukuroc 1950 Store wainscot 450 Square Foot of Srtukuroc 1642 Stone wainscot 416 ® ! = M C KLEIN'S 0 ",T -<� r SHEU ryR R IA i � 9 t� �7. d «O Tree Schedule 12 Red Sunset Maple, Acer rubrum 'Franksred' 3" 20 Pink Flare Flowering Cherry, Prunus sargentii 'JFS-KW5' 3" / 16 Ironwood, Ostrya virginia 3" 21 Whitespire Birch, Betula populifolia 'Whitespire 3" 15 First Editions Gladiator Flowering Crabapple, Malus x adstringens 'Durleo 3" f 6 Pagoda Dogwood, Corn u saltern ifolia 2" 8 Ironwood, Ostrya virginia 2" 34 First Editions Gladiator Flowering Crabapple, Malus x adstringens'Durleo 2" 17 Red Jewel Flowering Crabapple, Malus 'Jewelcole' 2" 21 Whitespire Birch, Betula populifolia 'Whitespire 2" 26 Red Sunset Maple, Acer rubrum 'Franksred' 2" 15 Ivory Silk Japanese Tree Lilac, Syringa reticulata 'Ivory Silk 2" 8 Hoopsi Colorado Blue Spruce "Evergreen", Picea pungens 'Hoopsii' 2" up \ r 1 M = = = s� r 1 \ \1 Z �Q 1 4040 33rd Street South �w� 1 Saint Cloud, MN 56301 . J 1 Designer 1 1 ,r 1 1 1 ® W 1 N Monticello Mixed Use Development Sheet 4 Of 5 S L. !A,x % ti �4ti 3, 1 „q� 1 n y. r r b Foundation Shrubs -� SymbolQtyCommon Name Botanical Name Container y d 41 � Taunton Yew Taxus x media 'Tauntonii' #5 65IV f� ' ' White lights Azalea Rhododendron x White Lights' #5 38 x 1 hL 18 Globe Blue Spruce Picea pungens 'Glauca Globosa' #5 33 Spilled Wine Weigela Weigela florida 'Bokraspiwi' #5 s�000 �D s�T KLEIN'S 4040 33rd Street South I Saint Cloud, MN 56301 Designer Monticello Mixed Use I Development Sheet 3 Of 5 POWER & COMMUNICATION LEGEND QP 120V OUPLE)( OULET ® MOTOR EQUIPMENT CONNECTION 9 120V QUAD OUTLET 0 ELECTRICAL DISCONNECT 9 208 OR 240 VOLT RECEPTACLE 0 ELECTRICAL CONNECTION W/DISCONNECT 120V CEILING RECEPTACLE v DATA/COMMUNICATION OUTLET ELECTRICAL CONNECTION W/WEATHER PROOF IN TELEPHONE OUTLET DISCONNECT 11� TV OUTLET ELECTRICAL PANEL d DATA/TV COMBO OUTLET ® FLOOR BOX Q. THERMOSTAT MOUNTED AT 48" A.F.F. JQ JUNCTION BOX SMOKE/CO ALARM EI E-STOP FOR GRILL OR FIRE PIT co 0 TIMER FOR FRILL OR FIRE PIT SMOKE ALARM BC BELOW COUNTER OUTLET AC ABOVE COUNTER OUTLET NO NITROGEN DIOXIDE DETECTOR D DEDICATED RECEPTACLE GFI GROUND FAULT GRCUIT INTERRUPTER CO2 CARBON MONOXIDE DETECTOR WP/GFl WEATHER PROOF COVER WITH GFl - LIGHTING LEGEND 2D RECESSED 2X4 FIXTURE SINGLE POLE SWITCH ® RECESSED 2X2 FIXTURE $3 THREE WAY SWITCH m SURFACE MOUNT IX4 FIXTURE t4 FOUR WAY SWITCH SURFACE MOUNT 2X4 FIXTURE OCCUPANCY SENSORS WALL MOUNTED FIXTURE® I---'@� CEILING MOUNTED STRIP FIXTURE FT-cl VACANCY SENSORS Q RECESSED OR DISC FIXTURE Q WALL MOUNTED FIXTURE © CEILING OCCUPANCY SENSORS SURFACE CEILING MOUNTED FIXTURE TC LIGHTING CONTROL TIME CLOCK -�- PENDANT MOUNTED FIXTURE NL INDICATES NIGHT LIGHT FIXTURE ET=D EXTERIOR POLE MOUNTED FIXTURE a,b INDICATES UGHT FIXTURE SWITCH LEG QQ BOLLARD OR GROUND MOUNTED FIXTURE P-X INDICATES PANEL AND CIRCUIT NUMBER EMERGENCY LIGHTING FIXTURE 1 INDICATES LIGHT FIXTURE TYPE EMERGENCY EXIT SIGN EX INDICATES EXISTING FIXTURE EMERGENCY EXIT SIGN WITH EMERGENCY HEADS RL INDICATES RELOCATED FIXTURE EXTERIOR EMERGENCY EGRESS LIGHT TC INDICATES TIME CLOCK CONTROLLED FIXTURE EM INDICATES FIXTURE EMERGENCY OR STANDBY POWER ANCHOR BOLTS WITH LOCK WASHERS PER MFGR'S SPECS.- 1"- 4Y PROVIDE EQUIPMENT GROUNDING CONDUCTOR AND BOND TO UGHT POLE PER NEC 250.4 KEEP REBAR 3" FROM EDGE OF FORM PROVIDE 4#6 REBAR VERTICAL, /3 REBAR HORIZONTAL AT 16" 0.i 14 VERTICAL REBAR (4 RI CONDUIT -KEEP CONCUR WITHIN B' DIA. SITE NOTES 1 PRIOR TO ANY DIGGING, TRENCHING, ETC. CONTACT ALL LOCAL UTILITY COMPANIES AND MUNICIPALITIES AND CONFIRM EXACT LOCATIONS OF ALL EXISTING UTILITIES 2 MATERIALS AND EQUIPMENT SHALL BE LISTED AND/OR LABELED BY UL OR ANOTHER NATIONALLY RECOGNIZED TESTING LABORATORY. 3 ALL MATERIAL, EQUIPMENT, WIRING DEVICES, ETC SHALL BE NEW, UNLESS SPECIFICALLY NOTED AS EXISTING TO BE REUSED. 4 ALL MATERIALS AND EQUIPMENT SHALL BE STORED, HANDLED, ERECTED, INSTALLED, CONNECTED, CLEANED, ADJUSTED, TESTED, CONDITIONED AND PLACED IN SERVICE IN ACCORDANCE WITH THE MANUFACTURERS DIRECTIONS AND RECOMMENDATIONS. 5 ALL POLE FIXTURES TO BE LOCATED 4' AWAY FROM EDGE OF CURB. 6 ALL EXTERIOR UGHT FIXTURES TO BE CONNECTED TO A COMMON EQUIPMENT GROUND. USE #8, TYPE THWN. 7 THE CONTROLLING LIGHTING CONTACTORS SHALL BE MOUNTED INSIDE THE BUILDING WITH TIME -CLOCK CONTROL & REMOTE PHOTOCELLS LOCATED ON THE EXTERIOR SIDE OF THE BUILDING WALL. INSTALL PHOTOCELLS AT LOCATIONS WHERE BUILDING OR OTHER. OBSTRUCTIONS WILL NOT INTERFERE NTH THEIR PROPER OPERATION. FINAL BRANCH CIRCUIT SUPPLY CONNECTIONS WILL BE PROVIDED BY THE BUILDING ELECTRICAL CONTRACTORS, 8 MIN. BURIAL DEPTH FOR THE LIGHTING CIRCUIT SHALL BE 24". A SUGHT DECREASE IN DEPTH IS ALLOWED WITHIN 10' OF THE POLES. 9 VERIFY CONSTRUCTION AREAS ON OTHER SITE PLANS FOR POTENAL OBSTACLES AND CONSTRUCTION UNITS. ELECTRICAL GENERAL NOTES 1 ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH NATIONAL, STATE AND LOCAL ELECTRICAL & BUILDING CODES. 2 COORDINATE WORK NTH ALL OTHER TRADES. 3 EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 4 ALL EQUIPMENT GROUNDING CONDUCTORS SHALL BE INSTALLED AT ALL LOCATIONS. 5 ALL MEASUREMENTS TO TOP OF BOX. 6 GFl PROTECT ALL RECEPTACLES 'MTHIN 6' OF EVERY SINK. 7 DRAWINGS ONLY REPRESENT AN APPROXIMATE LOCATION OF ALL RECEPTACLES SWITCHES, LIGHTS, TV/DATA JACKS, ELECTRICAL EQUIPMENT, ETC. 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E1.1 INTERSTATE NO.94 __:. , .... .. ............... COUNTY HIGHWAY NO. 75 ....-..... IJ - ' w -� _ - - - �' - - _ _ _ _ _ - - � � _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ .... _ _ _ _ _ _ _ _ _ - r � ------------- ---- - ------- _ 1 t T 1 ' � BURLINGTON NORTHERN RAILWAY-TTIR t r r-t- 1 i 1 4 7Z��I� NORTH 0 60 120 240 parson EXISTING DRAINAGE MAP Engineering, Inc. ��.p�4 (c� 9n94 I arcnn Fnninaarinn Inn. All rinhte racarvarl MONTICELLO HOTEL AND CONVENTION CENTER M X&I-101:1 :1. lei I . 144.4 Pk X MAY 16, 2024 CONTENTS: 1. Stormwater Runoff Summary 2. Existing Drainage Map 3. HydroCAD Report for Existing Conditions (2-yr, 10-yr, and 100-yr events) 4. Proposed Drainage Map 5. HydroCAD Report for Proposed Conditions (2-yr, 10-yr, and 100-yr events) 6. Web Soil Survey I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision, and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. �N— May 16, 2024 53681 T.J. Rose, P.E. Date Registration No. ANN Monticello Hotel and Convention Center SUMMARY OF STORMWATER RUNOFF Introduction: The project will consist of the construction of a new hotel and convention center, parking lot, and associated stormwater and utilities. Stormwater calculations were modeled using HydroCAD with Atlas 14 24-hour rainfall data. Curve Numbers used in the stormwater models: 74 —>75% Grass Cover, Good (Type C Soils) 98 — Gravel 98 — Impervious Existing Conditions: The existing site consists of a storage building and a large gravel area. The remaining areas of the site consist of undeveloped grass. The building and gravel area drain to an existing basin in the northwest corner of the site. Additional runoff from Old State Hwy 152 also drains into this basin. The basin does not have an outlet and contains all runoff from the 100-year event. The remaining areas of the site are undeveloped grass areas that drain to 3 depressions. The depressions are connected via overland flow and ultimately discharge to the 1-94 ditch. It is our understanding that the 1-94 ditch ultimately drains to the existing storm sewer along Old State Hwy 152. Proposed Conditions: A new infiltration basin is proposed on the south side of the site. The infiltration basin will outlet through a pipe and into the existing storm sewer along Old State Hwy 152. The existing basin in the northwest comer of the site will not be modified, but due to its large size, runoff from the new impervious surfaces will be routed to this basin. A pipe outlet will be added to this basin. Stormwater Runoff Rate The existing and proposed peak runoff rates and volumes are listed in the table below. Peak Runoff RATES in cubic at per second —a1­s­t-1;Q Proposed 2-year event 1-94 Ditch 0.22 0.00 Offsite South I 0.72 0.62 10- ear event I-94 Ditch 4.59 0.00 Offsite South 5.40 5.27 100- ear event 1-94 Ditch 16.35 0.00 Offsite South 19.13 13.72 Volume Control: Per City of Monticello requirements, a volume equivalent to 1.1-inches over all new and fully reconstructed impervious surfaces must be retained onsite. The existing basin in the northwest corner of the site, as well as the proposed basin in the southeast comer of the site, will be utilized to meet this requirement. Since no stormwater calculations were done for the existing building and gravel, these areas will be included in the current project. Existing Building = 3,860 SF Existing Pavement = 1,591 SF Existing Gravel - 19,254 SF Total Existing Impervious = 24,705 SF Proposed Building = 29,230 SF Proposed Pavement - 171,196 SF Total New Impervious = 200,426 SF Total Impervious Area = 225,131 SF Required Infiltration Volume = 225,131 SF x 1.1 in + 12 Infiltration Basin 1P Impervious Area to Basin = 98,626 SF Basin Bottom = 943.00 Infiltration Rate = 0.8 inthr Water Quality Elevation = 945.13 Provided Infiltration Volume = 18,761 CF Infiltration Basin 2P Impervious Area to Basin = 126,505 SF Basin Bottom = 942.00 Infiltration Rate = 0.2 inthr Water Quality Elevation = 942.80 Provided Infiltration Volume = 7,692 CF Total Provided Infiltration = 26,453 CF 20,638 CF Infiltration Rate Infiltration rates were determined using Web Soil Survey and visual inspection of the existing soils. The west basin is existing and was visually noted to be a gravelly sand. The east basin infiltration rate was determined using Web Soil Survey, which indicated Type C soils. Pre -Treatment Pre-treatment will be provided with sumps in the upstream manholes. Wetland Impacts No wetland impacts are anticipated as part of this project. ' ----- - - -- - ------ - ------------------------------------------------------------------------------ © nr� SLamQ^p,,,.. EXISTING DRAINAGE MAP OF 1 R]2R Runoff to -N DQoh Runoouth O O "1 P'__. 2P 3P 4P Subwt Reach on L'Ink Monticello Hotel - Existing Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdrOCADO10.20-4b s/n 01934 02023 HvdroCAD Software Solutions LLC Paae 2 Rainfall Events Listing Event# Event Stonn Type Curve Mode Duration 8/8 Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.81 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.18 2 3 100-Year MSE 24-hr 3 Default 24.00 1 6.93 2 Monticello Hotel - Existing Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD®10.20-4b s/n 01934 m 2023 HydroCAD Software Solutions LLC Pads 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 386,101 74 >75% Grass cover, Good, HSG C (A, B, C, D. E, F) 3,860 98 Existing Building (A, B) 61,759 98 Existing Gravel (B, D, E) 16,984 98 Existing Pavement (A, B. D, E) 468,704 78 TOTAL AREA Monticello Hotel - Existing MSE24-hr3 2-YearRainfal1=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Peas 4 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=77,967 sf 12.22% Impervious Runoff Depth=1.01" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=2.47 cfs 6,554 cf Subcatchment B: Runoff Area=182,245 sf 37.44% Impervious Runoff Depth=1.46" Flow Length=211' Tc=9.1 min CN=74/98 Runoff=8.89 cfs 22,172 of Subcatchment C: Runoff Area=75,566 sf 0.00%Impervious Runoff Depth=0.79" Flow Length=315' Tc=13.4 min CN=74/0 Runoff=1.76 cfs 4,975 cf Subcatchment D: Runoff Area=99,654 sf 2.00% Impervious Runoff Depth=0.83" Flow Length=266' Tc=21.7 min CN=74/98 Runoff=1.87 cfs 6,858 cf Subcatchment E: Runoff Area=27,203 sf 10,43% Impervious Runoff Depth=0.98" Flow Length=186' Tc=18.2 min CN=74/98 Runoff=0.66 cfs 2,214 d Subcatchment F: Runoff Area=6,069 sf 0.00% Impervious Runoff Depth=0.79" Flow Length=46' Slope=0.0978'P Tc=4.3 min CN=74/0 Runoff=0.22 cfs 400 cf Reach 1 R: Runoff to 1-94 Ditch Inflow=0.22 cfs 400 cf Outflow=0.22 cfs 400 of Reach 2R: Runoff South Inflow=0.72 cfs 2,614 cf Outflow=0.72 cfs 2,614 cf Pond 1 P: Peak Elev=943.71' Storage=3,589 cf Inflow=2.47 ds 6,554 of Outflow=0.13 cfs 6,555 cf Pond 2P: Peak EIev=945.72' Storage=14,703 d Inflow=8.89 cfs 22,172 d Discarded=0.23 cfs 22,173 d Primary=0.00 cfs 0 of Outflow=0.23 cfs 22,173 of Pond 3P: Peak EIev=948.52' Storage=1,943 d Inflow=1.76 cfs 4,975 d Discarded=0.12 cfs 4,070 d Primary=0.46 ds 905 cf Outflow=0.58 cfs 4,975 cf Pond 4P: Peak EIev=946.54' Storage=4,196 d Inflow=1.87 cfs 7,763 d Discarded=0.25 ds 7,764 d Primary=0.00 cfs 0 d Outflow=0.25 cfs 7,764 d Total Runoff Area = 468,704 sf Runoff Volume = 43,173 cf Average Runoff Depth =1.11" 82.38 % Pervious = 386,101 sf 17.62 % Impervious = 82,603 sf Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydrOCAD010.20-415 s/n 01934 02023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment A: Runoff = 2.47 cis @ 12.20 hrs, Volume= 6,554 cf, Depth= 1.01" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description ' 1,931 98 Existing Building ' 7,599 98 Existing Pavement 77,967 77 Weighted Average 68,437 74 87.78% Pervious Area 9,530 98 12.22% Impervious Area Tc Length Slope Velocity Capacity Description 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0,0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 11.2 159 Total Monticello Hotel - Existing MSE24-hr3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydrOCAD®10.20-4b s/n 01934 ©2023 HydroCAD Software Solutions LLC Pace 6 Summary for Subcatchment B: Runoff = 8.89 cfs @ 12.17 hrs, Volume= 22,172 cf, Depth= 1.46" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" 98 Existing Pavement 98 Existino Gravel 74 62.56% Pervious Area 98 37.44% Impervious Area Tc Length Slope Velocity Capacity Description Grass: Dense n= 0.240 P2= 2.83" 1.0 111 0.0766 1.94 Shallow Concentrated Flow. Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 5/2/2024 Summary for Subcatchment C: Runoff = 1.76 cfs @ 12.23 hrs, Volume= 4,975 cf, Depth= 0.79" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 75,566 74 >75% Grass cover, Good, HSG C 75,566 74 100.00% Pervious Area Tc Length Description 10.0 100 0.0570 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 215 0.0223 1.05 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.4 315 Total Monticello Hotel - Existing Prepared by Larson Enoineerino Of MN MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 502024 Summary for Subcatchment D: Runoff = 1.87 cfs @ 12.34 hrs, Volume= 6,858 cf, Depth= 0.83" Routed to Pond 4P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf1 CN Description ` 172 98 Existing Pavement ` 1,822 98 Existing Gravel 97,660 74 >75% Grass cover, Good, HSG C 99,654 74 Weighted Average 97,660 74 98.00% Pervious Area 1,994 98 2.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftf t) (ft/sec) (cfs) 18.3 100 0.0125 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 166 0.0136 0.82 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.7 266 Total Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 0 2023 HydroCAD Software Solutions LLC Paae 9 Summary for Subcatchment E: Runoff = 0.66 cfs @ 12.28 hrs, Volume= 2,214 cf, Depth= 0.98" Routed to Reach 2R : Runoff South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Descriotion ' 579 98 Existing Pavement ' 2,259 98 Existing Gravel 24,365 74 >75% Grass cover, Good, HSG C 27,203 77 Weighted Average 24,365 74 89.57% Pervious Area 2,838 98 10.43% Impervious Area Tc Length Slope Velocity Capacity Description 6.4 100 0.0165 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.8 86 0.0128 0.79 Shallow Concentrated Flow, Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 5/2/2024 Summary for Subcatchment F: Runoff = 0.22 cis @ 12.12 hrs, Volume= 400 cf, Depth= 0.79" Routed to Reach 1 R : Runoff to 1-94 Ditch Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" 6,069 74 >75% Grass cover, Good, HSG C 6,069 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (It/sec) (cfs) 4.3 46 0.0978 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81" Printed 5/2/2024 Summary for Reach 1 R: Runoff to 1.94 Ditch Inflow Area = 363,534 sf, 19.32% Impervious, Inflow Depth = 0.01" for 2-Year event Inflow = 0.22 ds @ 12.12 hrs, Volume= 400 d Outflow = 0.22 cis @ 12.12 hrs, Volume= 400 d, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE24-hr3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD010.20-4b s/n 01934 ® 2023 HvdroCAD Software Solutions LLC Page 12 Summary for Reach 2R: Runoff South Inflow Area = 390,737 sf, 18.70% Impervious, Inflow Depth = 0.08" for 2-Year event Inflow = 0.72 cfs @ 12.28 hrs, Volume= 2,614 cf Outflow = 0.72 cfs @ 12.28 hrs, Volume= 2,614 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydfoCAD@ 10.204b s/n 01934 @ 2023 HydfoCAD Software Solutions LLC Page 13 Summary for Pond I Inflow Area = 77,967 sf, 12.22% Impervious, Inflow Depth = 1.01" for 2-Year event Inflow = 2.47 cfs @ 12.20 hrs, Volume= 6,554 cf Outflow = 0.13 cfs @ 13.72 hrs, Volume= 6,555 of, Atten= 95%, Lag= 91.3 min Discarded = 0.13 cfs @ 13.72 hrs, Volume= 6,555 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 943.71' @ 13.72 hrs Surf.Area= 7,120 sf Storage- 3,589 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass del. time= 303.2 min ( 1,117.6 - 814.4 ) Volume Invert Avail.Stomge Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubio-feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Discarded 943.00' 0.800 inlhr ExIiltration over Surface area piscarded OutFlow Max=0.13 cfs @ 13.72 hrs HW=943.71' (Free Discharge) t I=Exfiltration (EAllration Controls 0.13 cfs) Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 02023 HydroCAD Software Solutions LLC Pane 14 Summary for Pond 213: Inflow Area = 182,245 sf, 37.44% Impervious, Inflow Depth = 1.46" for 2-Year event Inflow = 8.89 cfs @ 12.17 hrs, Volume- 22,172 d Outflow = 0.23 cfs @ 15.12 hrs, Volume= 22,173 d, Atten= 97%, Lag= 177.1 min Discarded = 0.23 ds @ 15.12 hrs, Volume= 22,173 d Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 d Routed to Pond 313: Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.72' @ 15.12 hrs Surf.Area= 12,650 at Storage= 14,703 d Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 689.6 min ( 1,473.8 - 784.3 ) Volume Invert Avail.Storage Storage Description #1 944.00' 84,081 d Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-k) (cubio-feet) (cubic -feet) 944.00 4,182 0 0 945.00 9,423 6,803 6,803 946.00 13,931 11,677 18,480 947.00 18,834 16,383 34,862 948.00 24,516 21,675 56,537 949.00 30,571 27,544 84,081 Device Routing Invert Outlet Devices 91 Primary 948.90' 3.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 944.00' 0.800 in0v Extiltratton over Surface area Discarded OutFlow Max=0.23 cfs @ 15.12 hrs HW=945.72' (Free Discharge) L2=Exftltration (ExFitration Controls 0.23 ds) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' TW=948.00' (Dynamic Tailwater) 1=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Monticello Hotel - Existing Prepared by Larson Engineering Of MN Summary for Pond 3P: MSE 24-hr 3 2-Year Ratnlall=2.81" Printed 5/2/2024 Inflow Area = 257,811 sf, 26.47% Impervious, Inflow Depth = 0.23" for 2-Year event Inflow = 1.76 cfs @ 12.23 hrs, Volume= 4,975 cf Outflow = 0.58 cis @ 12.58 hrs, Volume= 4,975 cf, Atten= 67%, Lag= 21.0 min Discarded = 0.12 cfs @ 12.58 hrs, Volume= 4.070 of Primary = 0.46 cfs @ 12.58 hrs, Volume= 906 of Routed to Pond 4P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.52' @ 12.58 hrs Surf.Area= 6,340 sf Storage= 1,943 cf Plug -Flow detention time= 167.2 min calculated for 4,975 cf (100% of inflow) Center -of -Mass det. time= 167.2 min ( 1,009.0 - 841.7 ) Volume Invert Avail.Stomge Storage Description #1 948.00' 13,374 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 948.00 1,069 0 0 949.00 11,119 6,094 6,094 949.50 18,000 7,280 13,374 Device Routinq Invert Outlet Devices #1 Primary 948.50' 45.0' long x 50.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 948.00' 0.800 inity Exfihra0on over Surface area Discarded OutFlow Max=0.12 cfs @ 12.58 hrs HW=948.52' (Free Discharge) 2=Exfiltration (ExFltradon Controls 0.12 cfs) Primary OutFlow Max=0.46 cfs @ 12.58 hrs HW=948.52' TW=946.40' (Dynamic Tailwater) 1-1=Broad-Crested Rectangular Weir (Weir Controls 0.46 ofs @ 0.42 fps) Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdrOCADO 10.20-4b s/n 01934 ® 2023 HvdmCAD Software Solutions LLC Page 16 Summary for Pond 413: Inflow Area = 357,465 sf, 19.65% Impervious, Inflow Depth = 0.26" for 2-Year event Inflow = 1.87 cfs @ 12.34 hrs, Volume= 7,763 of Outflow = 0.25 cfs @ 13.73 hrs, Volume= 7,764 cf, Atten= 87%, Lag= 83.6 min Discarded = 0.25 cfs @ 13.73 hrs, Volume= 7,764 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Reach 1 R : Runoff to 1-94 Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.54' @ 13.73 hrs Surf.Area= 13,236 sf Storage= 4,196 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 202.2 min ( 1,038.4 - 836.2 ) Volume Invert Avail.Storage Storage Description #1 946.00' 25,654 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Ina Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 2,415 0 0 947.00 22,595 12,505 12,505 947.50 30,000 13,149 25,654 Device Routing Invert Outlet Devices #1 Primary 946.55' 35.0' long x 100.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 946.00' 0.800 in/hr F-xNltration over Surface area Discarded OutFlow Max=0.25 cfs @ 13,73 hrs HW=946.54' (Free Discharge) 2=Ex1iItration (EAllration Controls 0.25 cfs) Mry OutFlow Max=0.00 cfs @ 0.00 hrs HW=946.00' TW=0.00' (Dynamic Tailwater) Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCADO 10.20-41b sin 01934 ® 2023 HydroCAD Software Solutions LLC Page 17 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=77,967 sf 12.22% Impervious Runoff Depth=2.00" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=5.12 cfs 12,997 cf Subcatchment B: Runoff Area=182,245 sf 37.44% Impervious Runoff Depth=2.56" Flow Length=211' Tc=9.1 min CN=74/98 Runoff=15.87 cfs 38,865 of Subcatchment C: Runoff Area=75,566 sf 0.00% Impervious Runoff Depth=1.73" Flow Length=315' Tc=13.4 min CN=74/0 Runoff=4.07 cfs 10,892 cf Subcatchment D: Runoff Area=99,654 sf 2.00% Impervious Runoff Depth=1.77" Flow Length=266' Tc=21.7 min CN=74/98 Runoff=4.29 cfs 14,732 of Subcatchment E: Runoff Area=27,203 sf 10.43% Impervious Runoff Depth=1.96" Flow Length=186' Tc=18.2 min CN=74/98 Runoff=1.39 cfs 4,445 of Subcatchment F: Runoff Area=6,069 sf 0.00% Impervious Runoff Depth=1.73" Flow Length=46' Slope=0.0978 7 Tc--4.3 min CN=74/0 Runoff=0.49 cfs 875 cf Reach 1 R: Runoff to 1.94 Ditch Inflow=4.59 ore 10,855 of Outflow=4.59 cfs 10,855 cf Reach 2R: Runoff South Inflow=5.40 cfs 15,300 cf Outflow=5.40 cfs 15,300 cf Pond 1P: Peak Elev=944.24' Storage=8,218 cf Inflow-S. 12 cfs 12,997 cf Outflow=0.18 ofs 12,997 of Pond 2P: Peak EIev=946.60' Storage=27,763 of Inflow=15.87 cfs 38,865 of Discarded=0.31 cfs 38,865 cf Primary=0.00 cfs 0 cf Outflow=0.31 cfs 38,865 of Pond 3P: Peak EIev=948.59' Storage=2,408 cf Inflow=4.07 cfs 10,892 of Discarded=0.13 cfs 5,238 of Primary=3.47 cfs 5,654 cf Outflow=3.60 cfs 10,892 of Pond 412: Peak EIev=946.68' Storage=6,346 of Inflow=7.65 cfs 20,386 of Discarded=0.30 cfs 10,406 cf Primary--4.52 cfs 9,980 cf Outflow=4.82 cfs 20,386 cf Total Runoff Area = 468,704 sf Runoff Volume = 82,805 of Average Runoff Depth = 2.12" 82.38 % Pervious = 386,101 sf 17.62% Impervious = 82,603 sf Monticello Hotel - Existing Preoared by Larson Enoineerina Of MN MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/2/2024 Summary for Subcatchment A: Runoff = 5.12 cfs @ 12.19 hrs, Volume= 12,997 cf, Depth= 2.00' Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" ' 1,931 98 Existing Building ' 7,599 98 Existing Pavement 68,437 74 >75% Grass cover, Good, HSG C 77,967 77 Weighted Average 68,437 74 87.78% Pervious Area 9,530 98 12.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdfoCADO 10.204b s/n 01934 © 2023 HydroCAD Software Solutions LLC Peas 19 Summary for Subcatchment B: Runoff = 15.87 cfs @ 12.16 hrs, Volume= 38,865 cf, Depth= 2.56" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" To Length 98 Existing Building 98 Existing Pavement 98 Existinq Gravel 74 62.56% Pervious Area 98 37.44% Impervious Area Description _..__-.._- - Grass: Dense n= 0.240 P2= 2.83" 1.0 Ill 0.0766 1.94 Shallow Concentrated Flow. Monticello Hotel -Existing MSE24-hr3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdrOCAD®10.20-4b s/n 01934 02023 HvdroCAD Software Solutions LLC Paoe 20 Summary for Subcatchment C: Runoff = 4.07 cfs @ 12.22 hrs, Volume= 10,892 cf, Depth= 1.73" Routed to Pond 3P Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" 75,566 74 100.00% Pervious Tc Length Slope Velocity Capacity Description 10.0 100 0.0570 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 215 0.0223 1.05 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 13.4 315 Total Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 02023 HydroCAD Software Solutions LLC Pace 21 Summary for Subcatchment D: Runoff = 4.29 cfs @ 12.32 hrs, Volume= 14,732 cf, Depth= 1.77" Routed to Pond 4P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 172 98 Existing Pavement 1,822 98 Existing Gravel 97,660 74 >75% Grass cover, Good, HSG C 99,654 74 Weighted Average 97,660 74 98.00% Pervious Area 1,994 98 2.00% Impervious Area Tc Length Slope Velocity Capacity Description 18.3 100 0.0125 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 166 0.0136 0.82 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.7 266 Total Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/2/2024 Summary for Subcatchment E: Runoff = 1.39 cfs @ 12.28 hrs, Volume= 4,445 cf, Depth= 1.96" Routed to Reach 2R : Runoff South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" 579 98 Existing Pavement 2,259 98 Existing Gravel 24,365 74 >75% Grass cover, Good, HSG C 27,203 77 Weighted Average 24,365 74 89.57% Pervious Area 2,838 98 10.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Wft) (ft/sec) (cfs) 16.4 100 0.0165 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.8 86 0.0128 0.79 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 18.2 186 Total Monticello Hotel - Existing MSE 24-hr 3 10-YearRainrall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 02023 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment F: Runoff = 0.49 cfs @ 12.12 hrs, Volume= 875 cf, Depth= 1.73" Routed to Reach 1 R : Runoff to 1-94 Ditch Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year RainfaII 4.18" 6,069 74 Tc Length Slope Velocity An) (feet) (ft/ft) (f /sec) 4.3 46 0.0978 0.18 Description Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 24 Summary for Reach 111: Runoff to 1-94 Ditch Inflow Area = 363,534 sf, 19.32% Impervious, Inflow Depth = 0.36" for 10-Year event Inflow = 4.59 cfs @ 12.49 hrs, Volume= 10,855 cf Outnow = 4.59 cfs @ 12.49 hrs, Volume= 10,855 cf, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 02023 HydroCAD Software Solutions LLC Page 25 Summary for Reach 2R: Runoff South Inflow Area = 390,737 sf, 18.70% Impervious, Inflow Depth = 0.47" for 10-Year event Inflow = 5.40 cfs @ 12.48 hrs, Volume= 15,300 cf Outflow = 5.40 ds @ 12.48 hrs, Volume= 15,300 cf, Aften= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 02023 HvdroCAD $oftware Solutions LLC Page 26 Summary for Pond 1P: Inflow Area = 77,967 sf, 12.22% Impervious, Inflow Depth = 2.00" for 10-Year event Inflow = 5.12 cfs @ 12.19 hrs, Volume= 12,997 cf Outflow = 0.18 cfs @ 15.04 hrs, Volume= 12,997 of, Aften= 96%, Lag= 170.9 min Discarded = 0.18 cfs @ 15.04 hrs, Volume= 12,997 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 944.24' @ 15.04 hrs Surf.Area= 9,909 sf Storage= 8,218 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 511.2 min ( 1,316.4 - 805.2 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Discarded 943.00' 0.800 inlhr Wiltration over Surface area Qiscarded OutFlow Max=0.18 cfs @ 15.04 hrs HW=944.24' (Free Discharge) L I=Exfiitration (Exfiltration Controls 0.18 cfs) Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydrOCAD®10.20.4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 27 Summary for Pond 2P: Inflow Area = 182,245 sf, 37.44% Impervious, Inflow Depth = 2.56" for 10-Year event Inflow = 15.87 cfs @ 12.16 hrs, Volume= 38,865 cf Outflow = 0.31 cfs @ 15.22 hrs, Volume= 38,865 cf, Atten= 98%, Lag= 183.1 min Discarded = 0.31 cfs @ 15.22 hrs, Volume= 38,865 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.60' @ 15.22 hrs Surf.Area= 16,885 sf Storage= 27,763 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,001.6 min ( 1,781.5 - 779.9 ) Volume Invert Avail.Storage Storage Description #1 944.00' 84,081 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 944.00 4,182 0 0 945.00 9,423 6,803 6,803 946.00 13,931 11,677 18,480 947.00 18,834 16,383 34,862 948.00 24,516 21,675 56,537 949.00 30,571 27,544 84,081 #1 Primary 948.90' 3.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 944.00' 0.800 Inlhr Efiltration over Surface area Discarded OutFlow Max=0.31 cfs @ 15.22 hrs HW=946.60' (Free Discharge) 2=FEAitration (Exfiltration Controls 0.31 cis) try OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' TW=948.00' (Dynamic Tailwater) Broad-Crested Rectangular Weir ( Controls 0.00 cis) Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.204b sln 01934 ® 2023 HvdroCAD Software Solutions LLC Page 28 Summary for Pond 3P: Inflow Area = 257,811 sf, 26.47% Impervious, Inflow Depth = 0.51" for 10-Year event Inflow = 4.07 cfs @ 12.22 hrs, Volume= 10,892 cf Outflow = 3.60 cis @ 12.28 hrs, Volume= 10,892 cf, Atten= 11%, Lag= 3.6 min Discarded = 0.13 cfs @ 12.28 hrs, Volume= 5,238 cf Primary = 3.47 cis @ 12.28 hrs, Volume= 5,654 cf Routed to Pond 4P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.59' @ 12.28 hrs Surf.Area= 7,039 sf Storage= 2,408 cf Plug -Flow detention time= 106.3 min calculated for 10,891 cf (100% of inflow) Center -of -Mass det. time= 106.3 min ( 930.2 - 823.9 ) Volume Invert Avail.Storage Storage Description #1 948.00' 13,374 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _(feet) (sq-ft) (cubic -feet) (cubic -feet) 948.00 1,069 0 0 949.00 11,119 6,094 6,094 949.50 18,000 7,280 13,374 Device Routing Invert Outlet Devices #1 Primary 948.50' 45.0' long x 50.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 948.00' 0.800 inlhr Exfiltration over Surface area 1LIscarded OutFlow Max=0.13 cfs @ 12.28 hrs HW=948.59' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) primary OutFow Max=3.47 cfs @ 12.28 hrs HW=948.59' TW=946.48' (Dynamic Tailwater) 1-1=Broad-Crested Rectangular Weir (Weir Controls 3.47 cis @ 0.82 fps) Monticello Hotel - Existing Prepared by Larson Engineering Of MN Summary for Pond 4P: MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/2/2024 Inflow Area = 357,465 sf, 19.65% Impervious, Inflow Depth = 0.68" for 10-Year event Inflow = 7.65 cfs @ 12.30 hrs, Volume= 20,386 cf Outflow = 4.82 cis @ 12.49 hrs, Volume= 20,386 cf, Aden= 37%, Lag= 11.7 min Discarded = 0.30 cfs @ 12.49 hrs, Volume= 10,406 cf Primary = 4.52 cfs @ 12.49 hrs, Volume= 9,980 cf Routed to Reach 1 R : Runoff to 1-94 Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Bev= 946.68' @ 12.49 hrs Surf.Area= 16,185 sf Storage= 6,346 d Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 118.4 min ( 928.9 - 810.5 ) Volume Invert Avail.Storage Storage Description #1 946.00' 25,654 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 2,415 0 0 947.00 22,595 12,505 12,505 947.50 30,000 13,149 25,654 #1 Primary 946.55' 35.0' long x 1100.0' breadth Broad -Crested Rectangular W Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 946,00' 0.800 in/hr Exflltration over Surface area Discarded OutFlow Max=0.30 cfs @ 12.49 hrs HW=946.68' (Free Discharge) 2=Exfiltmtion (ExFltration Controls 0.30 cfs) trimary OutFlow Max=4.52 ds @ 12.49 hrs HW=946.68' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 4.52 cfs @ 0.97 fps) Monticello Hotel - Existing MSE24-hr3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HvdroCAD Software Solutions LLC Page 30 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=77,967 sf 12.22 % Impervious Runoff Depth=4.31" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=11.12 cfs 28,018 cf Subcatchment B: Runoff Area=182,245 sf 37.44% Impervious Runoff Depth=5.00" Flow Length=211' Tc=9.1 min CN=74/98 Runoff=31.09 cfs 75,872 cf Subcatchment C: Runoff Area=75,566 sf 0.00% Impervious Runoff Depth=3.98" Flow Length=315' Tc=13.4 min CN=74/0 Runoff=9.42 cfs 25,070 cf Subcatchment D: Runoff Area=99,654 sf 2.00 % Impervious Runoff Depth=4.04" Flow Length=266' Tc=21.7 min CN=74/98 Runoff=9.91 ofs 33,511 of Subcatchment E: Runoff Area=27,203 sf 10.43% Impervious Runoff Depth=4.26" Flow Length=186' Tc=18.2 min CN=74/98 Runoff=3.06 cfs 9,666 of Subcatchment F: Runoff Area=6,069 sf 0.00% Impervious Runoff Depth=3.98" Flow Length=46' Slope=0.0978? Tc=4.3 min CN=74/0 Runoff=1.10 cfs 2,013 cf Reach 1 R: Runoff to 1-94 Ditch Inflow=16.35 cfs 39,929 cf Outflow=16.35 cfs 39,929 cf Reach 2R: Runoff South Inflow=19.13 cfs 49,595 cf Outflow=19.13 cfs 49,595 cf Pond 1 P: Peak EIev=945.22' Storage=19,976 cf Inflow=11.12 cfs 28,018 cf Outflow=0.26 cfs 28,019 cf Pond 2P: Peak EIev=948.06' Storage=58,073 of Inflow=31.09 cfs 75,872 cf Discarded=0.46 ofs 75,872 of Primary=0.00 cfs 0 cf Outflow=0.46 ds 75,872 cf Pond 3P: Peak EIev=948.68' Storage=3,027 cf Inflow=9.42 cfs 25,070 cf Discarded=0.15 cfs 6,679 of Primary=8.99 ds 18,392 cf Outflow=9.13 cfs 25,070 cf Pond 4P: Peak EIev=946.86' Storage=9,502 d Inflow=18.31 cfs 51,903 d Discarded=0.37 cfs 13,988 cf Primary=16.10 cfs 37,916 d Outflow=16.47 cfs 51,903 cf Total Runoff Area = 468,704 sf Runoff Volume=174,150 cf Average Runoff Depth = 4.46" 82.38%Pervious=386,101sf 17.62%Impervious=82,603sf Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.204b sin 01934 © 2023 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment A: Runoff = 11.12 cfs @ 12.19 hrs, Volume= 28,018 cf, Depth= 4.31" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description ' 1,931 98 Existing Building ' 7,599 98 Existing Pavement 68,437 74 >75% Grass cover, Good, HSG C 77,967 77 Weighted Average 68,437 74 87.78% Pervious Area 9,530 98 12.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n=0240 P2=2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Subcatchment B: Runoff = 31.09 cfs @ 12.16 hrs, Volume= 75,872 cf, Depth= 5.00" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" " 1,929 98 Existing Building " 8,634 98 Existing Pavement 57,678 98 Existing Gravel 114,004 74 >75% Grass cover, Good, HSG C 182,245 83 Weighted Average 114,004 74 62.56% Pervious Area 68,241 98 37.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cfs) 8.1 100 0.0950 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.0 111 0.0766 1.94 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 9.1 211 Total Monticello Hotel - Existing Prepared by Larson Enoineerina Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Subcatchment C: Runoff = 9.42 cis @ 12.22 hrs, Volume= 25,070 cf, Depth= 3.98" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description 75,566 74 >75% Grass cover, Good, HSG C 75,566 74 100.00% Pervious Area Tc Length Description 10.0 100 0.0570 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 215 0.0223 1.05 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.4 315 Total Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD®10.20-4b s/n 01934 ® 2023 HvdroCAD Software Solutions LLC Pace 34 Summary for Subcatchment D: Runoff = 9.91 cfs @ 12.32 hrs, Volume= 33,511 cf, Depth= 4.04" Routed to Pond 4P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description ` 172 98 Existing Pavement ' 1,822 98 Existing Gravel 97,660 74 >75%Grass cover, Good, HSG C 99,654 74 Weighted Average 97,660 74 98.00% Pervious Area 1,994 98 2.00%Impervious Area Tc Length Slope min) (feet) Ut/ft) 18.3 100 0.0125 Description Grass: Dense n= G.240 P2= 2.83" 3.4 166 0.0136 0.82 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.7 266 Total Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdfoCAD®10.204b s/n 01934 02023 HydroCAD Software Solutions LLC Paae 35 Summary for Subcatchment E: Runoff = 3.06 cfs @ 12.27 hm, Volume= 9,666 cf, Depth= 4.26" Routed to Reach 2R : Runoff South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" " 579 98 Existing Pavement 2,259 98 Existing Gravel 24,365 74 >75% Grass cover, Good, HSG C 27,203 77 Weighted Average 24,365 74 89.57% Pervious Area 2,838 98 10.43% Impervious Area Tc Length Slope Velocity Capacity Description 16.4 100 0.0165 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.8 86 0.0128 0.79 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 18.2 186 Total Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Subcatchment F: Runoff = 1.10 cfs @ 12.12 hrs, Volume= 2,013 cf, Depth= 3.98" Routed to Reach 1 R : Runoff to 1-94 Ditch Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hm. dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" 6,069 74 >75% Grass cover, Good, HSG C 6,069 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (Posec) (cfs) 4.3 46 0.0978 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" Monticello Hotel • Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCADO 10.20-4b s/n 01934 ® 2023 HvdfoCAD Software Solutions LLC Paae 37 Summary for Reach 1 R: Runoff to 1.94 Ditch Inflow Area = 363,534 sf, 19.32% Impervious, Inflow Depth = 1.32" for 100-Year event Inflow = 16.35 cfs @ 12.35 hrs, Volume= 39,929 cf Outflow = 16.35 cfs @ 12.35 hrs, Volume= 39,929 cf, Atten= 0%, lag= 0.0 min Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCADO 10.20-4b s/n 01934 © 2023 HvdroCAD Software Solutions LLC Page 38 Summary for Reach 2R: Runoff South Inflow Area = 390,737 sf, 18.70% Impervious, Inflow Depth = 1.52" for 100-Year event Inflow = 19.13 ofs @ 12.34 hrs, Volume= 49,595 cf Outflow = 19.13 ofs @ 12.34 hrs, Volume= 49,595 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdfoCAD010.20-41b s/n 01934 02023 HvdroCAD Software Solutions LLC Page 39 Summary for Pond 1P: Inflow Area = 77,967 sf, 12.22% Impervious, Inflow Depth = 4.31" for 100-Year event Inflow = 11.12 ofs @ 12.19 hrs, Volume= 28,018 cf Outflow = 0.26 cfs @ 15.19 hrs, Volume= 28,019 cf, Ahen= 98%, Lag= 180.2 min Discarded = 0.26 cfs @ 15.19 hrs, Volume= 28,019 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dl= 0.01 hrs Peak Elev= 945.22' @ 15.19 hrs Surf.Area= 14,222 sf Storage= 19,976 cf Plug -Flaw detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 865.6 min ( 1,659.2 - 793.6 ) Volume Invert Avail.Storage Storage Description #1 943.09 137,095 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Discarded 943.00' 0.800 in/hr Wiltration over Surface area Discarded OutFlow Max=0.26 cfs @ 15.19 hrs HW=945.22' (Free Discharge) 7=Exffltration (Exfiltration Controls 0.26 efs) Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCAD@ 10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 40 Summary for Pond 2P: Inflow Area = 182,245 sf, 37.44 % Impervious, Inflow Depth = 5.00" for 100-Year event Inflow = 31.09 cis @ 12.16 hrs, Volume= 75,872 of Outflow = 0.46 cis @ 16.64 hrs, Volume= 75,872 cf, Aften= 99%, Lag= 268.5 min Discarded = 0.46 cfs @ 16.64 hrs, Volume= 75,872 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.06' @ 16.64 hrs Surf.Area= 24,892 sf Storage= 58,073 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,474.5 min ( 2,247.9 - 773.3 ) Volume Invert Avail.Storage Storage Description #1 944.00' 84,081 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 944.00 4,182 0 0 945.00 9,423 6,803 6,803 946.00 13,931 11,677 18,480 947.00 18,834 16,383 34,862 948.00 24,516 21,675 56,537 949.00 30,571 27,544 84,081 Device Routing Invert Outlet Devices #1 Primary 948.90' 3.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Cost. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 944.00' 0.800 Inlhr Exflltration over Surface area Discarded OutFlow Max=0.46 cfs @ 16.64 hrs HW=948.06' (Free Discharge) 2=Exfltration (Exfiltration Controls 0.46 cfs) Lrimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' TW=948.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 ofs) Monticello Hotel - Existing Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Pond 3P: Inflow Area = 257,811 sf, 26.47% Impervious, Inflow Depth = 1.17" for 100-Year event Inflow = 9.42 cfs @ 12.22 hrs, Volume= 26,070 cf Outflow = 9.13 cis @ 12.24 hrs, Volume= 25,070 cf, Atten= 3%, Lag= 1.7 min Discarded = 0.15 cfs @ 12.24 hrs, Volume= 6,679 cf Primary = 8.99 cis @ 12.24 hrs, Volume= 18,392 cf Routed to Pond 4P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.68' @ 12.24 hrs Surt.Area= 7,873 at Storage= 3,027 cf Plug -Flow detention time= 62.6 min calculated for 25,067 cf (100% of inflow) Center -of -Mass det. time- 62.6 min (869.4 - 806.8 ) Volume Invert Avail.Storage Storage Description #1 948.00' 13,374 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 948.00 1,069 0 0 949.00 11,119 6,094 6,094 949.50 18,000 7,280 13,374 Device Routing Invert Outlet Devices #1 Primary 948.50' 45.0' long x 50.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 948.00' 0.800 inlhr ExNltration over Surface area Discarded OutFlow Max=0.15 cis @ 12.24 hrs HW=948.68' (Free Discharge) 'L2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=8.98 cis @ 12.24 hrs HW=948.68' TW=946.81' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir (Weir Controls 8.98 cfs @ 1.13fps) Monticello Hotel - Existing Prepared by Larson Enaineerina Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/2/2024 Summary for Pond 4P: Inflow Area = 357,465 sf, 19.65% Impervious, Inflow Depth = 1.74" for 100-Year event Inflow = 18.31 cfs @ 12.27 hrs, Volume= 51.903 of Outflow = 16.47 cis @ 12.35 hrs, Volume= 51,903 cf, Aften= 10%, Lag= 4.6 min Discarded = 0.37 cis @ 12.35 hrs, Volume= 13,988 cf Primary = 16.10 cis @ 12.35 hrs, Volume= 37,916 cf Routed to Reach 1 R : Runoff to 1-94 Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.86' @ 12.35 hrs Sud.Area= 19,731 sf Storage= 9,502 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass del. time= 68.7 min (866.1 - 797.3 ) Volume Invert Avail.Storage Storage Description #1 946.00' 25,654 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-fl) (cubic -feet) (cubic -feet) 946.00 2,415 0 0 947.00 22,595 12,505 12,505 947.50 30,000 13,149 25,654 Device Routing Invert Outlet Devices #1 Primary 946.55' 35.0' long x 100.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0,60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 946.00' 0.800 inRrr FxHItration over Surface area Discarded OutFlow Max=0.37 cfs @ 12.35 hrs HW=946.86' (Free Discharge) 2=ExFltratkm (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=16.10 cfs @ 12.35 hrs HW=946.86' TW=0.00' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir (Weir Controls 16.10 cfs @ 1.49 fps) e e ---------------------------------------------------------------------------------- © I I.J ICJ ®LarsonliePROPOSED DRAINAGE MAP EnpinxElq,. O AiumE Wry,2MApwmrnl O O O 1R Runoff to 1-94 Ditch 1P 2P Infiltrate n Basin 2R Runoff South Sub Reach on Link FHydroCAO®Routing Diagram for Monticello Hotel - Proposed Prepared by Larson Engmeenng IN MN, Printed W1612024 10.2 ft sln0193402023H}droCFDSd mSddwsLLC Monticello Hotel • Proposed Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HvdroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.81 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.18 2 3 100-Year MSE 24-hr 3 Default 24.00 1 6.93 2 Monticello Hotel • Proposed Prepared by Larson Enaineerino Of MN Printed 5/16/2024 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 228,932 74 >75 % Grass cover, Good, HSG C (A, B. C) 3,860 98 Existing Building (A, B) 19,254 98 Existing Gravel (A, B) 16,233 98 Existing Pavement (A, B) 29,230 98 Proposed Building (A, C) 171,196 98 Proposed Pavement (A, B, C) 468,705 86 TOTAL AREA Monticello Hotel - Proposed MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydnoCADO 10.20-4b sln 01934 ® 2023 HydroCAD Software Solutions LLC Paae 4 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach rou0ng by Dyn-Stor-Ind method - Pond routing by Dyn-Star-Ind method Subcatchment A: Runoff Area=198,971 at 53.39% Impervious Runoff Depth=1.75" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=10.60 cfs 28,937 cf Subcatchment B: Runoff Area=90,456 sf 30.96% Impervious Runoff Depth=1.34" Flow Length=804' Slope=0.0050 T Tc=50.1 min CN=74/98 Runoff=1.66 cfs 10,131 cf Subcatchment C: Runoff Area=179,278 sf 58.87 % Impervious Runoff Depth=1.84" Tc=6.0 min CN=74/98 Runoff=12.43 cfs 27,538 cf Reach Ill Runoff to 1.94 Ditch Outflow=0.00 cfs 0 of Reach 2R: Runoff South Inflow=0.62 cfs 24,526 cf Outflow=0.62 cfs 24,526 cf Pond 1P: Peak EIev=945.23' Storage=20,216 of Inflow=10.60 cfs 28,937 of Discarded=0.26 cfs 28,700 of Primary=0.02 cfs 238 cf Outflow=0.29 cfs 28,937 cf Pond 2P: Infiltration Basin Peak EIev--944.29' Storage=24,784 cf Inflow=12.79 cfs 37,669 of Discarded=0.06 cfs 13,380 cf Primary=0.61 cfs 24,289 cf Outflow=0.67 cfs 37,669 cr Total Runoff Area = 468,705 at Runoff Volume = 66,606 cf Average Runoff Depth =1.71" 48.84% Pervious = 228,932 at 51.16% Impervious = 239,773 sf Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81" Printed 5/16/2024 Summary for Subcatchment A: Runoff = 10.60 cfs @ 12.19 hrs, Volume= 28,937 cf, Depth= 1.75" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description ' 85,156 98 Proposed Pavement ' 6,038 98 Proposed Building • 1,931 98 Existing Building • 7,599 98 Existing Pavement " 5,502 98 Existing Gravel 92,745 74 >75 % Grass cover, Good, HSG C 198,971 87 Weighted Average 92,745 74 46.61% Pervious Area 106,226 98 53.39% Impervious Area Tc Length Slope Velocity Capacity Description 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 5/16/2024 LC Pace 6 Summary for Subcatchment B: Runoff = 1.66 cis @ 12.69 hrs, Volume= 10,131 cf, Depth= 1.34" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Descriotion ' 3,693 98 Proposed Pavement ' 1,929 98 Existing Building ' 8,634 98 Existing Pavement ' 13,752 98 Existinq Gravel 90,456 81 Weighted Average 62,448 74 69.04% Pervious Area 28,008 98 30.96% Impervious Area Tc Length 1 Ep 23.7 704 0.0050 0.49 Description sheet Flow, Grass: Dense n=0.240 P2=2.83" Shallow Concentrated Flow, Monticello Hotel • Proposed Prepared by Larson Engineering Of MN MSE24-hr3 2-YearRainfal1=2.81" Printed 5/16/2024 Summary for Subcatchment C: Runoff = 12.43 cfs @ 12.13 hrs, Volume= 27,538 cf, Depth= 1.84" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" 82,347 98 Proposed Pavement " 23,192 98 Proposed Building 73,739 74 >75% Grass cover. Good, HSG C 179,278 88 Weighted Average 73,739 74 41.13% Pervious Area 105,539 98 58.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 6.0 Direct Entry, Monticello Hotel - Proposed MSE24-hr3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 ©2023 HydroCAD Software Solutions LLC Peas 8 Summary for Reach 1R: Runoff to 1-94 Ditch Monticello Hotel - Proposed Prepared by Larson Enoineerinq Of MN MSE 24-hr 3 2-Year Rainfall=2.81" Printed 5/16/2024 Summary for Reach 2R: Runoff South Inflow Area = 468,706 sf, 51.16% Impervious, Inflow Depth = 0.63" for 2-Year event Inflow = 0.62 cfs @ 14.45 hrs, Volume= 24,526 cf Outflow = 0.62 cfs @ 14.45 hrs, Volume= 24,526 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Proposed Prepared by Larson Enqineerinq Of MN Summary for Pond 1 P: MSE 24-hr 3 2-Year Rainfall=2.81 " Printed 5/16/2024 Inflow Area = 198,971 sf, 53.39% Impervious, Inflow Depth = 1.75" for 2-Year event Inflow = 10.60 cfs @ 12.19 hrs, Volume= 28,937 cf Outflow = 0.29 cfs @ 15.13 hrs, Volume= 28,937 cf, Atten= 97%, Lag= 176.9 min Discarded = 0.26 cfs @ 15.13 hrs, Volume= 28,700 cf Primary = 0.02 cfs @ 15.13 hrs, Volume= 238 cf Routed to Reach 2R : Runoff South Routing by Dyn-Star-Ind method, Time Span= 0.00-96.00 hrs, dl= 0.01 hrs Peak Elev= 945.23' @ 15.13 hrs Surf.Area= 14,293 sf Storage= 20,216 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass del. time= 843.4 min ( 1,619.3 - 775.9 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,394 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Primary 945.13' 12.0" Round Culvert L= 1,019.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 945.13' / 942.07' S= 0.0030'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 943.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.26 cfs @ 15.13 hrs HW=945.23' (Free Discharge) 2=ExFltration (Exfiltration Controls 0.26 cfs) rimary OutFlow Max=0.02 cfs @ 15.13 hrs HW=945.23' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.02 cfs @ 0.85 fps) Monticello Hotel - Proposed Prepared by Larson Enaineerino Of MN MSE 24-hr 3 2-Year Rainfall=2.81" Printed 5/1612024 Summary for Pond 213: Infiltration Basin Inflow Area = 269,734 sf, 49.51% Impervious, Inflow Depth = 1.68" for 2-Year event Inflow = 12.79 cfs @ 12.13 hrs, Volume= 37,669 cf Outflow = 0.67 cfs @ 14.03 hrs, Volume= 37,669 of, Aden= 95%, Lag= 113.8 min Discarded = 0.06 cfs @ 14.03 hrs, Volume= 13,380 cf Primary = 0.61 cfs @ 14.03 hrs, Volume= 24,289 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 944.29' @ 14.03 hrs Surf.Area= 12,747 sf Storage= 24,784 cf Plug -Flow detention time= 849.8 min calculated for 37,665 cf (100% of inflow) Center -of -Mass det. time= 850.1 min ( 1,634.4 - 784.3 ) Volume Invert Avail.Storage Storage Description #1 942.00' 95,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _(feet) (sq-ft) (cubic -feet) (cubic -feet) 942.00 8,986 0 0 943.00 10,559 9,773 9,773 944.00 12,233 11,396 21,169 945.00 14,007 13,120 34,289 946.00 15,882 14,945 49,233 947.00 17,858 16,870 66,103 948.00 19,934 18,896 84,999 948.50 21,009 10,236 95,235 Device Routing Invert Outlet Devices #1 Primary 941.38' 15.0" Round Culvert L= 38.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 941.38' / 941.00' S= 0.0100'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 944.50' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 942.80' 4.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 942.00' 0.200 inlhr ExAltration over Surface area iscarded OutFlow Max=0.06 cfs @ 14.03 hrs HW=944.29' (Free Discharge) Ecfiltration (Exfiltration Controls 0.06 cfs) rimary OutFlow Max-0.61 cfs @ 14.03 hrs HW=944.29' TW=0.00' (Dynamic Tailwater) Culvert (Passes 0.61 cfs of 8.93 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.61 cfs @ 5.49 fps) Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 02023 HydmCAD Software Solutions LLC Pace 12 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subwtchment A: Runoff Area=198,971 sf 53.39 % Impervious Runoff Depth=2.91" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=17.83 ofs 48,287 of Subwtchment B: Runoff Area=90,456 sf 30.96% Impervious Runoff Depth=2.42" Flow Length=804' Slope=0.0050'P Tc=50.1 min CN=74/98 Runoff=3.08 cfs 18,208 cf Subwtchment C: Runoff Area=179,278 sf 58.87% Impervious Runoff Depth=3.03" Tc=6.0 min CN=74/98 Runoff=20.49 cis 45,322 cf Reach 1R: Runoff to 1.94 Ditch Outflow=0.00 cis 0 of Reach 2R: Runoff South Inflow=5.27 cis 64,016 cf Outflow=5.27 cfs 64,016 cf Pond 1P: Peak EIev=945.86' Storage=30,002 cf Inflow--17.83 ofs 48,287 cf Discarded=0.31 cfs 33,607 cf Primary=1.13 cis 14,681 cf Outflow=1.45 ds 48,287 cf Pond 2P: Infiltration Basin Peak EIev=944.92' Storage=33,105 cf Inflow=21.21 ofs 63,530 cf Discarded=0.06 ofs 14,195 cf Primary-4.16 cis 49,335 of Outflow=4.23 cfs 63,530 of Total Runoff Area = 468,705 sf Runoff Volume=111,817 cf Average Runoff Depth = 2.86" 48.84% Pervious = 228,932 sf 51.16% Impervious = 239,773 sf Monticello Hotel - Proposed Prepared by Larson Engineerinq Of MN MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/16/2024 Summary for Subcatchment A: Runoff = 17.83 cfs @ 12.19 hrs, Volume= 48,287 cf, Depth= 2.91" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description ' 85,156 98 Proposed Pavement ' 6,038 98 Proposed Building ' 1,931 98 Existing Building " 7,599 98 Existing Pavement " 5,502 98 Existing Gravel 92,745 74 >75% Grass cover, Good, HSG C 198,971 87 Weighted Average 92,745 74 46.61%Pervious Area 106,226 98 53.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ff) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 11.2 159 Total Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/1612024 HvdroCADO 10.20-4b s/n 01934 © 2023 HvdroCAD Software Solutions LLC Paae 14 Summary for Subcatchment S: Runoff = 3.08 cfs @ 12.69 hrs, Volume= 18,208 cf, Depth= 2.42" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" ` 3,693 98 Proposed Pavement ` 1,929 98 Existing Building ` 8,634 98 Existing Pavement ' 13,752 98 Existing Gravel 62,448 74 69.04% Pervious Area 28,008 98 30.96% Impervious Area Tc Length Slope Velocity Capacity Description 26.4 100 0.0050 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 23.7 704 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos !.Yr)f�:infaGlF.7 Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD@ 10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Pace 15 Summary for Subcatchment C: Runoff = 20.49 cfs @ 12.13 firs, Volume= 45,322 cf, Depth= 3.03" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 firs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 82,347 98 Proposed Pavement 23,192 98 Proposed Building 73,739 74 41.13% Pervious Area 105,539 98 58.87% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 10-Year Rainfall=4.18" Printed 5/16/2024 Summary for Reach 1R: Runoff to 1.94 Ditch Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/1612024 HvdroCAD@ 10.20-4b s/n 01934 @ 2023 HvdroCAD Software Solutions LLC Page 17 Summary for Reach 2R: Runoff South Inflow Area = 468,705 sf, 51.16% Impervious, Inflow Depth = 1.64" for 10-Year event Inflow = 5.27 cfs @ 12.92 hrs, Volume= 64,016 cf Outflow = 5.27 cfs @ 12.92 hrs, Volume= 64,016 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Proposed Prepared by Larson Engineering Of MN Summary for Pond 1 P MSE 24-hr 3 10-Year Rainfa&4.18" Printed 5/16/2024 Inflow Area = 198,971 sf, 53.39% Impervious, Inflow Depth = 2.91" for 10-Year event Inflow = 17.83 cfs @ 12.19 hrs, Volume= 48,287 of Outflow = 1.45 cfs @ 13.21 hrs, Volume= 48,287 of, Atten= 92%, Lag= 61.6 min Discarded = 0.31 cfs @ 13.21 hrs, Volume= 33,607 cf Primary = 1.13 cfs @ 13.21 hrs, Volume= 14,681 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.86' @ 13.21 hrs Surf.Area= 16,962 sf Storage= 30,002 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 662.2 min ( 1,433.9 - 771.7 ) Volume Invert Avail.Stomoe Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Primary 945.13' 12.0" Round Culvert L= 1,019.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 945.13' / 942.07' S= 0.0030 ? Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 943.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.31 cfs @ 13.21 hrs HW=945.86' (Free Discharge) 2=ExfiItration (ExFltration Controls 0.31 cfs) rimary OutFow Max=1.13 cfs @ 13.21 hrs HW=945.86' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.13 cfs @ 2.58 fps) Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HvdroCADO 10.20-4b s/n 01934 0 2023 HydroCAD Software Solutions LLC Pane 19 Summary for Pond 2P: Infiltration Basin Inflow Area = 269,734 sf, 49.51% Impervious, Inflow Depth = 2.83" for 10-Year event Inflow = 21.21 cfs @ 12.13 hrs, Volume= 63,530 cf Outflow = 4.23 ofs @ 12.90 hrs, Volume= 63,530 cf, Aden= 80%, Lag= 46.3 min Discarded = 0.06 cfs @ 12.90 hrs, Volume= 14,195 cf Primary = 4.16 cfs @ 12.90 hrs, Volume= 49.335 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 944.92' @ 12.90 hrs Surf.Area= 13,856 sf Storage= 33,105 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 608.8 min ( 1,389.7 - 780.9 ) Volume Invert Avail.Storage Storage Description #1 942.00' 95,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 942.00 8,986 0 0 943.00 10,559 9,773 9,773 944.00 12,233 11,396 21,169 945.00 14,007 13,120 34,289 946.00 15,882 14,945 49,233 947.00 17,858 16,870 66,103 948.00 19,934 18,896 84,999 948.50 21,009 10,236 95,235 Device Routing Invert Outlet Devices #1 Primary 941.38' 15.0" Round Culvert L= 38.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 941.38' / 941.00' S= 0.0100'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 944.50' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 942.80' 4.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 942.00' 0.200 in/hr Exfiltration over Surface area iscarded OutFlow Max=0.06 cfs @ 12.90 hrs HW=944.92' (Free Discharge) F ltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=4.16 cfs @ 12.90 hrs HW=944.92' TW=0.00' (Dynamic Tailwater) t-- =Culvert (Passes 4.16 cfs of 10.08 cfs potential flow) F-2=Sharp-Crested Rectangular Weir (Weir Controls 3.43 cfs @ 2.11 fps) 3=Orifice/Grate (Orifice Controls 0.74 cfs @ 6.68 fps) Monticello Hotel - Proposed MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b sin 01934 ® 2023 HydroCAD Software Solutions LLC Page 20 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=198,971 sf 53.39%Impervious Runoff Depth=5.43" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=33.25 cfs 89,999 cf Subcatchment B: Runoff Area=90,456 sf 30.96% Impervious Runoff Depth=4.82" Flow Length=804' Slope=0.0050 T Tc=50.1 min CN=74/98 Runoff=6.24 cfs 36,334 cf Subcatchment C: Runoff Area=179,278 sf 58.87% Impervious Runoff Depth=5.58" Tc=6.0 min CN=74/98 Runoff=37.48 cfs 83,310 cf Reach 1 R: Runoff to 1-94 Ditch Outflow=0.00 cfs 0 cf Reach 211: Runoff South Inflow=13.72 cfs 155,811 of Outflow=13.72 offs 155,811 cf Pond 1P: Peak EIev=947.18' Storage=56,092 cf Inflow=33.25 cfs 89,999 cf Discarded=0.42 cfs 38,898 cf Primary=2.20 cfs 51,101 cf Out8ow=2.62 cfs 90,000 cf Pond 2P: Infiltration Basin Peak EIev=945.84' Storage=46,784 cf Inflow=39.12 cfs 119,645 cf Discarded=0.07 cfs 14,935 cf Primary=11.58 ofs 104,710 cf Outflow=11.65 cfs 119,645 cf Total Runoff Area = 468,705 sf Runoff Volume = 209,643 cf Average Runoff Depth = 5.37" 48.94% Pervious = 228,932 sf 51.16% Impervious = 239,773 sf Monticello Hotel - Proposed MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydrOCADO 10.20-4b s/n 01934 ® 2023 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment A: Runoff = 33.25 cfs @ 12.18 hm, Volume= 89,999 cf, Depth= 5.43" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hm, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" ` 6,038 98 Proposed Building 1,931 98 Existing Building ` 7,599 98 Existing Pavement ` 5.502 98 Existino Gravel 74 46.61% Pervious Area 98 53.39% Impervious Area Tc Length Slope Velocity Capacity Description 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Proposed Prepared by Larson Enaineerina Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/16/2024 Summary for Subcatchment B: Runoff = 6.24 cis @ 12.68 hrs, Volume= 36,334 cf, Depth= 4.82" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description ' 3,693 98 Proposed Pavement ' 1,929 98 Existing Building ' 8,634 98 Existing Pavement 13.752 98 Existina Gravel 81 Weighted Average 74 69.04% Pervious Area 98 30.96% Impervious Area Tc Length Slope Velocity Capacity Description 26.4 100 0.0050 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 23.7 704 0.0050 0.49 Shallow Concentrated Flow, Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/16/2024 Summary for Subcatchment C: Runoff = 37.48 cfs @ 12.13 hrs, Volume= 83,310 cf, Depth= 5.58" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hm, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" 82,347 98 Proposed Pavement ' 23,192 98 Proposed Building 73,739 74 >75% Grass cover, Good, HSG C 179,278 88 Weighted Average 73,739 74 41.13% Pervious Area 105,539 98 58.87 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/16/2024 Summary for Reach 1 R: Runoff to 1-94 Ditch Monticello Hotel • Proposed Prepared by Larson Enoineerina Of MN MSE 24-hr 3 100-Year Rainfall=6.93" Printed 5/16/2024 Summary for Reach 211: Runoff South Inflow Area = 468,705 sf, 51.16% Impervious, Inflow Depth = 3.99" for 100-Year event Inflow = 13.72 cfs @ 12.50 hrs, Volume= 155,811 of Outflow = 13.72 cfs @ 12.50 hrs, Volume= 155,811 of, Aften= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Proposed Prepared by Larson Engineering Of MN MSE 24-hr 3 100-Year Rainfall-6.93" Printed 5/16/2024 Summary for Pond 1 P: Inflow Area = 198,971 sf, 53.39% Impervious, Inflow Depth = 5.43" for 100-Year event Inflow = 33.25 cfs @ 12.18 hrs, Volume= 89,999 cf Outflow = 2.62 cfs @ 13.20 hrs, Volume= 90,000 of, Allen= 92%, Lag= 61.0 min Discarded = 0.42 cfs @ 13.20 hrs, Volume= 38,898 of Primary = 2.20 cfs @ 13.20 hrs, Volume= 51,101 of Routed to Reach 2R : Runoff South Routing by DynStor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 947.18' @ 13.20 hrs Surf.Area= 22,686 sf Storage= 56,092 cf Plug -Flow detention time= 483.5 min calculated for 89,990 cf (100% of inflow) Center -of -Mass del. time= 483.6 min ( 1,249.7 - 766.1 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-fl) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Primary 945.13' 12.0" Round Culvert L= 1,019.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 945.13' / 942.07' S= 0.0030 ? Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 943.00' 0.800 inlhr Exilltration over Surface area Discarded OutFlow Max=0.42 cfs @ 13.20 hrs HW=947.18' (Free Discharge) t2=Exflltration (ExFltration Controls 0.42 ds) rimary OutFlow Max=2.20 cfs @ 13.20 hrs HW=947.18' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.20 ds @ 2.80 fps) Monticello Hotel - Proposed Prepared by Larson Enaineerino Of MN MSE 24-hr 3 100-Year Rainfall=-6.93- Printed 5/16/2024 Summary for Pond 213; Infiltration Basin Inflow Area = 269,734 sf, 49.51% Impervious, Inflow Depth = 5.32" for 100-Year event Inflow = 39.12 cfs @ 12.13 hrs, Volume= 119,645 cf Outflow = 11.65 cfs @ 12.41 hrs, Volume= 119,645 cf, Atten= 70%, lag= 16.8 min Discarded = 0.07 cfs @ 12.41 hrs, Volume= 14,935 cf Primary = 11.58 cfs @ 12.41 hrs, Volume= 104,710 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.84' @ 12.41 hrs Surf.Area= 15,590 sf Storage= 46,784 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 378.6 min ( 1,154.4 - 775.8 ) Volume Invert Avail.Storage Storage Description #1 942.00' 95,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 942.00 8,986 0 0 943.00 10,559 9,773 9,773 944.00 12,233 11,396 21,169 945.00 14,007 13,120 34,289 946.00 15,882 14,945 49,233 947.00 17,858 16,870 66,103 948.00 19,934 18,896 84,999 948.50 21,009 10,236 95,235 Device Routing Invert Outlet Devices #1 Primary 941.38' 15.0" Round Culvert L= 38.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 941.38' / 941.00' S= 0.0100'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 944.50' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 942.80' 4.V' Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 942.00' 0.200 inlhr Exfiltration over Surface area iscarded OutFlow Max=0.07 cfs @ 12.41 hrs HW=945.84' (Free Discharge) =Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=11.58 cfs @ 12.41 hrs HW=945.84' TW=0.00' (Dynamic Tailwater) tCulvert (Inlet Controls 11.58 cfs @ 9.43 fps) 2=Sharp-Crested Rectangular Weir (Passes < 19.02 cfs potential flow) 3=Orifice/Grate (Passes < 0.90 cfs potential flow) Hremgq xi Gm,tcounty. MmnemW b MpYt i:ymaplmm�lW.�elii'xfl55As 9 _ A N 0 c ® m P LSM NaWml Reno— WO5d15urcey armrzoza i ConsomWonSMw NWlb Cagm m5l3umy Paget ol0 Hpmpai WII Grpup—vi Caunry, MlnnaepM MAP LEGEND MAP INFORMATION Me«InIxM{aOq ■ c The wall surveys MN mnpax your ACA ware mapwaW C aaa..a., rwg ■ w I:12.M. 3Sm ■ M waminp: salMw may na EB velia al no' 9tak. npn¢ PoH D WI «M wmlaons. Enlagemenl of maps bai Mol e some of mapping con route 0 e niwnbmmi0 Ma aebil pl mapping and..,a Q pn NnrFudir las gewm.M. Tha maps do note. Masmetl 0fw of Smomaam Cass,..'a., adds Nal Wam have main. elemYe daWW O N TmaperlWen El Bm atr x«¢ Rona mry on the nor scam on .. mad, iii far map I] wy Inunuu'hassa mea¢uamen4 [] . �.r MSXwun Spume WMap: Namra ResaurcesConumtlon5ervdx p mem Seal survey VRL Map Rms Commands spasm: Web Mersdw (EPSGMT) NdrMargava4W cqy plains Maps fmm the Web Sop Survey are banal on tM Was Merolar 8ctlbtlryama c m, Whi preserve¢ lirec4on and alma but heeds a a.mw dss ordeQm Na prams. pea euY w led ^e eerei alwlaangv Psa�guarmac plpH .,aMUM as mad if mass AD a.m. WwMhpna of an.— ranee are na,m . N e This autos b generate" fmm Me NSDR,NRCS mpi deb as of the wrawn madam) ram baw N Sg C sal $YMYAreB: Wdghl Comps laInMWd w SNWy Mea Dam'. vandon 17 Sap m.= ti CN SO map unim. I.WW maa spas. 0 M)mr mp wlM D IWOOD abger. r NdnlMm MetiWa amps)amdmaguwampllomgmphed: Jun 29,2@3—Sm 13. M33 Bail Natlq VdnY ■ A The oMopndo a oolms,N. ad, an.10 lha.1Ine, wem sampled ON digiazm pmhady dMam main had badgrwm ■ Wp Imagery alapmyaa on ih0e mane. M a mould, same minor ■ a mift, of map iii boumede¢ may be evident. gWNandi R... Wm Said Sunday alM1lAza i cmeery eon swNu Nadarlal Cwperedve s«I suraeY Page 2 da Hydrologic Soil Group —Wright County, Minnesota Hydrologic Soil Group Map unit symbol Map unit reams Rating Apes M AOI Parcel of AOI 106C2 Lester loam, 6 to 10 C percent slopes, moderately eroded 1.1 11.4% 406 Dorset sandy loam, 0 W B 2 percent slopes 0.5 4.9% 1362B Angus loam, 2 to 6 C percent slopes 8.0 83,8% Totals for Area of Interest 9.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C. and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surfaos, and soils that are shallow over neatly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or VD), the fired letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. 05Dq Natural Resources Web Soil Survey 4A02024 i Conservadon Service National Cooperative Soil survey Page 3 of 4 Hydmlogic Soil Group —Wright County, Minnesota Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specked Tie -break Rule: Higher g5u9 Natural Resources Web Soil Survey V10/2024 i Conservation Service National Cooperative Soil Survey Page 4 of 4 MINUTES JOINT MONTICELLO PLANNING COMMISSION/CITY COUNCIL WORKSHOP Tuesday, April 2, 2024 — 5:00 p.m. Monticello Community Center Planning Commissioners Present: Vice Chair Andrew Tapper, Teri Lehner, Rob Stark, Melissa Robeck Planning Commissioners Absent: City Councilmembers Present: City Councilmembers Absent: Staff Present: 1. Call to Order Chair Paul Konsor Mayor Lloyd Hilgart, Charlotte Gabler, Sam Murdoff, Lee Martie Tracy Hinz Angela Schumann, Steve Grittman, Rachel Leonard, Hayden Stensgard Planning Commission Vice Chair Andrew Tapper called the joint workshop of the Monticello Planning Commission and City Council meeting to order at 5:00 p.m. 2. Concept Stage Planned Unit Development Submittal for a proposed multi -use development including Commercial Lodging, Event Center, and Restaurant facilities on a parcel currently in the Monticello Township and guided Employment Campus PIDs: 213-000-183101, 213-000-184203 Legal Description: Lengthy —Contact City Hall Applicant: Mike Schneider Community Development Director Angela Schumann provided an overview of the Concept Stage Planned Unit Development (PUD) joint workshop meeting's purpose and intent. The purpose was for a concept stage PUD review aimed at providing helpful and constructive feedback to the development team that presents the concept. Notices were sent out for this meeting to the surrounding area where the development is proposed. Ms. Schumann added that the meeting did not involve a public hearing, but if time allows, residents present may address the group. City Planner Steve Grittman provided an overview of the agenda item to the Planning Commission, City Council, and the public. The subject property is roughly 8.3 acres bounded by Interstate 94 to the north and East Broadway Street to the south. The concept development proposal for the property consists of a first phase 4-story 76-room hotel (Grandstay Hotels), a 15,000-square-foot foot event center, and a 6,800-square- foot restaurant. The applicants have also indicated a second phase of construction on the site consisting of a 6,000-square-foot shed -style building that would be utilized to store vintage items similar to a museum. Mike Schneider, applicant, addressed the group. Mr. Schneider introduced the applicant team and noted that the three buildings proposed in the first phase of construction rely on each other for the success of the development. Tony Dingmann, of Doug Carlson Development Inc., noted they would be the general contractor for the development, and have constructed the proposed hotel design in recent years. He also noted the hotel would have a mix of standard -stay and extended - stay rooms. Roughly 12 of 76 rooms would be extended stay. Jon Kennedy, President of Grandstay Hotels, addressed the group. Lisa Shields-Ergen, of Vita Bella Ristorante Italiano, addressed the group regarding the proposed event center and restaurant. Planning Commissioner Melissa Robeck joined the meeting at 5:21 p.m. Councilmember Charlotte Gabler appreciated the applicants bringing forward this concept and asked if MnDOT was notified of the concept submittal and if they addressed the expansion of Interstate 94 in this area. Ms. Schumann clarified that MnDOT was notified of this meeting and the plans submitted for the concept. They provided preliminary comments that were included in the agenda packet but did not address the expansion project on 1-94. Mr. Schneider added that he has spoken with MnDOT representatives, and they said this property will not be affected by the expansion project. Councilmember Gabler asked if utility and paving work would be done at the same time as the three initial buildings were constructed or if it would be done prior. Mr. Schneider clarified that work will be done at the same time as the construction of the buildings in the first phase. Councilmember Gabler asked what type of signage would be proposed on site. Mr. Schneider said that had not been finalized, but there will be wall signage on the hotel at the minimum for visibility on the interstate. Mr. Kennedy added that due to the large amount of visibility of the site, they do not anticipate requesting any flexibility from what is allowed by ordinance. Commissioner Tapper noted that there is a section of sidewalk under the interstate bridge that stops around the west edge of the subject property and would appreciate the extension of that sidewalk to the east with this project. Commissioner Teri Lehner concurred. Commissioner Rob Stark asked what the max capacity of the event center would be. Mr. Schneider said it would likely fit 80-100 people. Michelle Weintzetl, of the applicant team, added that the development team is currently conducting a study that will assist in verifying the event center's needs for size. Councilmember Gabler asked if all three buildings in the first phase would be connected. The development team confirmed. Commissioner Tapper asked if the parking shown just east of where East Broadway Street ends is necessary for the development, as a portion of it does not appear to be on the two subject properties. Mr. Schneider said it is necessary for development circulation and required parking minimums. Councilmember Sam Murdoff asked whether the stormwater ponds identified on the site plan would be enough for the concept. Mr. Schneider said that it is likely that the stormwater area would be enlarged to support the development, but the two locations identified would work together to support it. Ms. Schumann addressed the next steps for this concept, including the need for the property owner to petition for annexation before submitting a formal land use application. The City Council is required to acknowledge any petitions for annexation prior to considering development of an eligible property in the township. No action was taken on the agenda item. 3. Adjournment By consensus, the meeting was adjourned at 5:42 p.m. Recorded By: Hayden Ha Stensgard/2� Date Approved: May 7, 2024 ATTEST: Angela Schurra a0mmunity Development Director 7. 0 U 0 Z w CO rn 0 0 LO CO a LO LO vi J 0 a a w Z Z 7 0 CO lL Z) U) V, w D Z w a a z w x 0 r, wsb"/ June 26, 2024 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: Schnieder Commercial Development (Broadway Plaza) Development Stage PUD & Preliminary Plat Submittal & Review City Project No. 2024-010 WSB Project No. 024950-000 Dear Mr. Leonard: We have reviewed the Broadway Plaza development stage PUD site plan and preliminary plat dated June 4, 2024. The applicant proposes to construct a hotel, convention center, and a restaurant on two parcels totaling approximately 7 acres along Broadway Avenue (CR 15) on the south side of Interstate 1-94. The documents were reviewed for general conformance with the City of Monticello's general engineering and stormwater treatment standards. We offer the following comments regarding these matters. Applicant should provide responses to comments provided on the attached redline plans and below General & Preliminary Plat 1. City staff will provide additional comments under separate cover. 2. The proposed development appears to utilize land designated as the City of Monticello and MnDOT right-of-way. Please verify proposed project limits, coordinate with the appropriate landowners, and obtain formal approval for use of this property as required. 3. Show 12' perimeter and 6' side -yard drainage and utility easements on the plat and plans. 4. The Fire Marshall and/or building department will review required fire hydrant location(s) and emergency vehicle access/circulation. Fire truck circulation will need to accommodate the City's ladder truck. Provide a turning movement exhibit to show that a fire truck can access all building structures, cul-de-sacs, roundabout areas, and parking lots as applicable. Additional comments may be provided under separate cover. 5. With future submittals, provide additional sheets including an existing/removals plan, full erosion/sediment control plan, and standard details plan. It appears the project will M:\024950-000\Admin\Docs\2024-06-12 Submittal (Preliminary Plat)\_2024-06-26 Schneider Commercial Dev - Preliminary Plat - WSB Engineering Comments.docx Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 2 disturb more than one acre and a SWPPP will be required, consistent with the MPCA CSWGP standards. 6. Additional comments have been provided directly on the plan sheets. Not all comments on the plans have been summarized in this review letter. Site Plan (Sheets A010, C100, C101, C102) 7. Include path/sidewalk along Broadway Avenue with the project and plans. a. Show connecting to the existing sidewalk near Meadow Oak Avenue. b. Width of sidewalk needs to be 6' and match city details. c. Sidewalks are typically offset 1' from property line. If the sidewalk is to remain next to the parking lot, it will be required to be located within a public sidewalk easement. d. If the sidewalk is installed adjacent to the roadway, concrete curb and gutter will be required. 8. Show/note pedestrian facilities including trails, pedestrian curb ramps, and sidewalks on the site plan. 9. Streets, parking lots, and utilities shall be designed in accordance with the applicable City Subdivision Ordinances and the City's General Specifications and Standard Details Plates for Street and Utility Construction. In -progress with plan revisions. Gradinq & Erosion/Sediment Control Plan (Sheets C200, C201, C202) 10. Locations where an EOF, Rain Guardian, or other concentrated discharge points over vegetated areas will require a permanent stabilization method such as rip -rap or permanent turf reinforcement matting. 11. At EOF locations for all basins, show the grading/contours in those areas to facilitate the overflow conveyance. 12. Identify and note all areas of "tip -out" curb and note on plans. 13. Retaining walls greater than 4' in height will require certified engineering drawings/plans form a registered structural engineer. A safety fence/guardrail will be required at the top of walls 4' or greater. Provide soil borings/geotechnical analysis for the area where the wall is proposed. 14. With final plan/plat submittal provide the following a. In general maintain all surface grades within the minimum of 2% and maximum 33% slopes. Vegetated swale grades shall also be a minimum of 2.0%. b. Drainage arrows on plans showing direction of runoff. Note specifically high points between each side -yard swale. c. Include percent slope In all other swale locations and verify that it meets the City requirement of 2% minimum. d. Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). e. Note the size of proposed storm sewer structures. 15. An NPDES/SDS Construction Storm Water General Permit (CSWGP) shall be provided with the grading permit or with the building permit application for review, prior to construction commencing. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 3 16. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. a. Include silt fence around infiltration bmp's to minimize compaction of soils. b. Include a rock construction entrance on the west entrance or show it blocked off during construction to limit sediment tracking Add a note on the construction plans for street sweeping on adjacent impervious as necessary. Provide redundant perimeter control around the wetland areas. Silt fence should be double layered to a 3 foot minimum separation and 5 foot maximum separation (if applicable, a wetland inventory has not been provided yet). 17. A full review of erosion/sediment control and SWPPP will be conducted with the final plan/plat submittal. Utility Plan (Sheets C300, C301, C302) General: 18. With final construction plans, provide confirmation of MDH (watermain) and MPCA (sanitary sewer) plan review and permitting. The City engineer will need to review and sign the sanitary sewer permit. Based on the current design, it appears the applicant will also be required to apply for a permit from DLI, provide copies to the City. 19. Any public sanitary sewer and watermain shall be encompassed by drainage and utility easements where located outside of public road right of way. Drainage and utility easements will need to allow for a 1:1 trench from the invert of the utility with a minimum of 20' centered on the utility. 20. Provide dimension notes from watermain to parallel sewer mains (storm and sanitary sewer); the minimum horizontal separation between mains is 10 feet. Where watermain crosses any storm sewer or sanitary sewer, add a note at each location to the effect of "Maintain 18-inch Separation, 4" Rigid Insulation". If offsets are required where conflicts with normal watermain pipe placement occur, add appropriate details to the plans. 21. Label the pipe material/strength designation for utility pipes, i.e. SDR 35/SDR 26 for sanitary sewer and DR designation for proposed PVC C900 watermain. 22. Label all watermain fittings. 23. Add general notes to the utility plans to the effect of: a. The City shall not be responsible for any additional costs incurred that are associated with variations in the utility as -built elevations. All utility connections shall be verified in the field. b. The City, or agents of the City, are not responsible for errors and omissions on the submitted plans. The Owner and Engineer of Record are fully responsible for changes or modifications required during construction to meet the City's standards. c. All watermain and sanitary sewer testing shall be conducted in accordance with the City standards and specifications. Copies of all test results shall be submitted to the City (Public Works Director, City Engineer), the Owner, and the Engineer of Record. d. Watermain shall have a minimum cover of 7.5'. e. Tracer wire installation shall be in accordance with the latest edition of the MN Rural Water Association Standards. See these standards for further details. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 4 The City will require televising for sanitary and storm sewer pipe installations prior to accepting a warranty for the utility system; provide report and video files to the City for review. Watermain: 24. Hydrant locations shall be reviewed and approved of by the City Fire Marshal; typically, a maximum of 250' overlapping influence radius (maximum 400' spacing) is required along roadway (hose length). Provide an exhibit showing hydrant influence spacing. 25. The watermain connections to the building shall be reviewed and approved by the City Fire Marshall. 26. Consideration of future watermain looping needs and stubs for future phases or other adjacent developments will be required. City staff and/or City Fire Marshall may provide additional comments on this item. 27. Verify existing watermain will have a minimum of 7.5' of cover after grading; it appears that there will be a cut in grade of approximately 1' within the proposed parking lot. Sanitary Sewer: 28. The maximum spacing for sewer service cleanouts shall be 70'. 29. Provide sanitary sewer service inverts at the building connection/location and note percent grade. Storm Sewer. 30. Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). 31. On the final plans, note the sizes of the proposed storm sewer structures. 32. Storm catch basins shall have a minimum depth of 4.0' to prevent freezing. Stormwater Management 33. Below are General Stormwater Requirements for the Site: a. The applicant will be required to submit a stormwater management plan for the proposed development in accordance with the requirements in the City's Design Manual -in progress b. The proposed development appears to use land designated as the City of Monticello and MnDOT right-of-way for stormwater management. Please verify proposed project limits and coordinate with appropriate landowners. Stormwater ponding should be onsite and outside of the ROW where possible. c. The new site will need to provide onsite volume control for runoff of 1.1 " over the new impervious area, Pre-treatment measures are required prior to discharging to the volume control BMPs, pending soils verification from geotechnical report. d. An operation and maintenance plan for all stormwater BMPs is required and should be submitted with the stormwater report for review. e. The site is outside of the DWSMA and is not subject to requirements of the City's Wellhead Protection Plan. 34. Two feet of freeboard is required from the HWL of a basin to the low opening of a structure. Two feet of vertical separation is also required from an area's EOF elevation to the low opening. a. EOF for the basin should be a stabilized EOF to prevent erosion and bank failure. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 5 b. Provide energy dissipation at outlets entering stormwater bmp's 35. Include storm sewer sizing calculations with future plans. Refer to Monticello Design guidelines for Storm sewer requirements. a. Provide calculations for the proposed storm sewer pipes and culverts. b. Refer to the design guidelines for velocity requirements at discharge locations 36. Provide a full geotechnical report to verify soil conditions and groundwater elevations within the site. a. A piezometer shall be installed in order to ascertain the level of the local groundwater table and demonstrate at least three feet of separation between the bottom of the proposed facility and the groundwater. b. The soil boring is required to go to a depth of at least five feet below the proposed bottom of the STP. c. Websoil survey shows c soils for the infiltration basin. Provide calculations on the proposed draw down time or propose soil corrections. i. With the poor ability of c soils to infiltrate when wet there is concern that the basin wont function over time. 37. The last structure prior to discharge to a stormwater BMP is required to be a 4' minimum sump structure. a. CB11 is being proposed as a 3' sump. City standards require a 4' minimum depth for sumps. If the depth cannot be met with the structure additional upstream sumps could be required. b. CB 4 or stmh3 should have a sump for pretreatment before discharging into the existing infiltration basin. Traffic & Access 38. The applicant is proposing two driveway access points along Broadway Street, the west driveway is located approximately'/4 mile east of Meadow Oak Ave and the east driveway is approximately 300 feet east of the west driveway. A third access is also shown at the corner of Broadway and Meadow Oak Drive. MnDOT Access Manual Guidelines for Spacing between Adjacent driveways (high -volume commercial uses) along a 50-mph roadway is 425 feet. Shift the eastern access to the west to align with Meadow Oak Drive to allow for improved visibility due to the 90-degree turn in the road. 39. Provide a traffic study for the proposed development, include an evaluation for the need of turn lanes at the two main site access points. 40. Based on an initial review of the site, the proposed use may generate over 1,000 daily trips during non-event days and likely over 2,000 trips on event days at the convention center based on land uses and parking stalls provided. The existing Average Daily Traffic on Broadway Street is 1,150 vehicles per day. The addition of the proposed traffic would likely more than double the ADT on Broadway Street. Clarify the size of the restaurant, site plan shows two different square-footages. 41. Thirteen accessible parking spaces are proposed and meet the threshold of eight for a parking lot with 301-400 spots. Parking lot photometrics to be provided in a future submittal. Add different color isolines for fc values in 0.5 increments to show contour map. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 6 43. Provide sight line exhibits for accesses along Broadway and show that intersection/driveway sight distances will be met. Wetlands & Environmental 44. A wetland delineation was completed within the project area in June 2024 by Granite City Environmental and was submitted to the County for review and approval. One Type 1/7 wetland was identified during the delineation. The wetland boundary should be included on the site plan. If the wetland will be impacted by the development, a replacement plan application will need to be submitted to the LGU demonstrating avoidance and minimization of the wetland. If wetland impacts are approved by the LGU, evidence of wetland mitigation as agreed upon by the LGU should be provided to the City. 45. The City requires that a buffer be established around existing wetlands based on the quality of a wetland as determined by a wetland functional assessment such as a MnRAM or similar. In order to determine the quality of the delineated wetland and subsequent buffer width, provide a MnRAM functional assessment to the city. Low quality wetlands require a maximum buffer width of 50 feet and a minimum of 10 feet with an average of 25 feet. Buffer distances increase as wetland quality increases. There is also a requirement for a structure setback from the buffer of 15 feet. The wetland buffer should be included on the site plan. Please have the applicant provide a written response addressing the comments above. Feel free to contact me at 612-419-1549 if you have any questions or comments regarding the engineering review. Sincerely, WSB �;� L James L. Stremel, P.E. Senior Project Manager `o U } 4 KEY NOTES O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 11C102 O2 NEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL. SEE DETAIL 21C102 ONEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 31C102 ONEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. IVIQII IIQIII VI IOUL VI JIUGVVU1M II VI II centerline and edge of roadway -Connecting 8' trail to 6' sidewalk? dop fx, .01 20' , 29.1' 1- - 9 \Ak ...... Iwo I S� Q o0 I COUNTY HIGHWAY NO. 75 I I P:%Projecls).Projects - 202402216050 - Monticello Hotel & Corn. Center',2. DesignO. Drawing FIes112246050 C100 - Site Plan.dwg > W22,01 MMI■ SYMBOL LEGEND PROPERTY LINE NEW LIGHT -DUTY EASEMENT LINE BITUMINOUS PAVEMENT RIGHT-OF-WAY LINE SEE DETAIL 11C102 SETBACK LINE .. NEW LIGHT -DUTY CONCRETE PAVEMENT ' SEE DETAIL 21C102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 31C102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. I:� 0 8.8' 3.1' — W � W W W U)_T_ Q� w 00 W Cn I NORTH 0 15 30 60 WS B reviewed June 20, 2024 2 r Z G E S c_ L E o U rn � (� 00 C C U)o0 MN c� a' (D " O y C o J w 0�� v R 0. W 0 W W Z ce) Z W � Q I Z 2 UL0 VJ T-- > LLI J W L1) ITLL O X X Q N Q i- <_j o LU 3: 0 �_ O Q 2 O Ql U Q7 U a I herehy certify that this plan, :-,pecifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota, Thomas J. Herkenhoff• P_E. Date: 06.04.24 Lic No,: 25520 1 Rev. Date Dr.!x:ripbon Projetct # 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: SITE PLAN Sheet: KEY NOTES 1 O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 1IC102 O2 NEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL, SEE DETAIL 2iC102 O3 NEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 3IC102 O NEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. (D NEW TRASH ENCLOSURE. SEE ARCHITECTURAL 4E NO.94 O NEW MONUMENT SIGN, SEE ARCHITECTURAL ONEW CURB CUT ` Y —, 9' PAProjectslProjects - 2024\12246050 - Monticello Hotel & Conv. CenbWQ. Design\B. Drawing Files1122460SO C 100 - Site flian.dwg GENERAL PROPERTY LINE EASEMENT LINE RIGHT-OF-WAY LINE - — SETBACK LINE SYMBOL LEGEND -- NEW LIGHT -DUTY BITUMINOUS PAVEMENT - SEE DETAIL 1/C102 NEW LIGHT -DUTY CONCRETE PAVEMENT SEE DETAIL 2IC102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 3IC102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. . o �M a)Z E � E � O .i cs C E U O W Q� m N C _ � O V CID M� w J w CAM W J No N O � O 1 - 171 1 04 ITYPI�� j— O Oil U 24 N %Il O �1 LL O N O 40 N — — x 1- j n a- I � x ao r \ POTENTIAL I \ FUTURE PARKING LOT �i Provide commercial entrance or BREAK LINE —S'E SHEET G 102 valley gutter per City detail plates amr c7 • _ I f I --- — — - NORTH 0 15 r- 00.0 W 0 W W z M zLO Q z=� z U�w VJ I— J LLJ M O _y U N a_ z QJ O U_ 0 0C c O ly-10 y W .o a` I hereby oertify that this plan. spedf"tions or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. EROSION CONTROL NOTES 1. See Shiest C202 for Erosion Control Notes. GRADING NOTES 1. See Street C;202 for Grading Notes. -Provide EOFs for all low points in the parking and green space areas -Retaining walls greater than 4 feet in height shall be designed and certified by a registered professional engineer and shall include a railing at the top of the wall. A drainage swale is required behind all retaining walls. Retaining walls are not allowed in the right-of-way unless approved by the City. IleI • f • - 954.50 TC 954.00 GL '.30 954.00 GL yS� I � ` 954.00 RIM .iX� / f ! 954.70 TC r 953.81 GL 9 954.50 BW SYMBOL LEGEND 9F�0 - 949 - 2.0% EXISTING CONTOURS PROPOSED CONTOURS - MAJOR INTERVAL PROPOSED CONTOURS - MINOR INTERVAL GRADE BREAK LINE GRADE SLOPE SILT FENCE, SEE DETAIL 1/C202 ROCK CONST. ENTRANCE, SEE DETAIL 2/C202 INLET PROTECTION, SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL- GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW (') - EXISTING TO BE VERIFIED I 958.50 957.00 TC I 954.50 BW 954.50 BW 954.50 GL 96 9 953.00 GL f 953.26 GL954 i� 953.30 GL 952.50 T 952.00 RIM 9h3 _ • _ram - --T-- - - - -I I� r- - 955 40 f HP I �1 i 954.32 GL / i i :c t 1 �I I lei 945.13 952.50 952.00 RIMCh - �I W 11 1' I I�_954.70 TC 1T 954.20 GL I 953.81 GL \IIII , �---r --J , 11 11 111 \ - 952.40 GL -,- ---952 952.80 GL I• 9` 1 11 958 952.40 GL 951.97 52.10 TC 953.25 951.47 RIM - _ 951.60 GL 952.75 GL 953-30 TC 952.80 GL 952.00 GL T 952.08 GL I 952.75 TC - 952.25 GL I III � 11111 I I I I f I I I I l f I I I I951.50 TCNat, I I 1 I _951.00 RIM 9S? 952.35 GL L- - . -.- � - - J _ L. �l f f �f !! • - 9s�2.00 d. W EXISTING INFILTRATION BASIN, j' 1 ` 1 \ _ I 954.00 GL 953.00 GL �3•� GL Q 100-YR HWL: 947.18 I ( I I t 1 ' 1 _ - _ 1 - - _ \ 1 SOT: 943.00 953.4 ` Uj 945.13 FE5 / _ - - - - - �,► " ' 954 loll 952.00 RIM Uj 50.50 -_ - - - - ------_------ - _ ' r ' `.�- - �"� ` � .." __ .TJG- 963- .- - - - - - r. .-. - - SILT FENCE (TYP) � Lij - Uj -- EOF I - z � UI i C 1J U) W-- r--``r---------'-"COUNTY HIGHWAY NO. 75 r Show impact of trail on grading I .Fr:_ �- a . a t ::,I` r - `.i ,nucello HcM B Conv. Owterl2. Desigh%B. Drawing Files112246050 C200 -Grading Plan.dwg 952.60 GL L 952.81 TC 952.31 GL --�iilJifll� NORTH i, 15 3 0i 0 z 0 U I� C) z 0 U 0 U_ f- 0 z 7Q J W M �U-) �Z � C t C O ` o 0 Nq. C a = W W �' o aocnM N C O 0� W 0 W W Z co Z > U-) 2 U U) M V-- W J W 0 Q N Q n� QJ O LLJ U_ Do Q 2 0 111-10 I hereby certify that this plan. specifications or report was prepare<f by me or under my direct supervision and that I am a duty licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project il: 122466050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN Sheet I I I I I °4E NO. 94 1 955.00 GL -95 957.00 BW EROSION CONTROL NOTES 1. See Sheet C202 for Erosion Control Notes. GRADING NOTES I . See Sheet C202 for Grading Notes. ' 'N954 .- W T Provide existing contours on adjacent property �- 952.94 GL - -- - ~ • 952 00 GL �! 953-- ori to show drainage and approximate matching - 952- 951.04 GL 953 -952951.97 `-95 953.69 3 ,._ - ~' 950.90 RIM 1 953.19 GL / 953 951.47 GL HP 00 FFE 00 F 953 4.00 FFE r°� 951.68 GL E 952.18 TC, - -- �� I 952.00 GL � • 1 I ` I 1. 9s 947 ? 94 948 PROPOSED 9 951'950.------INLE7 ON (14 PRO ECTI ) TEL/CONVENTION CENTER/RESTAURANT 952.80 GL - I I 3L 52.45 B 953 95:2.90 :T::/f FLUSH CURB 952,95 T B 953.30 Gw. L _ 952.45 GL 9953 ' 952 INLET PROTECTION (14 TYP951.68 ) - -•-\9 C 5 • _ 951.18 RIM S2�' -__ 952.45 GL itH - -952- - -- 9 \` I o o � W N U I I W I W I W Cn Gr_ W I. -GO W-._-_ VJ 1 BUILDING I t 4 t f SYMBOL LEGEND 950 949 - -0 0 0 0 0 EXISTING CONTOURS PROPOSED CONTOURS - MAJOR INTERVAL PROPOSED CONTOURS - MINOR INTERVAL GRADE BREAK LINE GRADE SLOPE SILT FENCE. SEE DETAIL 1/C202 ROCK CONST. ENTRANCE. SEE DETAIL 2/C202 INLET PROTECTION. SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL - GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW (') - EXISTING TO BE VERIFIED z O U U7 z O U O UCn W U, �Z ��� r c "Co O' U EL) I c CoC i.. C 0 u7 0 3 0 Co m u co = o J W o c'n r#i _ K N R O i W - LlJ W z V M z> tf) Z 2 � U�/'�MW VJ T-- -1 W � 0 LL -S `L G • O LL O 953.00 GL 949.20 UJ Ali 1• LL Q z G l SILT FENCE (TYP) - - - - - - - - - - - _ - o°a o o - - - - - - •- - 949- - - - -- - - r"- > » -- - -s - - - - - : _ := - - -952- - - -- - - -- -- - - -- --_--- _ - - - °�000 -ROCK CONSTRUCTION NTRANCE_ 1 -- - - s-� -- _ 952.41 GL* 952.3 2 B• POTENTIAL a ... '. _ __-FUZUR_E 952- I _- --•.-- - �r- PARKING LOT` • . Show impact of trail on grading BREAK LINE - SEE SHEET C202 • . ' , �L- 953.00 GL 953.36 GL IIINN , O�L� O 95414 TC 953.64 GL l i953.25 TC; T2953.20 GL i GL j952.75 GL T 953.34 GL 953.00 GL ts3 952.88 GL 953 i . 4 T r' - - 952.37 TC 952.74 GL 952.34 GL 951.87 RIM � - - � --. .- ---- :=�-..: _. - :.•sue--=r•..- p:lProje tsVNvJects - 2024112246050 - Monticero Hotel 8 Conv_ Center12. DesignlB. Drawing Files%12246050 C200 - Grading Plan.dwg i 953.30 GL 1 1 Ul o� ' 952.96 GL FLUSH CURB 953.83 TC i 953.33 GL 953.00 GL / / 2. r 952.00 GL 962-90 • _ � �. ____ ice- _ � T 949.06 GL Q, 948.76 GL 94&50 TC 948.00 RIM i 948.20 GL + t\ 9,48.50 948.00 RIM 951.10 GL (/ 948.45 GL 000 p / - - 5T o 0 0°00 - �_ - 948.85 GL -952 >o o a - ° ° 000 T - - -'-'_9 o a p o 0 951.40 GL i f Q.o� cfl cD NORTH 0 15 30 + N Q _nJ QJ J U_ O 2 O Q. J W a: C� I hereby certity that this plan. specifications or report was prepared by me or under my direct supervision and that I am a duty licensed Professional Engineer under the laws of the state of Minnesota. Y, L14 Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev_ Date Desc Vwi Project #: 12246050 Drawn By: KBK Checked By_ TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN _•,vf•t 201 , Extend watermain to western .' property limits for future loop to Shadow Oak Ave , e L: I / i lb W % > 110� �O M� W ' W W — I W , Z 1 1 I W M � W ` I UTILITY NOTES See Sheet C302 for Utility Notes SYMBOL LEGEND STORM MANHOLE CATCH BASIN CURB INLET FLARED END SANITARY MANHOLE HYDRANT GATE VALVE & BOX WATER SHUTOFF CTV OE UE FO T I I OT CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE ELECTRIC UNDERGROUND LINE FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE SANITARY SEWER PIPE STORM SEWER PIPE TELEPHONE UNDERGROUND LINE WATERMAIN PIPE DRAINTILE PIPE I I 171 LF 15" HDPE Q 0.37% I x'G0 & ^ I 0 LU (L^ C3 u_ J t` 0 n I r - 6 sCF r2"y0A I F@n CN 1 tkby�,. 8' C900 WATERMAIN _ I I�I�I--I—•I--I�1 , 400 LF 8" PVC Q 0AMa _ > > > > --__----_-_ _--__�--____� _ - jam,-------2-�> > > > 486 LF 12" HDPE Q 0.30% » )>» » )>»� ) » - » » > » Fg �6 �►- SILT FENCE (TYP) C; Q LI J LLJ LlJ p < wzWWM �F �o , /ifOC Cn = U M -� U W COUNTY HIGHWAY NO.75 NORTH ` 0 15 3 PIProjectslProcects - 2024\12216050 - Monticello Hotel & Conv. Centerl2. DesigMB. Drawing 4losk12246050 C300 -Utility Plan.dwg ' 6v6 `v� \ �6����`�� GP 664A,� yOp_ — — F� .. 30� ci � z _-- mZ co = iA c E V♦ �C/)0 oco2 o (D i w cD = o 00 rt,J C4 0 N 0 z O 1 CU U) z O CU W O LL O z z L W OC W OW W zM 0) zw� Q z UMW 2 � VJ V-- � J O W LL — c U Q N Q J g Q o w U 00 z Q 2 0 m C0 F- a I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: UTILITY PLAN C300 a UTILITY NOTES SYMBOL LEGEND ' 1. See Sheet C302 for Utility Notes O STORM MANHOLE CiV CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE O CATCH BASIN oE f ELECTRIC UNDERGROUND LINE CURB INLET FO FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE FLARED END > SANITARY SEWER PIPE SANITARY MANHOLE » STORM SEWER PIP HYDRANT T TELEPHONE UNDERGROUND LINE 1 1 WATERMAIN PIPE ►t GATE VALVE & BOX oT DRAINTILE PIPE WATER SHUTOFF E NO. 94 - ;Cf LIGHT POLE Provide assumed INV and slope Nbl ' information for sanitary sewer services �' All sanitary sewer \ 5� �h0;�0 ' services to be SDR 26=j '' �► O ��Q� PROPOSED PO4 614 I �� •� .� �� INLET PROTECTION (14 TYP) `, Cl .,ONVENTION CANTER/RESTAURAN U BUILDING 5\ o 100 CV p. O 6 5� GPI ':9 � 0 — , — " Ql` 66 Gbh orb' W `fig+ Olb G°�\G JP - $-----W \. / 250'-0" LL °I ,�G0,9� :`O ROTE TIO (14 TYP) � � �fO � SO 1 f CO P ' .. �'-0,,. -------- _�_- --_ -- tip' .h Z Go �+O� '� 1 282 LF 18' HDPE @ 1.1296 — — — 8" C900 WATERMAIN pG,�d'� - Z 400 LF 8" PVC @ 0.40% . A 400 LF > > > > > > --- > ---+ > > > > > >— > > 8 PVC 0.4096 468 LF 12" H DPE @ 0.3096 ��` \ ; > > �__ > > '�'—_ > > 5J > T— > .ILT ►' F �� \joQ1�o ' 8 C90tk 0 WATERMAIN Ii. _ �/ �G P\� �q� g4P �F ---» > i0 9• �\ F .1 ,O°` �^ 0` ° O I I I -- 1 1 1 I I I O�t� ��` �'1' ', \� �9"S� v „� �j x Q+GQo o\\\��J ` ROCK CONSTRUCTION ENTRANCE \ \ G�PGy4s �.\0CY)� W Q.G 0OrIle F 9 „Q17. , 040 0 Label all watermain fittings �a� ��J�� o ���� co "bsb0h -- POTENTIAL o\5 °y^I, ���''�ti°� PARKING LOT \ W\QQ� `tom Provide a profile view of the utilities �P J�'�Qi I OG- Q, = identifying all utility crossings �� \\a5 5� - —'C' \�- \\\ `\\ �O Q\Q�\� y� Replace existing 12"- 90 degree bend with a 12" tee /�'v / X W — / Q�P ,Q'. c�J -Discuss potential 12 looping to the west based on \ 0 1 \` Provide existing storm �P , future demands including the hotel W manhole information ,' - �� . -Otherwise, connect with 12x8 reducer, 8" gate valve U `\ BREAK L E,--SEE SHEET C302 Jv / IKI a? •81 2 - - _ _ - - - _ -- -s-- --• ---- NORTH P:IProjects\Projects - 2024\12246050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Flles\12246050 C300 • Utility Plan.dwg K - F yo ;f ,I A W a3 7 r i w 7L77mm�� 0 15 30 60 Ci z (.0 _ u) LD w CZ ph r n C c -a �_ O" (O 0 U €Z3 w:04 a) V ♦ L = � �000 o m .� j M V l0 oD c W J CD = O G W ��M 1r) c N O Q� W 0 W W ZM ZW Q 11111 Z UMW VJ T- J 0 W to LL c m U Q N �. < O J _J U 3 : Q P: O Q 0 m W a` I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that 1 am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Project #: 12246050 Drawn By: KBK Choaod By: TJH Issue Date: 06,04.24 Sheet Title: UTILITY PLAN Sheet: C301 RCP 18" and less shall be Class 5 U' BREAK LINE - SEE SHEET C301 v I� \ Describe connection to existing sanitary manhole (Core drill with water -tight boot, reshape bench, etc.) -Provide detail w � I i� INLET P�OTECTION (14 TYP) I �r SYMBOL LEGEND O STORM MANHOLL O CATCH BASIN ❑ CURB INLET ® FLARED END O SANITARY MANHOLE HYDRANT ►/ GATE VALVE S BOX ® WATER SHUTOFF ;O. LIGHT POLE UTILITY NOTES CTV OE UE i= 0 CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE ELECTRIC UNDERGROUND LINE FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE SANITARY SEWER PIPE STORM SEWER PIPE TELEPHONE UNDERGROUND LINE WATERMAIN PIPE DRAINTILE PIPE 1. It is the responsibility of the contractor to perform or coordinate all necessary utility connections and relocations from existing utility locations to the proposed building, as well as to all onsite amenities. These connections include but are not limited to water, sanitary sewer, cable TV, telephone, gas, electric, site lighting, etc. 2. All service connections shall be performed in accordance with state and local standard specifications for construction. Utility connections (sanitary sower, waterrnain, anti storm sewer) ntay require a permit from the City. 3. The contractor shall verify the elevations at proposed connections to existing utilities prior to any demolition or excavation. 4. The contractor shall notify ali appropriate engineering departments and utility companies 72 hours prior to construction. All necessary precautions shall be made to avoid damage to existing utilities_ 5. Storm sewer requires testing in accordance with Minnesota plumbing code 4714.1107 where located within 10 feet of waterlines or the building. HOPE storm sewer piping shall meet ASTM F2306 and fittings shall meet ASTM D3212 joint pressure test. Installation shall meet ASTM C2321. 7. All FRCP pipe shown on the plans shall be MNIDOT class 3. 8. Maintain a minimum of 7 '/2 of cover over all water lines and sanitary sewer lines. Where 7 �4' of cover is not provided, install 2" rigid polystyrene insulation (MN/DOT 3760) with a thermal resistance of at least 5 and a compressive strength of at least 25 psi. Insulation shall be 8' wide, centered over pipe with 6' sand cushion between pipe and insulation. Where depth is less than 5'. use 4" of insulation. 9. Install water lines " above sewers Where the sewer is less than 12" below the water line (or above), install sewer piping of materials app ed for inside building use for 10 feet on each side of the crossing_ 10- All - ermairt piping shall be class 52 ductile iron pipe unless noted otherwise. See Protect Specifications for bedding requirements. h1�1�16_ Minimum 18" separation between water and sewer � 9 ,51. -Insulate when separation between water and 12. Pressure test and disinfect all new waterniains in accordance with state and local requirements. storm sewer is less than 36" F 8" PVC / �� �a�J , 13. Sa ' ary sewer piping shall be PVC, SDR-35 for depths less than 12', PVC SDR-26 for depths between 12' and 26'. and class J< . 0.40`" �� �2 D. for depths of 26' or more. c A10 JG� c� All sanitary sewer 14. A structure adjustment shall include removing and salvaging the existing casting assembly, removing existing concrete rings to 5��h services to be SDR 26 the precast section. Install new rings and salvaged casting to proposed grades, cleaning casting flange by mechanical means to insure a sand surface arvd install an external chimney seal from casting to precast section. Chimney seals shall be Infi-Shield Uni-Band or an approved equal, I I'r ./ r '1 P %Projec:tsTrojects - 2024\12246050 - Monticello Hotel & Conv- Centerl2. Designl6. Drawing Fdes112246050 C300 -Utility Plan dwy i' r \. Vt{I1 '/9`�,'L .10 OG<"v� 7\ NORTH 7.77....� 0 1, -01 CITY OF Monticello June 20th, 2024 Re: Schneider PUD/Plat/rezoning/annexation City Planning File # 2024-22 General Comments PHONE:763-295-2711 Fax:763-295-4404 505 Walnut Street I Suite 1 I Monticello, MN 55362 The City is not responsible for errors and omissions on the submitted plans. The owner, developer, and engineer of record are fully responsible for changes or modifications required during construction to meet the City's standards. After review of the most recent land use application plans dated 06-04-224 for the proposed development in the City of Monticello, we have determined the following based on the 2020 MN State Fire Code: 1. The applicant will verify that all access drive spacing in the parking lots are at least 24ft wide for aerial apparatus access and circulation within this lot. The allowed decrease is from the required 26 feet width specified in Fire Code Appendix D105.2. 2. The applicant will verify and provide full turning radius in access roads for the City's aerial apparatus as required in Fire Code Appendix D103.3. 3. The City of Monticello has adopted appendix P of the fire code. This requires that a building has adequate first responder radio coverage. Please work with the Fire Inspector to comply with this section. 4. The city requires that you install a fire key box on the outside of your building. Please work with the Fire Inspector on this requirement. 5. We require that you work with the Fire Chief/Fire Inspector on locating your Fire Department Connection for the sprinkler system. The Fire Inspector must approve the location before it is installed. www.ci.monticello.mn.us � ciiv of Monticello PHONE:763-295-2711 FAX:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 6. Finally, we are requiring hydrant spacing at 400 feet based on Fire Code Section 507.5.1 exception number 2. These items are subject to approval of the Monticello Fire Chief and Fire Inspector. This is a preliminary list of items that would need to be addressed. Please have the applicant provide a written response addressing the comments above. Please contact the Department of Building Safety with any questions. Sincerely, Aputrq'w� Chief Building Official/Zoning Administrator www.ci.monticel lo.m n.us O� Ln Ny? o f a o ZSI in d (A or- 1 � 1 .41 co 1 / ,� CJ M fV 40 i � p ul C C O in f013 N Im a, FL J / f LL A d r' = n d C 3 CYI =- ¢v U. C t0 V A U f p LA-C ek G C 2 a M CL 2 u W 0 3 N 3 a =° d 6� •C LL m Je u r� L 7 L 0 V �' V 6 yh h 4 V bj s0+ O « Q f to m U •� 10 C � so f�� O �" Vv LL �! O Of O LL 0� ^ p 3 0 } H LL W A p }W� r, 1'�� a s 3 m o ti a cri 3 of � 0 .Ni N �wj N �•1 LO CO 14 N N to �.i 00 o ly WA -44 ra � snua�:ao w¢rw. ai+a � aauazszw scsesv Sz.a a;, a:ls �3t:: lN.�:7NNt� o U Z � o tL i k s W K q gp 0 g5555��� g� sE�i �pg Lu ��4:ggsg8$Fg6'8Ei! a � 13S AMVNIW113bd to. t -S. ', S• _. �• _• a• i_i-..fit.. ? •• "• _. ? _. At I a a, •Ctkk L3. IL SkL k= k:k_;_ {i, tia t, s , a • - - ?-. L_i- Lin ],t k{],!i:, kiix 4it k=.ttit L=!tk-L A, 4Likt +. Y?L .iL .?= _kLYR=.Y=. .:L =. =. 1.3. IL k S? L L: L S. S. c' S. L L L R L L::?L%iY• k +...1. 8. ? %Irk =. LR L L=•S. k 11 .k t LitLti S.%S ttktta _ iii? a, t;t? R. S.tiii{ 3. k L L k LL= i;L s.+. La.L S.t.L IL A. kL?:. 3. :;s a ]_Lis Lis = +_•: t: ! R. LL LL L k=_ S.it-.tiiL'. '.?Y3L IL A.t kYiLk?LLLLi ki LLLLL?,. '!•t.? = : S. :,tkS.k 9. L i L t k t 4 L S. l t k i L IL L k k k k ta.t Ri a. t-t16?tk LR?Lti LY%:A. •LUs. :. :'i i?LL$�:{LLL Y3i� i.,= ? iL s. kkt.L?Rt R, ?'�ikY=%LiLis ' .LLi=. k�Y!iiiL L3. IL1. YYt? : R ;o IL L = } s LL!L= i: i:'o;;i IL k IL t iir, t.k= .it=• tI.&I.:YR k AL :Lice T. =.a. a. IL t3.3LL3.11. LLY L's LLkL LLk q. . i� iYLi=.? LLiLat L i i: t L: i i L L t,ti=_itLa,: :a :t e L L :, ; Si a i}. i L-{ l�'• : : L { Y L S. ? : 3 O• A. '. k t t kit t k % '_ {tfs? L'L 4 t - s.LS.L -L L=_ LS L. t a. Lk IL IL 5 t=. S. a.+. k=•= kt? 5 ki=. ;i 3. S.+ •.is. t k a. k a. .,?2.tL3 i S,ka t,: ;?L.LR?t .04 A.5=.RRYLLL a e ?::.ik+. S.kLs •.L% -_ s.i5a,bs,iLs.iLiita kJ.tL.3,Y].3i L=.•.iL - ♦+.kk?LL ,s_ ? kLL kris i{:•{{ .a.?Lkz :Li! ! Lit{; k? , k S•s.+. % - k{n, tLta. 26k51.1k= a q ,a {R ;q _. LL+.Sa.t k+.tLki L=_z. k L 1. i 70 Sr 4 z `�gyF _ i99 gE3 Fp j7 i;F:� Q=� r MONTICELLO HOTEL AND CONVENTION CENTER STORMWATER CALCULATIONS LARSON ENGINEERING MAY 16, 2024 CONTENTS: 1. Stormwater Runoff Summary 2. Existing Drainage Map 3. HydroCAD Report for Existing Conditions (2-yr, 10-yr, and 100-yr events) 4. Proposed Drainage Map 5. HydroCAD Report for Proposed Conditions (2-yr, 10-yr, and 100-yr events) 6. Web Soil Survey I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision, and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. JO°" May 16, 2024 53681 T.J. Rose, P.E. Date Registration No. NE &so m � Monticello Hotel and Convention Center SUMMARY OF STORMWATER RUNOFF Introduction: The project will consist of the construction of a new hotel and convention center, parking lot, and associated stormwater and utilities. Stormwater calculations were modeled using HydroCAD with Atlas 14 24-hour rainfall data. Curve Numbers used in the stormwater models: 74 — >75% Grass Cover, Good (Type C Soils) 98 — Gravel 98 — Impervious Existing Conditions: The existing site consists of a storage building and a large gravel area. The remaining areas of the site consist of undeveloped grass. The building and gravel area drain to an existing basin in the northwest corner of the site. Additional runoff from Old State Hwy 152 also drains into this basin. The basin does not have an outlet and contains all runoff from the 100-year event. The remaining areas of the site are undeveloped grass areas that drain to 3 depressions. The depressions are connected via overland flow and ultimately discharge to the 1-94 ditch. It is our understanding that the 1-94 ditch ultimately drains to the existing storm sewer along Old State Hwy 152. Proposed Conditions: A new infiltration basin is proposed on the south side of the site. The infiltration basin will outlet through a pipe and into the existing storm sewer along Old State Hwy 152. The existing basin in the northwest corner of the site will not be modified, but due to its large size, runoff from the new impervious surfaces will be routed to this basin. A pipe outlet will be added to this basin. Stormwater Runoff Rate The existing and proposed peak runoff rates and volumes are listed in the table below. Peak Runoff RATES (in cubic feet per second): Existing Proposed 2-year event 1-94 Ditch 0.22 0.00 Offsite South 0.72 0.62 10- ear event 1-94 Ditch 4.59 0.00 Offsite South 5.40 5.27 100- ear event 1-94 Ditch 16.35 0.00 Offsite South 19.13 13.72 5 Larson Volume Control: Per City of Monticello requirements, a volume equivalent to 1.1-inches over all new and fully reconstructed impervious surfaces must be retained onsite. The existing basin in the northwest corner of the site, as well as the proposed basin in the southeast corner of the site, will be utilized to meet this requirement. Since no stormwater calculations were done for the existing building and gravel, these areas will be included in the current project. Existing Building = 3,860 SF Existing Pavement — 1,591 SF Existing Gravel = 19,254 SF Total Existing Impervious = 24,705 SF Proposed Building = 29,230 SF Proposed Pavement = 171,196 SF Total New Impervious = 200,426 SF Total Impervious Area = 225,131 SF Required Infiltration Volume = 225,131 SF x 1.1 in 12 Infiltration Basin 1 P Impervious Area to Basin = 98,626 SF Basin Bottom = 943.00 Infiltration Rate = 0.8 in/hr Water Quality Elevation = 945.13 Provided Infiltration Volume = 18,761 CF Infiltration Basin 2P Impervious Area to Basin = 126,505 SF Basin Bottom = 942.00 Infiltration Rate = 0.2 in/hr Water Quality Elevation = 942.80 Provided Infiltration Volume = 7,692 CF Total Provided Infiltration = 269453 CF 20,638 CF Infiltration Rate Infiltration rates were determined using Web Soil Survey and visual inspection of the existing soils. The west basin is existing and was visually noted to be a gravelly sand. The east basin infiltration rate was determined using Web Soil Survey, which indicated Type C soils. Pre -Treatment Pre-treatment will be provided with sumps in the upstream manholes. Wetland Impacts No wetland impacts are anticipated as part of this project. —_---_——_—_------_.---------------—_..--------------_-._-----.---------------------------- � ------- NORTH 0 60 120 NO Larson SUM Enginewing, Inc. EXISTING DRAINAGE MAP 0 M4 Lamm Enpnemry Irc A n" rourved OF -----f�MR/ |2R �J ' /____ Runoff to -94 Ditch Run0fillouth / 'A\ OB (D) `--' 1P` 2P V� /4�� ubca� 7Re a 7r-h /4n Monticello Hotel - Existing Prepared by Larson Engineering Of MN HydroCADO 10.20-4b s/n 01934 U 2023 HydroCAD Software Solutions LLC Printed 5/2/2024 Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration BIB Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.81 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.18 2 3 100-Year MSE 24-hr 3 Default 24.00 1 6.93 2 Monticello Hotel - Existing Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 386,101 74 >75% Grass cover, Good, HSG C (A, B, C, D, E, F) 3,860 98 Existing Building (A, B) 61,759 98 Existing Gravel (B, D, E) 16,984 98 Existing Pavement (A, B. D, E) 468,704 78 TOTAL AREA Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 4 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Perviousllmperv. Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=77,967 sf 12.22% Impervious Runoff Depth=1.01" Flow Length=159' Tc=11.2 min CN=74198 Runoff=2.47 cfs 6,554 cf Subcatchment B: Runoff Area=182,245 sf 37.44% Impervious Runoff Depth=1.46" Flow Length=211' Tc=9.1 min CN=74/98 Runoff=8.89 cfs 22,172 cf Subcatchment C: Runoff Area=75,566 sf 0.00% Impervious Runoff Depth=0.79" Flow Length=315' Tc=13.4 min CN=7410 Runoff=1.76 cfs 4,975 cf Subcatchment D: Runoff Area=99,654 sf 2.00% Impervious Runoff Depth=0.83" Flow Length=266' Tc=21.7 min CN=74/98 Runoff=1.87 cfs 6,858 cf Subcatchment E: Runoff Area=27,203 sf 10.43% Impervious Runoff Depth=0.98" Flow Length=186' Tc=18.2 min CN=74/98 Runoff=0.66 cfs 2,214 cf Subcatchment F: Runoff Area=6,069 sf 0.00% Impervious Runoff Depth=0.79" Flow Length=46' Slope=0.0978 '/' Tc=4.3 min CN=74/0 Runoff=0.22 cfs 400 cf Reach 1 R: Runoff to 1-94 Ditch Inflow=0.22 cfs 400 cf Outflow=0.22 cfs 400 cf Reach 2R: Runoff South Inflow=0.72 cfs 2,614 cf Outflow=0.72 cfs 2,614 cf Pond 1P: Peak Elev=943.71' Storage=3,589 cf Inflow=2.47 cfs 6,554 cf Outflow=0.13 cfs 6,555 cf Pond 2P: Peak Elev=945.72' Storage=14,703 cf Inflow=8.89 cfs 22,172 cf Discarded=0.23 cfs 22,173 cf Primary=0.00 cfs 0 cf Outflow=0.23 cfs 22,173 cf Pond 3P: Peak Elev=948.52' Storage=1,943 cf Inflow=1.76 cfs 4,975 cf Discarded=0.12 cfs 4,070 cf Primary=0.46 cfs 905 cf Outflow=0.58 cfs 4,975 cf Pond 4P: Peak Elev=946.54' Storage=4,196 cf Inflow=1.87 cfs 7,763 cf Discarded=0.25 cfs 7,764 cf Primary=0.00 cfs 0 cf Outflow=0.25 cfs 7,764 cf Total Runoff Area = 468,704 sf Runoff Volume = 43,173 cf Average Runoff Depth =1.11" 82.38% Pervious = 386,101 sf 17.62% Impervious = 82,603 sf Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b sln 01934 © 2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment A: Runoff = 2.47 cfs @ 12.20 hrs, Volume= 6,554 cf, Depth= 1.01" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 1,931 98 Existing Building " 7,599 98 Existing Pavement 68,437 74 >75% Grass cover, Good, HSG C 77,967 77 Weighted Average 68,437 74 87.78% Pervious Area 9,530 98 12.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 11.2 159 Total Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 13: Runoff = 8.89 cfs @ 12.17 hrs, Volume= 22,172 cf, Depth= 1.46" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 1,929 98 Existing Building 8,634 98 Existing Pavement 57,678 98 Existing Gravel 114,004 74 >75% Grass cover, Good, HSG C 182,245 83 Weighted Average 114,004 74 62.56%p Pervious Area 68,241 98 37.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0950 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.0 111 0.0766 1.94 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fns 9.1 211 Total Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD@ 10.20-4b s/n 01934 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment C: Runoff = 1.76 cfs @ 12.23 hrs, Volume= 4,975 cf, Depth= 0.79" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 75,566 74 >75% Grass cover, Good, HSG C 75,566 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 100 0.0570 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 215 0.0223 1.05 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.4 315 Total Monticello Hotel - Existing MSF 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD® 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment D: Runoff - 1.87 cfs @ 12.34 hrs, Volume= 6,858 cf, Depth= 0.83" Routed to Pond 4P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 172 98 Existing Pavement 1,822 98 Existing Gravel 97,660 74 >75% Grass cover, Good, HSG C 99,654 74 Weighted Average 97,660 74 98.00% Pervious Area 1,994 98 2.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.0125 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 166 0.0136 0.82 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 21.7 266 Total Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment E: Runoff = 0.66 cfs @ 12.28 hrs, Volume= 2,214 cf, Depth= 0.98" Routed to Reach 2R : Runoff South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 579 98 Existing Pavement 2,259 98 Existing Gravel 24,365 74 >75% Grass cover, Good, HSG C 27,203 77 Weighted Average 24,365 74 89.57% Pervious Area 2,838 98 10.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.4 100 0.0165 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.8 86 0.0128 0.79 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.2 186 Total Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment F: Runoff = 0.22 cfs @ 12.12 hrs, Volume= 400 cf, Depth= 0.79" Routed to Reach 1 R : Runoff to 1-94 Ditch Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 6,069 74 >75% Grass cover, Good, HSG C 6,069 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 46 0.0978 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 11 Summary for Reach 1 R: Runoff to 1-94 Ditch Inflow Area = 363,534 sf, 19.32% Impervious, Inflow Depth = 0.01" for 2-Year event Inflow = 0.22 cfs @ 12.12 hrs, Volume= 400 cf Outflow = 0.22 cfs @ 12.12 hrs, Volume= 400 cf, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 a 2023 HydroCAD Software Solutions LLC Page 12 Summary for Reach 2R: Runoff South Inflow Area = 390,737 sf, 18.70% Impervious, Inflow Depth = 0.08" for 2-Year event Inflow = 0.72 cfs @ 12.28 hrs, Volume= 2,614 cf Outflow - 0.72 cfs @ 12.28 hrs, Volume= 2,614 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD® 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1P: Inflow Area = 77,967 sf, 12.22% Impervious, Inflow Depth = 1.01" for 2-Year event Inflow = 2.47 cfs @ 12.20 hrs, Volume= 6,554 cf Outflow = 0.13 cfs @ 13.72 hrs, Volume= 6,555 cf, Atten= 95%, Lag= 91.3 min Discarded = 0.13 cfs @ 13.72 hrs, Volume= 6,555 cf Routing by Dyn-Star-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 943.71' @ 13.72 hrs Surf.Area= 7,120 sf Storage= 3,589 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 303.2 min ( 1,117.6 - 814.4 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Discarded 943.00' 0.800 inlhr Exfiltration over Surface area Qiscarded OutFlow Max=0.13 cfs @ 13.72 hrs HW=943.71' (Free Discharge) 1=Ufiltration (Exfiltration Controls 0.13 cfs) Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/212024 HydroCAD@ 10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Paqe 14 Summary for Pond 2P: Inflow Area = 182,245 sf, 37.44% Impervious, Inflow Depth = 1.46" for 2-Year event Inflow = 8.89 cfs @ 12.17 hrs, Volume= 22,172 cf Outflow = 0.23 cfs @ 15.12 hrs, Volume= 22,173 cf, Atten= 97%, Lag= 177.1 min Discarded = 0.23 cfs @ 15.12 hrs, Volume= 22,173 cf Primary - 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.72' @ 15.12 hrs Surf.Area= 12,650 sf Storage= 14,703 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 689.6 min ( 1,473.8 - 784.3 ) Volume Invert Avail.Storage Storage Description #1 944.00' 84,081 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 944.00 4,182 0 0 945.00 9,423 6,803 6,803 946.00 13,931 11,677 18,480 947.00 18,834 16,383 34,862 948.00 24,516 21,675 56,537 949.00 30,571 27,544 84,081 Device Routing Invert Outlet Devices #1 Primary 948.90' 3.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 944.00' 0.800 inlhr Exfiltration over Surface area Qiscarded Outflow Max=0.23 cfs @ 15.12 hrs HW=945.72' (Free Discharge) 2=Exfi1tration (Exfiltration Controls 0.23 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' TW=948.00' (Dynamic Tailwater) 1 =Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MCI Printed 5/2/2024 HydroCAD@ 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 15 Summary for Pond 3P: Inflow Area = 257,811 sf, 26.47% Impervious, Inflow Depth = 0.23" for 2-Year event Inflow = 1.76 cfs @ 12.23 hrs, Volume= 4,975 cf Outflow = 0.58 cfs @ 12.58 hrs, Volume= 4,975 cf, Atten= 67%, Lag= 21.0 min Discarded = 0.12 cfs @ 12.58 hrs, Volume= 4,070 cf Primary = 0.46 cfs @ 12.58 hrs, Volume= 905 cf Routed to Pond 4P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.52' @ 12.58 hrs Surf.Area= 6,340 sf Storage= 1,943 cf Plug -Flow detention time= 167.2 min calculated for 4,975 cf (100% of inflow) Center -of -Mass det. time= 167.2 min ( 1,009.0 - 841.7 ) Volume Invert Avail.Storage Storage Description #1 948.00' 13,374 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 948.00 1,069 0 0 949.00 11,119 6,094 6,094 949.50 18,000 7,280 13,374 Device Routing Invert Outlet Devices #1 Primary 948.50' 45.0' long x 50.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 948.00' 0.800 inthr EAltration over Surface area Qiscarded OutFlow Max=0.12 cfs @ 12.58 hrs HW=948.52' (Free Discharge) T--2=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.46 cfs @ 12.58 hrs HW=948.52' TW=946.40' (Dynamic Tailwater) t--1=13road-Crested Rectangular Weir (Weir Controls 0.46 cfs @ 0.42 fps) Monticello Hotel - Existing MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 16 Summary for Pond 4P; Inflow Area = 357,465 sf, 19.65% Impervious, Inflow Depth = 0.26" for 2-Year event Inflow = 1.87 cfs @ 12.34 hrs, Volume= 7,763 cf Outflow - 0.25 cfs @ 13.73 hrs, Volume= 7,764 cf, Atten= 87%, Lag= 83.6 min Discarded = 0.25 cfs @ 13.73 hrs, Volume= 7,764 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 of Routed to Reach 1 R : Runoff to 1-94 Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.54' @ 13.73 hrs Surf.Area= 13,236 sf Storage= 4,196 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 202.2 min ( 1,038.4 - 836.2 ) Volume Invert Avail.Storage Storage Description #1 946.00' 25,654 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 2,415 0 0 947.00 22,595 12,505 12,505 947.50 30,000 13,149 25,654 Device_ Routing Invert Outlet Devices #1 Primary 946.55' 35.0' long x 100.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 946.00' 0.800 in/hr Exfiltration over Surface area discarded OutFlow Max=0.25 cfs @ 13.73 hrs HW=946.54' (Free Discharge) 2=Exf~iltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=946.00' TW=0.00' (Dynamic Tailwater) 't-1 =Broad-C rested Rectangular Weir ( Controls 0.00 cfs) Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HvdroCADG 10.20-4b s/n 01934 © 2023 HvdroCAD Software Solutions LLC Paqe 17 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=77,967 sf 12.22% Impervious Runoff Depth=2.00" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=5.12 cfs 12,997 cf Subcatchment B: Runoff Area=182,245 sf 37.44% Impervious Runoff Depth=2.56" Flow Length=211' Tc=9.1 min CN=74/98 Runoff=15.87 cfs 38,865 cf Subcatchment C: Runoff Area=75,566 sf 0.00% Impervious Runoff Depth=1.73" Flow Length=315' Tc=13.4 min CN=74/0 Runoff=4.07 cfs 10,892 cf Subcatchment D: Runoff Area=99,654 sf 2.00% Impervious Runoff Depth=1.77" Flow Length=266' Tc=21.7 min CN=74/98 Runoff=4.29 cfs 14,732 cf Subcatchment E: Runoff Area=27,203 sf 10.43% Impervious Runoff Depth=1.96" Flow Length=186' Tc=18.2 min CN=74/98 Runoff=1.39 cfs 4,445 cf Subcatchment F: Runoff Area=6,069 sf 0.00% Impervious Runoff Depth=1.73" Flow Length=46' Slope=0.0978 '/' Tc=4.3 min CN=74/0 Runoff=0.49 cfs 875 cf Reach 1 R: Runoff to 1-94 Ditch Inflow=4.59 cfs 10,855 cf Outflow=4.59 cfs 10,855 cf Reach 2R: Runoff South Inflow=5.40 cfs 15,300 cf Outflow=5.40 cfs 15,300 cf Pond 1 P: Peak Elev=944.24' Storage=8,218 cf Inflow=5.12 cfs 12,997 cf 0utflow=0.18 cfs 12,997 cf Pond 2P: Peak EIev=946.60' Storage=27,763 cf Inflow=15.87 cfs 38,865 cf Discarded=0.31 cfs 38,865 cf Primary=0.00 cfs 0 cf Outflow=0.31 cfs 38,865 cf Pond 3P: Peak EIev=948.59' Storage=2,408 cf Inflow=4.07 cfs 10,892 cf Discarded=0.13 cfs 5,238 cf Primary=3.47 cfs 5,654 cf Outflow=3.60 cfs 10,892 cf Pond 4P: Peak Eiev=946.68' Storage=6,346 cf Inflow=7.65 cfs 20,386 cf Discarded=0.30 cfs 10,406 cf Primary=4.52 cfs 9,980 cf Outflow=4.82 cfs 20,386 cf Total Runoff Area = 468,704 sf Runoff Volume = 82,805 cf Average Runoff Depth = 2.12" 82.38% Pervious = 386,101 sf 17.62% Impervious = 82,603 sf Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 Q 2023 HydroCAD Software Solutions LLC Pape 18 Summary for Subcatchment A: Runoff = 5.12 cfs @ 12.19 hrs, Volume= 12,997 cf, Depth= 2.00" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 1,931 98 Existing Building 7,599 98 Existing Pavement 68,437 74 >75% Grass cover, Good, HSG C 77,967 77 Weighted Average 68,437 74 87.78% Pervious Area 9,530 98 12.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fas 11.2 159 Total Monticello Hotel - Existing MSE 24-hr 3 90-Year Rainfall=4. 18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment B: Runoff = 15.87 cfs @ 12.16 hrs, Volume= 38,865 cf, Depth= 2.56" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 1,929 98 Existing Building 8,634 98 Existing Pavement 57,678 98 Existing Gravel 114,004 74 >75% Grass cover, Good, HSG C 182,245 83 Weighted Average 114,004 74 62.56% Pervious Area 68,241 98 37.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0950 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.0 111 0.0766 1.94 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.1 211 Total Monticello Hotel - Existing MSF 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCADD 10.20-4b s/n 01934 U 2023 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment C: Runoff = 4.07 cfs @ 12.22 hrs, Volume= 10,892 cf, Depth= 1.73" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 75,566 74 >75% Grass cover, Good, HSG C 75,566 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftJft) (ft/sec) (cfs) 10.0 100 0.0570 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 215 0.0223 1.05 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fcs 13.4 315 Total Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment D: Runoff = 4.29 cfs @ 12.32 hrs, Volume= 14,732 cf, Depth= 1.77" Routed to Pond 4P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 172 98 Existing Pavement 1,822 98 Existing Gravel 97,660 74 >75% Grass cover, Good, HSG C 99,654 74 Weighted Average 97,660 74 98.00% Pervious Area 1,994 98 2.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.0125 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 166 0.0136 0.82 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fas 21.7 266 Total Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s!n 01934 O 2023 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment E: Runoff - 1.39 cfs @ 12.28 hrs, Volume= 4,445 cf, Depth= 1.96" Routed to Reach 2R : Runoff South Runoff by SCS TR-20 method, UH=SCS, Split Perviousllmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 579 98 Existing Pavement 2,259 98 Existing Gravel 24,365 74 >75% Grass cover, Good, HSG C 27,203 77 Weighted Average 24,365 74 89.57% Pervious Area 2,838 98 10.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.4 100 0.0165 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.8 86 0.0128 0.79 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.2 186 Total Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment F: Runoff = 0.49 cfs @ 12.12 hrs, Volume= 875 cf, Depth= 1.73" Routed to Reach 1 R : Runoff to 1-94 Ditch Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 6,069 74 >75% Grass cover, Good, HSG C 6,069 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 46 0.0978 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 24 Summary for Reach 9 R: Runoff to 1-94 Ditch Inflow Area = 363,534 sf, 19.32% Impervious, Inflow Depth = 0.36" for 10-Year event Inflow = 4.59 cfs @ 12.49 hrs, Volume= 10,855 cf Outflow - 4.59 cfs @ 12.49 hrs, Volume= 10,855 cf, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD@ 10.20-4b s/n 01934 ©2023 HydroCAD Software Solutions LLC Page 25 Summary for Reach 2R: Runoff South Inflow Area = 390,737 sf, 18.70% Impervious, Inflow Depth = 0.47" for 10-Year event Inflow = 5.40 cfs @ 12.48 hrs, Volume= 15,300 of Outflow = 5.40 cfs @ 12.48 hrs, Volume= 15,300 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 10-Fear Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD@ 10.204b s/n 01934 C 2023 HydroCAD Software Solutions LLC Page 26 Summary for Pond 1 P: Inflow Area = 77,967 sf, 12.22% Impervious, Inflow Depth = 2.00" for 10-Year event Inflow - 5.12 cfs @ 12.19 hrs, Volume= 12,997 cf Outflow = 0.18 cfs @ 15.04 hrs, Volume= 12,997 cf, Atten= 96%, Lag= 170.9 min Discarded = 0.18 cfs @ 15.04 hrs, Volume= 12,997 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 944.24' @ 15.04 hrs Surf.Area= 9,909 sf Storage= 8,218 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 511.2 min ( 1,316.4 - 805.2 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Discarded 943.00' 0.800 in/hr Exfltration over Surface area Qiscarded OutFlow Max=0.18 cfs @ 15.04 hrs HW=944.24' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.18 cfs) Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD@ 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 27 Inflow Area = 182,245 sf, Inflow = 15.87 cfs @ Outflow = 0.31 cfs @ Discarded = 0.31 cfs @ Primary = 0.00 cfs @ Routed to Pond 3P : Summary for Pond 2P: 37.44% Impervious, Inflow Depth = 12.16 hrs, Volume= 38,865 cf 15.22 hrs, Volume= 38,865 cf 15.22 hrs, Volume= 38,865 cf 0.00 hrs, Volume= 0 cf 2.56" for 10-Year event Atten= 98%, Lag= 183.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.60' @ 15.22 hrs Surf.Area= 16,885 sf Storage= 27,763 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,001.6 min ( 1,781.5 - 779.9 ) Volume Invert Avail.Storage Storage Description #1 944.00' 84,081 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 944.00 4,182 0 0 945.00 9,423 6,803 6,803 946.00 13,931 11,677 18,480 947.00 18,834 16,383 34,862 948.00 24,516 21,675 56,537 949.00 30,571 27,544 84,081 Device Routing Invert Outlet Devices #1 Primary 948.90' 3.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 944.00' 0.800 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.31 cfs @ 15.22 hrs HW=946.60' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.31 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' TW=948.00' (Dynamic Tailwater) t-9=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Monticello Hotel - Existing MSE 24-hr 3 1 0-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCADQ 10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 28 Inflow Area = 257,811 sf, Inflow = 4.07 cfs @ Outflow - 3.60 cfs @ Discarded = 0.13 cfs @ Primary = 3.47 cfs @ Routed to Pond 4P : Summary for Pond 3P: 26.47% Impervious, Inflow Depth = 12.22 hrs, Volume= 10,892 cf 12.28 hrs, Volume= 10,892 cf 12.28 hrs, Volume= 5,238 of 12.28 hrs, Volume= 5,654 cf 0.51" for 10-Year event Atten= 11 %, Lag= 3.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.59' @ 12.28 hrs Surf.Area= 7,039 sf Storage= 2,408 cf Plug -Flow detention time= 106.3 min calculated for 10,891 cf (100% of inflow) Center -of -Mass det. time= 106.3 min ( 930.2 - 823.9 ) Volume Invert Avail.Storage Storage Description #1 948.00' 13,374 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 948.00 1,069 0 0 949.00 11,119 6,094 6,094 949.50 18,000 7,280 13,374 Device Routing Invert Outlet Devices #1 Primary 948.50' 45.0' long x 50.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 948.00' 0.800 inlhr Exfiltration over Surface area ?iscarded OutFlow Max=0.13 cfs @7a 12.28 hrs HW=948.59' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=3.47 cfs @ 12.28 hrs HW=948.59' TW=946.48' (Dynamic Tailwater) 't -1=Broad-Crested Rectangular Weir (Weir Controls 3.47 cfs @ 0.82 fps) Monticello Hotel - Existing MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD@ 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 29 Summary for Pond 4P: Inflow Area = 357,465 sf, 19.65% Impervious, Inflow Depth = 0.68" for 10-Year event Inflow = 7.65 cfs @ 12.30 hrs, Volume= 20,386 cf Outflow = 4.82 cfs @ 12.49 hrs, Volume= 20,386 cf, Atten= 37%, Lag= 11.7 min Discarded = 0.30 cfs @ 12.49 hrs, Volume= 10,406 cf Primary = 4.52 cfs @ 12.49 hrs, Volume= 9,980 cf Routed to Reach 1 R : Runoff to 1-94 Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.68' @ 12.49 hrs Surf.Area= 16,185 sf Storage= 6,346 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 118.4 min ( 928.9 - 810.5 ) Volume Invert Avail.Storage Storage Description #1 946.00' 25,654 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 2,415 0 0 947.00 22,595 12,505 12,505 947.50 30,000 13,149 25,654 Device Routing Invert Outlet Devices #1 Primary 946.55' 35.0' long x 100.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 946.00' 0.800 in/hr E411tration over Surface area Qiscarded OutFlow Max=0.30 cfs @ 12.49 hrs HW=946.68' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=4.52 cfs @ 12.49 hrs HW=946.68' TW=0.00' (Dynamic Tailwater) t --1=Broad-Crested Rectangular Weir (Weir Controls 4.52 cfs @ 0.97 fps) Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCADO 10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 30 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=77,967 sf 12.22% Impervious Runoff Depth=4.31" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=11.12 cfs 28,018 cf Subcatchment B: Runoff Area=182,245 sf 37.44% Impervious Runoff Depth=5.00" Flow Length=211' Tc=9.1 min CN=74/98 Runoff=31.09 cfs 75,872 cf Subcatchment C: Runoff Area=75,566 sf 0.00% Impervious Runoff Depth=3.98" Flow Length=315' Tc=13.4 min CN=74/0 Runoff=9.42 cfs 25,070 cf Subcatchment D: Runoff Area=99,654 sf 2.00% Impervious Runoff Depth=4.04" Flow Length=266' Tc=21.7 min CN=74/98 Runoff=9.91 cfs 33,511 cf Subcatchment E: Runoff Area=27,203 sf 10.43% Impervious Runoff Depth=4.26" Flow Length=186' Tc=18.2 min CN=74/98 Runoff=3.06 cfs 9,666 cf Subcatchment F: Runoff Area=6,069 sf 0.00% Impervious Runoff Depth=3.98" Flow Length=46' Slope=0.0978 '/' Tc=4.3 min CN=74/0 Runoff=1.10 cfs 2,013 cf Reach 1 R: Runoff to 1-94 Ditch Inflow=16.35 cfs 39,929 cf Outflow=16.35 cfs 39,929 cf Reach 2R: Runoff South Inflow=19.13 cfs 49,595 cf Outflow=19.13 cfs 49,595 of Pond 1P: Peak Elev=945.22' Storage=19,976 cf Inflow=11.12 cfs 28,018 of Outflow=0.26 cfs 28,019 cf Pond 2P: Peak EIev=948.06' Storage=58,073 cf Inflow=31.09 cfs 75,872 cf Discarded=0.46 cfs 75,872 cf Primary=0.00 cfs 0 cf Outflow=0.46 cfs 75,872 cf Pond 3P: Peak EIev=948.68' Storage=3,027 cf Inflow=9.42 cfs 25,070 cf Discarded=0.15 cfs 6,679 cf Primary=8.99 cfs 18,392 of Outflow=9.13 cfs 25,070 cf Pond 4P: Peak EIev=946.86' Storage=9,502 cf Inflow=18.31 cfs 51,903 cf Discarded=0.37 cfs 13,988 of Primary=16.10 cfs 37,916 of Outflow=16.47 cfs 51,903 cf Total Runoff Area = 468,704 sf Runoff Volume = 174,150 cf Average Runoff Depth = 4.46" 82.38% Pervious = 386,101 sf 17.62% Impervious = 82,603 sf Monticello Hotel - Existing MSE 24-hr 3 900-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b stn 01934 O 2023 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment A: Runoff = 11.12 cfs @ 12.19 hrs, Volume= 28,018 cf, Depth= 4.31" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description " 1,931 98 Existing Building " 7,599 98 Existing Pavement 68,437 74 >75% Grass cover, Good, HSG C 77,967 77 Weighted Average 68,437 74 87.78% Pervious Area 9,530 98 12.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fqs 11.2 159 Total Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD® 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment B: Runoff = 31.09 cfs @a 12.16 hrs, Volume= 75,872 cf, Depth= 5.00" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description 1,929 98 Existing Building 8,634 98 Existing Pavement 57,678 98 Existing Gravel 114,004 74 >75% Grass cover, Good, HSG C 182,245 83 Weighted Average 114,004 74 62.56% Pervious Area 68,241 98 37.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0950 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.0 111 0.0766 1.94 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.1 211 Total Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment C: Runoff = 9.42 cfs @ 12.22 hrs, Volume= 25,070 cf, Depth= 3.98" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description 75,566 74 >75% Grass cover, Good, HSG C 75,566 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 100 0.0570 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 215 0.0223 1.05 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.4 315 Total Monticello Hotel - Existing MSE 24-hr 3 900-'Year Rainfall=6.93" Prepared by Larson Engineering Of NIN Printed 5/2/2024 HydroCAD® 10.20-4b s/n 01934 a 2023 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment D: Runoff = 9.91 cfs @ 12.32 hrs, Volume= 33,511 cf, Depth= 4.04" Routed to Pond 4P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description * 172 98 Existing Pavement * 1,822 98 Existing Gravel 97,660 74 >75% Grass cover, Good, HSG C 99,654 74 Weighted Average 97,660 74 98.00% Pervious Area 1,994 98 2.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 18.3 100 0.0125 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 3.4 166 0.0136 0.82 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 21.7 266 Total Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD010.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment E: Runoff = 3.06 cfs @ 12.27 hrs, Volume= 9,666 cf, Depth= 4.26" Routed to Reach 2R : Runoff South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description 579 98 Existing Pavement 2,259 98 Existing Gravel 24,365 74 >75% Grass cover, Good, HSG C 27,203 77 Weighted Average 24,365 74 89.57% Pervious Area 2,838 98 10.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.4 100 0.0165 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 1.8 86 0.0128 0.79 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.2 186 Total Monticello Hotel - Existing MSE 24-hr 3 900-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment F: Runoff = 1.10 cfs @?a 12.12 hrs, Volume= 2,013 cf, Depth= 3.98" Routed to Reach 1 R : Runoff to 1-94 Ditch Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description 6,069 74 >75% Grass cover, Good, HSG C 6,069 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 46 0.0978 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfalf=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 37 Summary for Reach 1 R: Runoff to 1-94 Ditch Inflow Area = 363,534 sf, 19.32% Impervious, Inflow Depth = 1.32" for 100-Year event Inflow = 16.35 cfs @ 12.35 hrs, Volume= 39,929 cf Outflow = 16.35 cfs @ 12.35 hrs, Volume= 39,929 cf, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCADO 1020-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 38 Summary for Reach 2R: Runoff South Inflow Area = 390,737 sf, 18.70% Impervious, Inflow Depth = 1.52" for 100-Year event Inflow = 19.13 cfs @ 12.34 hrs, Volume= 49,595 cf Outflow = 19.13 cfs @ 12.34 hrs, Volume= 49,595 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 39 Summary for Pond 1 P: Inflow Area = 77,967 sf, 12.22% Impervious, Inflow Depth = 4.31" for 100-Year event Inflow = 11.12 cfs @ 12.19 hrs, Volume= 28,018 cf Outflow = 0.26 cfs @ 15.19 hrs, Volume= 28,019 cf, Atten= 98%, Lag= 180.2 min Discarded = 0.26 cfs @ 15.19 hrs, Volume= 28,019 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.22' @ 15.19 hrs Surf.Area= 14,222 sf Storage= 19,976 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 865.6 min ( 1,659.2 - 793.6 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Discarded 943.00' 0.800 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.26 cfs @ 15.19 hrs HW=945.22' (Free Discharge) T--1=Exfiltration (Exfiltration Controls 0.26 cfs) Monticello Hotel - Existing MSL 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD@ 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 40 Summary for Pond 2P: Inflow Area = 182,245 sf, 37.44% Impervious, Inflow Depth = 5.00" for 100-Year event Inflow - 31.09 cfs @ 12.16 hrs, Volume= 75,872 cf Outflow = 0.46 cfs @ 16.64 hrs, Volume= 75,872 cf, Atten= 99%, Lag= 268.5 min Discarded = 0.46 cfs @ 16.64 hrs, Volume= 75,872 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond 3P : Routing by Dyn-Stor-Ind method, Time Span 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.06' @ 16.64 hrs Surf.Area= 24,892 sf Storage= 58,073 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,474.5 min ( 2,247.9 - 773.3 ) Volume Invert Avail.Storage Storage Description #1 944.00' 84,081 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 944.00 4,182 0 0 945.00 9,423 6,803 6,803 946.00 13,931 11,677 18,480 947.00 18,834 16,383 34,862 948.00 24,516 21,675 56,537 949.00 30,571 27,544 84,081 Device Routing Invert Outlet Devices #1 Primary 948.90' 3.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 944.00' 0.800 inlhr Exfiltration over Surface area ��2=Exfiltration carded OutFlow Max=0.46 cfs @ 16.64 hrs HW=948.06' (Free Discharge) (Exfiltration Controls 0.46 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' TW=948.00' (Dynamic Tailwater) 9=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 41 Summary for Pond 3P: Inflow Area = 257,811 sf, 26.47% Impervious, Inflow Depth = 1.17" for 100-Year event Inflow = 9.42 cfs @ 12.22 hrs, Volume= 25,070 cf Outflow = 9.13 cfs @ 12.24 hrs, Volume= 25,070 cf, Atten= 3%, Lag= 1.7 min Discarded = 0.15 cfs @ 12.24 hrs, Volume= 6,679 cf Primary = 8.99 cfs @ 12.24 hrs, Volume= 18,392 cf Routed to Pond 4P : Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 948.68' @ 12.24 hrs Surf.Area= 7,873 sf Storage= 3,027 cf Plug -Flow detention time= 62.6 min calculated for 25,067 cf (100% of inflow) Center -of -Mass det. time= 62.6 min ( 869.4 - 806.8 ) Volume Invert Avail.Storage Storage Description #1 948.00' 13,374 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 948.00 1,069 0 0 949.00 11,119 6,094 6,094 949.50 18,000 7,280 13,374 Device Routing Invert Outlet Devices #1 Primary 948.50' 45.0' long x 50.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 948.00' 0.800 in/hr EAltration over Surface area Discarded Outflow Max=0.15 cfs @ 12.24 hrs HW=948.68' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=8.98 cfs @ 12.24 hrs HW=948.68' TW=946.81' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir (Weir Controls 8.98 cfs @ 1.13 fps) Monticello Hotel - Existing MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/2/2024 HydroCAD@ 10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 42 Summary for Pond 4P: Inflow Area = 357,465 sf, 19.65% Impervious, Inflow Depth = 1.74" for 100-Year event Inflow - 18.31 cfs @ 12.27 hrs, Volume= 51,903 cf Outflow = 16.47 cfs @ 12.35 hrs, Volume= 51,903 cf, Atten= 10%, Lag= 4.6 min Discarded = 0.37 cfs @ 12.35 hrs, Volume= 13,988 cf Primary = 16.10 cfs @ 12.35 hrs, Volume= 37,916 cf Routed to Reach 1 R : Runoff to 1-94 Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 946.86' @ 12.35 hrs Surf.Area= 19,731 sf Storage= 9,502 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 68.7 min ( 866.1 - 797.3 ) Volume Invert Avail.Storage Storage Description 41 946.00' 25,654 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 2,415 0 0 947.00 22,595 12,505 12,505 947.50 30,000 13,149 25,654 Device Routing Invert Outlet Devices #1 Primary 946.55' 35.0' long x 100.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Discarded 946.00' 0.800 inlhr Exfiltration over Surface area Qiscarded OutFlow Max=0.37 cfs @ 12.35 hrs HW=946.86' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=16.10 cfs @ 12.35 hrs HW=946.86' TW=0.00' (Dynamic Tailwater) t---1=Broad-Crested Rectangular Weir (Weir Controls 16.10 cfs @ 1.49 fps) NORTH 0 60 120 240 Larson g, Inc. PROPOSED DRAINAGE MAP Sd=4 A B C 1R Runoff to 1-94 Ditch Infiltrati n Basin I& 2R Runoff South Subcat Reach Aon [Lin Routing Diagram for Monticello Hotel - Proposed Prepared by Larson Engineering Of MN, Printed 5/16/2024 HydroCAD@ 10.204b s!n 01934 O 2023 HydroCAD Software Solutions LL.0 Monticello Hotel - Proposed Prepared by Larson Engineering 4f MN Printed 5/16/2024 HydroCAD@ 10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.81 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.18 2 3 100-Year MSE 24-hr 3 Default 24.00 1 6.93 2 Monticello Hotel - Proposed Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD010.20-4b s/n 01934 ©2023 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 228,932 74 >75% Grass cover, Good, HSG C (A, B, C) 3,860 98 Existing Building (A, B) 19,254 98 Existing Gravel (A, B) 16,233 98 Existing Pavement (A, B) 29,230 98 Proposed Building (A, C) 171,196 98 Proposed Pavement (A, B, C) 468,705 86 TOTAL AREA Monticello Hotel - Proposed MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/16/2024 HvdroCAD@ 10.20-4b s/n 01934 O 2023 HvdroCAD Software Solutions LLC _ _ Paqe 4 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=198,971 sf 53.39% Impervious Runoff Depth=1.75" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=10.60 cfs 28,937 cf Subcatchment B: Runoff Area=90,456 sf 30.96% Impervious Runoff Depth=1.34" Flow Length=804' Slope=0.0050'/' Tc=50.1 min CN=74/98 Runoff=1.66 cfs 10,131 cf Subcatchment C: Runoff Area=179,278 sf 58.87% Impervious Runoff Depth=1.84" Tc=6.0 min CN=74/98 Runoff=12.43 cfs 27,538 cf Reach 1 R: Runoff to 1-94 Ditch Outflow=0.00 cfs 0 cf Reach 2R: Runoff South Inflow=0.62 cfs 24,526 cf Outflow=0.62 cfs 24,526 cf Pond 1P: Peak Elev=945.23' Storage=20,216 cf Inflow=10.60 cfs 28,937 cf Discarded=0.26 cfs 28,700 cf Primary=0.02 cfs 238 cf Outflow=0.29 cfs 28,937 cf Pond 2P: Infiltration Basin Peak Elev=944.29' Storage=24,784 cf Inflow=12.79 cfs 37,669 cf Discarded=0.06 cfs 13,380 cf Primary=0.61 cfs 24,289 cf Outflow=0.67 cfs 37,669 cf Total Runoff Area = 468,705 sf Runoff Volume = 66,606 cf Average Runoff Depth = 1.71" 48.84% Pervious = 228,932 sf 51.16% Impervious = 239,773 sf Monticello Hotel - Proposed MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCADO 10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment A: Runoff = 10.60 cfs @ 12.19 hrs, Volume= 28,937 cf, Depth= 1.75" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 85,156 98 Proposed Pavement 6,038 98 Proposed Building 1,931 98 Existing Building 7,599 98 Existing Pavement 5,502 98 Existing Gravel 92,745 74 >75% Grass cover, Good, HSG C 198,971 87 Weighted Average 92,745 74 46.61 % Pervious Area 106,226 98 53.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fns 11.2 159 Total Monticello Hotel - Proposed MSE 24-hr 3 2-Year Rainfall=2.89" Prepared by Larson Engineering 4f MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment B: Runoff = 1.66 cfs @ 12.69 hrs, Volume= 10,131 cf, Depth= 1.34" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description * 3,693 98 Proposed Pavement * 1,929 98 Existing Building * 8,634 98 Existing Pavement * 13,752 98 Existing Gravel 62,448 74 >75% Grass cover, Good, HSG C 90,456 81 Weighted Average 62,448 74 69.04% Pervious Area 28,008 98 30.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.4 100 0.0050 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 23.7 704 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 50.1 804 Total Monticello Hotel - Proposed MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAM_10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment C: Runoff = 12.43 cfs @ 12.13 hrs, Volume= 27,538 cf, Depth= 1.84" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.81" Area (sf) CN Description 82,347 98 Proposed Pavement 23,192 98 Proposed Building 731739 74 >75% Grass cover, Good, HSG C 179,278 88 Weighted Average 73,739 74 41.13% Pervious Area 105,539 98 58.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Monticello Hotel - Proposed MSE 24-hr 3 2-Year Rainfall=2.89" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Pape g Summary for Reach 1 R: Runoff to 1-94 Ditch Monticello Hotel - Proposed MSE 24-hr 3 2-Year Rainfall=2.81 " Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 9 Summary for Reach 2R: Runoff South Inflow Area = 468,705 sf, 51.16% Impervious, Inflow Depth = 0.63" for 2-Year event Inflow = 0.62 cfs @ 14.45 hrs, Volume= 24,526 cf Outflow = 0.62 cfs @ 14.45 hrs, Volume= 24,526 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Proposed MSE 24-hr 3 2-Year Rainfall=2. 81 " Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD010.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 10 Summary for Pond 1 P: Inflow Area = 198,971 sf, 53.39% Impervious, Inflow Depth = 1.75" for 2-Year event Inflow = 10.60 cfs @ 12.19 hrs, Volume= 28,937 cf Outflow = 0.29 cfs @ 15.13 hrs, Volume= 28,937 cf, Atten= 97%, Lag= 176.9 min Discarded = 0.26 cfs @ 15.13 hrs, Volume= 28,700 cf Primary = 0.02 cfs @ 15.13 hrs, Volume= 238 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.23' @ 15.13 hrs Surf.Area= 14,293 sf Storage= 20,216 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 843.4 min ( 1,619.3 - 775.9 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Primary 945.13' 12.0" Round Culvert L= 1,019.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 945.13' / 942.07' S= 0.0030 'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 943.00' 0.800 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.26 cfs @ 15.13 hrs HW=945.23' (Free Discharge) T---2=Exfiltration (Exfiltration Controls 0.26 cfs) Primary OutFlow Max=0.02 cfs @ 15.13 hrs HW=945.23' TW=0.00' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.02 cfs @ 0.85 fps) Monticello Hotel - Proposed VISE 24-hr 3 2-Year Rainfall=2. 81 " Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD® 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 11 Summary for Pond 2P: Infiltration Basin Inflow Area = 269,734 sf, 49.51% Impervious, Inflow Depth = 1.68" for 2-Year event Inflow = 12.79 cfs @ 12.13 hrs, Volume= 37,669 cf Outflow - 0.67 cfs @ 14.03 hrs, Volume= 37,669 cf, Atten= 95%, Lag= 113.8 min Discarded = 0.06 cfs @ 14.03 hrs, Volume= 13,380 cf Primary = 0.61 cfs @ 14.03 hrs, Volume= 24,289 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 944.29' @ 14.03 hrs Surf.Area= 12,747 sf Storage= 24,784 cf Plug -Flow detention time= 849.8 min calculated for 37,665 cf (100% of inflow) Center -of -Mass det, time= 850.1 min ( 1,634.4 - 784.3 ) Volume Invert Avail.Storage Storage Description #1 942.00' 95,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 942.00 8,986 0 0 943.00 10,559 9,773 9,773 944.00 12,233 11,396 21,169 945.00 14,007 13,120 34,289 946.00 15,882 14,945 49,233 947.00 17,858 16,870 66,103 948.00 19,934 18,896 84,999 948.50 21,009 10,236 95,235 Device Routing Invert Outlet Devices #1 Primary 941.38' 15.0" Round Culvert L= 38.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 941.38' / 941.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 944.50' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 942.80' 4.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 942.00' 0.200 in/hr Wiltration over Surface area iscarded OutFlow Max=0.06 cfs @ 14.03 hrs HW=944.29' (Free Discharge) Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.61 cfs @ 14.03 hrs HW=944.29' TW=0.00' (Dynamic Tailwater) -f72-Sharp-Crested ulvert (Passes 0.61 cfs of 8.93 cfs potential flow) Rectangular Weir ( Controls 0.00 cfs) 3--Orifice/Grate (Orifice Controls 0.61 cfs @ 5.49 fps) Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 U 2023 HydroCAD Software Solutions LLC Page 12 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=198,971 sf 53.39% Impervious Runoff Depth=2.91" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=17.83 cfs 48,287 cf Subcatchment B: Runoff Area=90,456 sf 30.96% Impervious Runoff Depth=2.42" Flow Length=804' Slope=0.0050 'P Tc=50.1 min CN=74/98 Runoff=3.08 cfs 18,208 cf Subcatchment C: Runoff Area=179,278 sf 58.87% Impervious Runoff Depth=3.03" Tc=6.0 min CN=74/98 Runoff=20.49 cfs 45,322 cf Reach 1R: Runoff to 1-94 Ditch Outflow=0.00 cfs 0 cf Reach 2R: Runoff South Inflow=5.27 cfs 64,016 cf Outflow=5.27 cfs 64,016 cf Pond 1P: Peak Elev=945.86' Storage=30,002 cf Inflow=17.83 cfs 48,287 cf Discarded=0.31 cfs 33,607 cf Primary=1.13 cfs 14,681 cf Outflow=1.45 cfs 48,287 cf Pond 2P: Infiltration Basin Peak Elev=944.92' Storage=33,105 cf lnflow=21.21 cfs 63,530 cf Discarded=0.06 cfs 14,195 cf Primary=4.16 cfs 49,335 cf Outflow=4.23 cfs 63,530 cf Total Runoff Area = 468,705 sf Runoff Volume = 111,817 cf Average Runoff Depth = 2.861, 48.84% Pervious = 228,932 sf 51.16% Impervious = 239,773 sf Monticello Hotel - Proposed MSE 24-hr 3 1 0-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment A: Runoff = 17.83 cfs @ 12.19 hrs, Volume= 48,287 cf, Depth= 2.91" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 85,156 98 Proposed Pavement 6,038 98 Proposed Building 1,931 98 Existing Building 7,599 98 Existing Pavement 5,502 98 Existing Gravel 92,745 74 >75% Grass cover, Good, HSG C 198,971 87 Weighted Average 92,745 74 46.61 % Pervious Area 106,226 98 53.39% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4. 98" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment B: Runoff = 3.08 cfs @ 12.69 hrs, Volume= 18,208 cf, Depth= 2.42" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description * 3,693 98 Proposed Pavement * 1,929 98 Existing Building * 8,634 98 Existing Pavement * 13,752 98 Existing Gravel 62,448 74 >75% Grass cover, Good, HSG C 90,456 81 Weighted Average 62,448 74 69.04% Pervious Area 28,008 98 30.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) _(ft/ft) (ft/sec) (cfs) 26.4 100 0.0050 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 23.7 704 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fns 50.1 804 Total Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment C: Runoff = 20.49 cfs @ 12.13 hrs, Volume= 45,322 cf, Depth= 3.03" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.18" Area (sf) CN Description 82,347 98 Proposed Pavement ` 23,192 98 Proposed Building 73,739 74 >75% Grass cover, Good, HSG C 179,278 88 Weighted Average 73,739 74 41.13% Pervious Area 105,539 98 58.87% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 16 Summary for Reach 1 R: Runoff to 1-94 Ditch Monticello Hotel - Proposed MSF 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD410.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 17 Summary for Reach 2R: Runoff South Inflow Area = 468,705 sf, 51.16% Impervious, Inflow Depth = 1.64" for 10-Year event Inflow = 5.27 cfs @ 12.92 hrs, Volume= 64,016 cf Outflow = 5.27 cfs @ 12.92 hrs, Volume= 64,016 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Proposed MSE 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD010.20-4b sln 01934 ©2023 HydroCAD Software Solutions LLC Page 18 Summary for Pond 1 P: Inflow Area = 198,971 sf, 53.39% Impervious, Inflow Depth = 2.91" for 10-Year event Inflow = 17.83 cfs @ 12.19 hrs, Volume= 48,287 cf Outflow = 1.45 cfs @ 13.21 hrs, Volume= 48,287 cf, Atten= 92%, Lag= 61.6 min Discarded = 0.31 cfs @ 13.21 hrs, Volume= 33,607 cf Primary = 1.13 cfs @ 13.21 hrs, Volume= 14,681 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.86' @ 13,21 hrs Surf.Area= 16,962 sf Storage= 30,002 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 662.2 min ( 1,433.9 - 771.7 ) Volume Invert Avail.Storage Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Primary 945.13' 12.0" Round Culvert L= 1,019.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 945.13' / 942.07' S= 0.0030 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 943.00' 0.800 in/hr ExfiItration over Surface area Qiscarded OutFlow Max=0.31 cfs @ 13.21 hrs HW=945.86' (Free Discharge) '--2=Exfiltration (Exfiltration Controls 0.31 cfs) Primary OutFlow Max=1.13 cfs @ 13.21 hrs HW=945.86' TW=0.00' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 1.13 cfs @ 2.58 fps) Monticello Hotel - Proposed MSF 24-hr 3 10-Year Rainfall=4.18" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.204b s/n 01934 @ 2023 HydroCAD Software Solutions LLC Page 19 Summary for Pond 2P: Infiltration Basin Inflow Area = 269,734 sf, 49.51 % Impervious, Inflow Depth = 2.83" for 10-Year event Inflow = 21.21 cfs @ 12.13 hrs, Volume= 63,530 cf Outflow = 4.23 cfs @ 12.90 hrs, Volume= 63,530 cf, Atten= 80%, Lag= 46.3 min Discarded = 0.06 cfs @ 12.90 hrs, Volume= 14,195 cf Primary = 4.16 cfs @ 12.90 hrs, Volume= 49,335 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 944.92' @ 12.90 hrs Surf.Area= 13,856 sf Storage= 33,105 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 608.8 min ( 1,389.7 - 780.9 ) Volume Invert Avail.Storage Storage Description #1 942.00' 95,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 942.00 8,986 0 0 943.00 10,559 9,773 9,773 944.00 12,233 11,396 21,169 945.00 14,007 13,120 34,289 946.00 15,882 14,945 49,233 947.00 17,858 16,870 66,103 948.00 19,934 18,896 84,999 948.50 21,009 10,236 95,235 Device Routing Invert Outlet Devices #1 Primary 941.38' 15.0" Round Culvert L= 38.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 941.38' / 941.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 944.50' 4.0' long Sharp -Crested Rectangular Weir 2 End Contractions) #3 Device 1 942.80' 4.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Discarded 942.00' 0.200 in/hr Exfiltration over Surface area iscarded OutFlow Max=0.06 cfs @ 12.90 hrs HW=944.92' (Free Discharge) =Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=4.16 cfs @ 12.90 hrs HW=944.92' TW=0.00' (Dynamic Tailwater) -f72=Sharp-Crested ulvert (Passes 4.16 cfs of 10.08 cfs potential flow) Rectangular Weir (Weir Controls 3.43 cfs @ 2.11 fps) 3=Orifice/Grate (Orifice Controls 0.74 cfs, @ 6.68 fps) Monticello Hotel - Proposed MSE 24-hr 3 900-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 ©2023 HydroCAD Software Solutions LLC Pave 20 Time span=0.00-96.00 hrs, dt=0.01 hrs, 9601 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=198,971 sf 53.39% Impervious Runoff Depth=5.43" Flow Length=159' Tc=11.2 min CN=74/98 Runoff=33.25 cfs 89,999 cf Subcatchment B: Runoff Area=90,456 sf 30.96% Impervious Runoff Depth=4.82" Flow Length=804' Slope=0.0050 '/' Tc=50.1 min CN=74/98 Runoff=6.24 cfs 36,334 cf Subcatchment C: Runoff Area=179,278 sf 58.87% Impervious Runoff Depth=5.58" Tc=6.0 min CN=74/98 Runoff=37.48 cfs 83,310 cf Reach 1 R: Runoff to 1-94 Ditch outflow=0.00 cfs 0 cf Reach 2R: Runoff South Inflow=13.72 cfs 155,811 cf Outflow=13.72 cfs 155,811 cf Pond 1P: Peak Elev=947.18' Storage=56,092 cf Inflow=33.25 cfs 89,999 cf Discarded=0.42 cfs 38,898 cf Primary=2.20 cfs 51,101 cf Outflow=2.62 cfs 90,000 cf Pond 2P: Infiltration Basin Peak Elev=945.84' Storage=46,784 cf Inflow=39.12 cfs 119,645 cf Discarded=0.07 cfs 14,935 cf Primary=11.58 cfs 104,710 cf Outflow=11.65 cfs 119,645 cf Total Runoff Area = 468,705 sf Runoff Volume = 209,643 cf Average Runoff Depth = 5.37" 48.84% Pervious = 228,932 sf 51.16% Impervious = 239,773 sf Monticello Motel - Proposed MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD® 10.20-4b s/n 01934 Q 2023 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment A: Runoff = 33.25 cfs @ 12.18 hrs, Volume= 89,999 cf, Depth= 5.43" Routed to Pond 1 P : Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Descriotion 85,156 98 Proposed Pavement 6,038 98 Proposed Building 1,931 98 Existing Building 7,599 98 Existing Pavement 5,502 98 Existing Gravel 92,745 74 >75% Grass cover, Good, HSG C 198,971 87 Weighted Average 92,745 74 46.61% Pervious Area 106,226 98 53.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0475 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 0.5 59 0.0890 2.09 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 11.2 159 Total Monticello Hotel - Proposed MSE 24-hr 3 900-Year Rainfall=6.93" Prepared by Larson Engineering 4f MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment B: Runoff = 6.24 cfs @ 12.68 hrs, Volume= 36,334 cf, Depth= 4.82" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description 3,693 98 Proposed Pavement 1,929 98 Existing Building 8,634 98 Existing Pavement 13,752 98 Existing Gravel 62,448 74 >75% Grass cover, Good, HSG C 90,456 81 Weighted Average 62,448 74 69.04% Pervious Area 28,008 98 30.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.4 100 0.0050 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 2.83" 23.7 704 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 50.1 804 Total Monticello Hotel - Proposed MSE 24-hr 3 900-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment C: Runoff = 37.48 cfs @ 12.13 hrs, Volume= 83,310 cf, Depth= 5.58" Routed to Pond 2P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.93" Area (sf) CN Description 82,347 98 Proposed Pavement 23,192 98 Proposed Building 73,739 74 >75% Grass cover, Good, HSG C 179,278 88 Weighted Average 73,739 74 41.13% Pervious Area 105,539 98 58.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Monticello Hotel - Proposed MSE 24-hr 3 100-Year Rainfal/=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD®10.20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC Page 24 Summary for Reach 1 R; Runoff to 1-94 Ditch C Monticello Hotel - Proposed MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 T HydroCAD@ 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 25 Summary for Reach 2R: Runoff South Inflow Area = 468,705 sf, 51.16% Impervious, Inflow Depth = 3.99" for 100-Year event Inflow = 13.72 cfs @ 12.50 hrs, Volume= 155,811 cf Outflow = 13.72 cfs @ 12.50 hrs, Volume= 155,811 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Monticello Hotel - Proposed MSE 24-hr 3 100-Year Rainfall=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD® 10.20-4b s/n 01934 O 2023 HydroCAD Software Solutions LLC Page 26 Summary for Pond 1 P: Inflow Area = Inflow 198,971 sf, 53.39% Impervious, Inflow Depth = 5.43" for 100-Year event = 33.25 cfs @ 12.18 hrs, Volume= 89,999 cf Outflow = Discarded = 2.62 cfs @ 13.20 hrs, Volume= 90,000 cf, Atten= 92%, Lag= 61.0 min 0.42 cfs @ 13.20 hrs, Volume= 38,898 cf Primary = 2.20 cfs @ 13.20 hrs, Volume= 51,101 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 947.18' @ 13.20 hrs Surf.Area= 22,686 sf Storage= 56,092 cf Plug -Flow detention time= 483.5 min calculated for 89,990 cf (100% of inflow) Center -of -Mass det. time= 483.6 min ( 1,249.7 - 766.1 ) Volume Invert A_vail.Storage Storage Description #1 943.00' 137,095 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft} (cubic -feet) (cubic -feet) 943.00 3,057 0 0 944.00 8,818 5,938 5,938 945.00 13,299 11,059 16,996 946.00 17,560 15,430 32,426 947.00 21,892 19,726 52,152 948.00 26,384 24,138 76,290 949.00 30,655 28,520 104,809 950.00 33,916 32,286 137,095 Device Routing Invert Outlet Devices #1 Primary 945.13' 12.0" Round Culvert L= 1,019.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 945.13' / 942.07' S= 0.0030 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Discarded 943.00' 0.800 in/hr Exfiltration over Surface area Qiscarded Outflow Max=0.42 cfs @ 13.20 hrs HW=947.18' (Free Discharge) F -.2=Exfiltration (Exfiltration Controls 0.42 cfs) Primary OutFlow Max=2.20 cfs @ 13.20 hrs HW=947.18' TW=0.00' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 2.20 cfs @ 2.80 fps) Monticello Hotel - Proposed MSE 24-hr 3 900-Year Rainfafl=6.93" Prepared by Larson Engineering Of MN Printed 5/16/2024 HydroCAD@ 10 20-4b s/n 01934 © 2023 HydroCAD Software Solutions LLC _ Page 27 Summary for Pond 2P: Infiltration Basin Inflow Area = 269,734 sf, 49.51% Impervious, Inflow Depth = 5.32" for 100-Year event Inflow - 39.12 cfs @ 12.13 hrs, Volume= 119,645 cf Outflow - 11.65 cfs @ 12.41 hrs, Volume= 119,645 cf, Atten= 70%, Lag= 16.8 min Discarded = 0.07 cfs @ 12.41 hrs, Volume= 14,935 cf Primary = 11.58 cfs @ 12.41 hrs, Volume= 104,710 cf Routed to Reach 2R : Runoff South Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 945.84' @ 12.41 hrs Surf.Area= 15,590 sf Storage= 46,784 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 378.6 min ( 1,154.4 - 775.8 ) Volume Invert Avail Storage Storage Description #1 942.00' 95,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area 1nc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic-#eet 942.00 8,986 0 0 943.00 10,559 9,773 9,773 944.00 12,233 11,396 21,169 945.00 14,007 13,120 34,289 946.00 15,882 14,945 49,233 947.00 17,858 16,870 66,103 948.00 19,934 18,896 84,999 948.50 21,009 10,236 95,235 Device Routing #1 Primary lr%%jrnrt 01ltlat nPVif`P_S 941.380 #2 Device 1 944.50' #3 Device 1 942.80' #4 Discarded 942.000 15.0" Round Culvert L= 38.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 941.38' / 941.00' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf 4.0:.long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.5 Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads 0.200 in/hr Exfiltration over Surface area iscarded OutFlow Max=0.07 cfs @ 12.41 hrs HW=945.84' (Free Discharge) Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=11.58 cfs @ 12.41 hrs HW=945.84' TW=0.00' (Dynamic Tailwater) t- =Culvert (Inlet Controls 11.58 cfs @ 9.43 fps) 2=Sharp-Crested Rectangular Weir (Passes < 19.02 cfs potential flow) 3=orifice/Grate (Passes < 0.90 cfs potential flow) Hydrology Soil Group —Wright County, Minnesota 441" AQ 177YN is I?VN 4 A9xtji ��� MOAlp �� � Map Smle' t' 3,290 fix - on A ta11t1JrigC (I t' X S.S's em men N 0 45 90 t� Z70 Fed 0 m 30D aw 900 Map Wgwbon "ft Wwator Comer mwdnmMs' vvGSWI EOW 06 UTM Zone I5N"G5Sa t .l ik Natural Resources Web Soil Survey �r Conservation Service National Cooperative Soil Survey s;sa W IIx 40.ml— 44CeCIC a H P AID 4V 1722'h F R A? 175'N 44OWD 3 b c 411012024 Pagel of 4 MAP LEGEND Area of interest (A01) Area of interest (A01) Soils Soil Rating Polygons A U AID 0 B 0 Bit) 0 0 C"C) 0 0 Not rated or not ava,labte Soil Rating Lines . . A A;D ,•,,a C CID „r D . Not rated or rwot avaitab'e Soil Rating Points A 0 fu'D ® B 0 B:D Hydrologic Soil Group --Wright County. Minnesota MAP INFORMATION C The soil surveys that comprise your A01 were mapped at 1:12,000, © D Warning: Soil Map may not be valid at this scale. Not rated or not avatabla Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detaO of mapping and accuracy of soil Water Features line placement The maps do not show the small areas of Streams and Canals contrasting sails that could have been shown at a more detailed scale. Transportat•on +*i Ra's Please rely on the bar scale on each map sheet for map .�� lntersiate Highways measurements US Routes Source of Map. Natural Resoutces Conservation Service Web Soil Survey URL: Malor Roads Coordinate System Wob Mercator (EPSG:3857) Local Roads Maps from the Web Sotl Survey are based on the Web Mercator projection, which preserves direction and shape but distorts Background distance and area. A projection that preserves area, such as the Aareal FAnrorraany Albers equal-area conic projection. should be used if more accurate calculations of distance or area are required. This product is generated from the USDA•NRCS certified data as of the version dale(s) listed below. Soil Survey Area. Wright County, Minnesota Survey Area Data: Version 17, Sep 10. 2023 Sol' map units are labeled (as space allows) for map scales 1:50.000 or larqer Dale(s) aerial images were photographed: Jun 29, 2023- Sep 13.2023 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a resuL, some minor shifting of map unit boundaries may be evident �l Natural Resources Web Soil Survey 4/1012024 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group —Wright County, Minnesota Hydrologic Soil Group ___FMap unit symbol Map unit name Rating Acres in AOl Percent of AOI 106C2 Lester loam, 6 to 10 C 1.1 11.4% percent slopes, moderately eroded 406 Dorset sandy loam. 0 to B 0.5 4.9% 2 percent slopes 1362E Angus loam, 2 to 6 C 8.0 83.8% percent slopes Totals for Area of Interest 9.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. usuA Natural Resources Web Soil Survey 4/10/2024 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Wright County, Minnesota Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specirred Tie -break Rule: Higher Natural Resources Web Soil Survey 4/10/2024 Conservation Service National Cooperative Soil Survey Page 4 of 4 Wetland Delineation Report Wright County Parcel 213000183101 6321 East Broadway Street Monticello, Minnesota ` VGranite City ,Environmental Prepared for: Michael Schneider Classics on Broadway, LLC 6321 East Broadway Street Monticello, MN 55362 Prepared by: Granite City Environmental, LLC P.O. Box 1382 St. Cloud, Minnesota 56302 GCE Project #24014 June 13, 2024 Sign -off Sheet This document entitled Wetland Delineation Report was prepared by Granite City Environmental, LLC (GCE) for the account of Michael Schneider, Classics on Broadway, LLC and O'Malley & Kron Land Surveyors. The material in it reflects GCE's best judgment in light of the information available to it at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions made based on it, are the responsibilities of such third parties. GCE accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report. Prepared by (s nnature) Clinton D. Jordahl, CWD #1149 Granite City environmental. J WETLAND DELINEATION REPORT Table of Contents 1.0 INTRODUCTION.............................................................................................................1.1 2.0 STUDY METHODS...........................................................................................................2.1 2.1 OFF SITE SURVEY............................................................................................................2.1 2.2 FIELD INVESTIGATION...................................................................................................2.1 3.0 RESULTS..........................................................................................................................3.2 3.1 OFF SITE SURVEY............................................................................................................3.2 3.2 FIELD DELINEATION.......................................................................................................3.3 4.0 CONCLUSIONS..............................................................................................................4.3 5.0 REFERANCES..................................................................................................................5.4 FIGURES........................................................................................................................................ 9 APPENDIXA........:.......................................................................................................................12 APPENDIXB................................................................................................................................ 18 Granite City rnviranmen l,al WETLAND DELINEATION REPORT INTRODUCTION June 13, 2024 1.0 INTRODUCTION Granite City Environmental, LLC (GCE) delineated wetlands lying within Wright County parcel 213000183101. The project site is comprised of approximately 6.32 acres generally lying within the northeast quarter of the southwest quarter of Section 18, Township 121 N, Range 24W, Wright County, Minnesota (Figure 1). The project site is located within the unincorporated area of Monticello Township and has been assigned a street address of 6321 East Broadway Street, Monticello. The findings of this wetland delineation report are only valid for the site conditions which existed at the time of this investigation. Findings are subject to revision based upon natural or induced changes in weather, vegetation management, land use, topography, surface water flow, subsurface drainage, and stormwater management, within or near the project site which may affect the soils, hydrology, or vegetative community on the project site. 2.0 STUDY METHODS 2.1 OFF SITE SURVEY Available topographic maps, aerial photos, National Wetlands Inventory (NWI) maps, Public Waters Inventory (PWI) maps, and Wright County Soil Survey maps were reviewed prior to visiting the site to identify potential wetland areas. A custom soil survey of the area including hydric rating by map unit was generated using the United States Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS) Web Soil Survey, and is included in Appendix A. A printout of the NWI for the project area was generated using the US Fish and Wildlife Service (USFWS) Wetlands Mapper and is included in Appendix A. The Minnesota Department of Natural Resources (DNR) recently launched their own online version of the NWI ("NWI Wetland Finder") and instructed wetland delineators to begin using their new application instead of the USFWS NWI. A printout of DNR's alternate interpretation of the NWI is also included in Appendix A. Topographic contours based on Light Detection and Ranging (LiDAR) data were obtained from the Wright County Online Geographic Information System (GIS) application and are layered on Figure 2. 2.2 FIELD INVESTIGATION An examination of vegetation, soils and hydrology was completed to help characterize and determine wetland boundaries. The field examination generally followed the procedures outlined in the 1987 Corps of Engineers Wetlands Delineation Manual, as modified by the 2010 Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Midwest Region. The 2018 NRCS Field Indicators of Hydric Soils in the United States guide was utilized to help (3raT11te lilty {¢� Emironmen t.al 1 'J 2.1 WETLAND DELINEATION REPORT RESULTS June 13, 2024 identify hydric soils at the site. The 2020 National Wetland Plant List Final Ratings was used to identify the indicator status of vegetation. At least one sample transect was established for each wetland Type in a representative wetland -to -upland transition zone. Each transect was comprised of at least two sample points located along a line running perpendicular to the wetland edge, with one point in obvious wetland and one point in obvious upland. A Wetland Determination Data Form was completed for each sample point and copies of the data forms are included in Appendix B. Transect locations are indicated on Figure 2. Wetland edges were marked with sequentially numbered pink pin flags labeled "Wetland Delineation". The wetland edge was considered the highest extent of the area meeting the soils, vegetation and hydrology criteria needed to be determined wetland. Areas below the delineated wetland edge met all three of the required wetland criteria, while areas above the line did not. 3.0 RESULTS 3.1 OFF SITE SURVEY The 1991 United States Geological Survey (USGS) Monticello, Minnesota 7.5 Minute Topographic Quadrangle (Figure 1) depicts the project site as being mostly wooded with a closed depression located near the center of the project site. No other closed depressions or other suspect wetland areas are shown on or immediately adjacent to the project site. Wright County LiDAR contours (Figure 2) depict the site as sloping generally to the southwest from an elevation of about 960 to and elevation of about 950 along East Broadway Street. Closed depressions are shown in approximately the center of the site and in the northwestern corner of the property. The USFWS NWI map for the area of the project (Appendix A) does not map any presumptive wet wetland areas within the boundaries of the project site. The DNR's reinterpretation of the NWI (Appendix A) also fails to map any wetland at the property. A review of the DNR's PWI for the area failed to identify any "Waters of the State" on or immediately adjacent to the project site. The Wright County soil survey (Appendix A) maps the Dorset sandy loam and the Angus loam to be the only soil units present at the project site. Both of these soil series are predominantly nonhydric (only 5% hydric) and the presence of only predominantly nonhydric soil units is an indication that wetlands are unlikely to be present. Granite City J 191p) WETLAND DELINEATION REPORT CONCLUSIONS June 13, 2024 3.2 FIELD DELINEATION A field investigation of the subject property was conducted on June 11, 2024. The project site was determined to contain one wetland area that was subsequently delineated. Antecedent precipitation analysis suggests climatic conditions at the time of the site visit were wet (Appendix B) and upland plant species such as Mullein and Canada thistle were growing at the edge of the impounded area. Wetland A was not mapped as a wetland on the NWI but could be classification as a Type 3 seasonally flooded (C) palustrine (P) emergent (E) shallow marsh (PEMC). Ash and elm trees were growing in a portion of the basin, so parts might also be classified as Type 7 temporarily flooded (A) palustrine, forested (FO) broadleaved deciduous (1) hardwood swamp (PFOI A). As the basin does not appear flooded in most of the available aerial photography, temporarily flooded (A) might be the most appropriate water regime for the entire basin, in which case it would be a combination of Type 7 hardwood swamp and Type 1 temporarily flooded basin or flat (PEMA). Soils at the location of test pit TA 1 _W 1 were mapped as the predominantly nonhydric Angus loam (5% hydric) but had a depleted matrix below 12 inches meeting the A 12 hydric soils indicator. Test pit TA 1 _W I was advanced within a foot laterally of standing water and at an elevation of just 4 inches above the water's surface, but the soil did not appear saturated to the terminal depth of 21 inches and water only rose in the borehole to within 18 inches of the surface. Nevertheless, it's likely that water would continue to rise with time and both the D2 and D5 secondary hydrology indicators were met at that location. The vegetation around parts of the basin had been recently mowed but upland species were noted to be growing right down to, and in some cases within, the inundated area of the basin. The wetland boundary generally follows topography and adjacent upland areas lack prevalent hydrophytic vegetation and sufficient indications of wetland hydrology. 4.0 CONCLUSIONS One wetland area was delineated at the property as described above. The findings of this wetland delineation report are only valid for the site conditions which existed at the time of this investigation. Findings are subject to revision based upon natural or induced changes in weather, vegetation management, land use, topography, surface water flow, subsurface drainage, and stormwater management, within or near the project site which may affect the soils, hydrology, or vegetative community on the project site. Y,,,\wT1 raite CityEnvlrom-iie'ni.al 4.3 WETLAND DELINEATION REPORT REFERANCES June 13, 2024 5.0 REFERANCES Eggers and Reed, 1987. Wetland Plants and Plant Communities of Minnesota & Wisconsin. U.S. Army Corp of Engineers, St. Paul District. Environmental Laboratory. (1987). "Corps of Engineers Wetlands Delineation Manual," Technical Report Y-87-1, U.S. Army Engineer Waterways Experiment Station, Vicksburg, Miss. Google Earth http://www.google.com/earth/download/ge/ Guidance for Offsite Hydrology/Wetland Determinations (BWSR and USACE, July 1, 2016) Minnesota Climatology Working Group, http://climate.umn.edu/wetland/wetland.asp Minnesota Department of Natural Resources NWI Wetland Finder, https://arcgis.dnr.state.mn.us/ewr/wetlandfinder Minnesota Historical Aerial Photographs Online, https://www.lib.umn.edu/apps/mhapo/ Shaw, S.P. and C.G. Fredine. 1956. Wetlands of the United States. U.S. Fish and Wildlife Service, Circular 39. 67pp State of Minnesota Interagency Cooperative Agreement for Implementation of the Federal Wetland Delineation Memorandum of Agreement. Minnesota Wetland Mapping Conventions for 1985 Food Security Act (FSA) as Amended and Section 404 Clean Water Act (CWA), August 1994. U. S. Army Corps of Engineers. 2010. Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Midwest Region (Version 2.0), ed. J. S. Wakeley, R. W. Lichvar, and C. V. Noble. ERDC/EL TR-10-16. Vicksburg, MS: U.S. Army Engineer Research and Development Center. U.S. Army Corps of Engineers 2020. National Wetland Plant List, version 3.4 http://wetland- plants.usace.army.mil/ U.S. Army Corps of Engineers Engineer Research and Development Center Cold Regions Research and Engineering Laboratory, Hanover, NH USDA Natural Resource Conservation Service, 2018. Field Indicators of Hydric Soils in the United States V8.2. USDA Natural Resource Conservation Service. Official Soil Series Descriptions. http://ortho.ftw.nres.usda.gov/cgi-bin/osd/osdname.cgi USDA Natural Resources Conservation Service, Soil Survey for Wright County, On-line soils survey: http://websoilsurvey.nres.usda.gov/app/ ,Graiiite City Envirc�nrnerrt.al J 5.4 WETLAND DELINEATION REPORT REFERANCES June 13, 2024 U.S. Fish and Wildlife Service National Wetlands Inventory Wetlands Mapper http://www.fws.gov/wetlands/Wetlands-Mapper.html U.S. Geological Survey, Monticello Minnesota, 7.5 Minute Quadrangle Topographic Map, 1991 Wright County Interactive Map, https://beacon.schneidercorp.com/ Granite City ,J Environmental 5.5 Figures Granite City Environmental BIG LAKE MN 9� -. , _ _-. _ ..._ __ -. - -- -- - - • • '"7 45093-C6-TF-024 1991 I f, 36r,...- �`- am 9�Q-&M 936 t !29 Gra 4R- It IN - F 3 _ ..- - • • • • • 17 4j i •• t 7 -' •�{j ` Site L catio " Y 1 LIT- ' 1 _ • -�� _/✓ r` ✓ '_''-•c �'"_" '" � .� � �;. "ram' / lr4b- AN,0 •` '� r► { Lr� • C1-- /Q � Cl ' j ✓�. i qunnwUlc•tE or , • t f MONTICELLO, MN � _� J •• � r: 45093-C7-TF-024 1 K � f^ 1991 ' Wetland Delineation Figure 1 Granite City Wright County Parcel 213000183101 Site Locator Map Environmental 6321 East Broadway Street 320.253-5411 • clint@granitecityenv.com Monticello, Minnesota Date Job No. Scale P.O. Box 1382, St. Cloud, MN 56302 6/ 1 1 /2024 24014 1 :24,000 I -An U 0 ca Granite City Wetland Delineation Figure 2 Environmental Wright County Parcel 213000183101 Approximate Delineation 6321 East Broadway Street 320-253-5411 - clint@graniwityenv.com P.O. Box 1382. St. Cloud. MN S6302 Monticello, Minnesota Date 6/11/2024 Job No. � 24014 1 Scale 1 " = ±140' Appendix A Off Site Survey Data Granite City Environmental �J r—� ct °o u n l � � 0 �U O C N u N • Oo W M r" M CO r CD O C O O (n O (� Q) = N _ V yam o 4-1 U W C 0. 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O 0 �O .O w U O _ C O (D M U 0 (h a C C = C co >, O O J �, ">1 O O 2 Z Z tm 2 = = 2 Z Z d C C '� ® ❑ ❑ ❑ ® ❑ Y ■ ` ❑ y O N 0 N Q fn (D .a N 0 a) 0 N ^c o ^o > N M C fa O 0N o O () o O O O M O C O C O V1 a.r C c0 U Cl) v U U o ` C cu y cu a >. = >1 2 >, = >, 2 O Z 0 Z cn R r ® ® 13 M y d � 3 N N N_ O c0 c6 0- s CD U c 0 co Z ..N Hydric Rating by Map Unit —Wright County, Minnesota Wetland Delineation Wright County Parcel 213000183101 6321 East Broadway Street Monticello Minnesota Hydric Rating by Map Unit Map unit symbol Map unit name Rating Acres in AOI Percent of A01 406 Dorset sandy loam, 0 to 2 percent slopes 5 0.6 6.5% 1362B Angus loam, 2 to 6 percent slopes 5 8.1 93.5% Totals for Area of Interest 8.7 100.0% Rating Options Aggregation Method: Percent Present Component Percent Cutoff. None Specified Tie -break Rule: Lower USDA Natural Resources Web Soil Survey 6/12/2024 aiii� Conservation Service National Cooperative Soil Survey Granite City Page 3 of 3 VEnvironmental Appendix B Wetland Determination Data Forms Granite City .'O�\ Environmental Minnesota State Climatology Office State Climatology Office - DNR Division of Ecological and Water Resources home I current conditions I journal I past data I summaries I agriculture I other sites I about us Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121 N township name: Monticello (east) range number: 24W nearest community: Monticello section number: 18 Aerial photograph or site visit date: Tuesday, June 11, 2024 Score using 1991-2020 normal period values are in inches A'R' following a monthly total indicates a provisional value derived from radar -based estimates. first prior month: May 2024 second prior month: April 2024 third prior month - March 2024 estimated precipitation total for this location: *5.12 rfs&+pfq 4.43R 2.42R there is a 30% chance this location will have less than: 2.53 1.84 1.07 there is a 30% chance this location will have more than: 5.59 3.34 1.82 type of month: dry normal wet normal -MiSS+ng wet wet monthly score 3* 2= 6 2* 3= 6 1* 3= 3 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) 15 wet Other Resources: *From Minnesota State Climatology Office Nearest Station Precipitation Data Retrieval ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) Y". WETLAND DETERMINATION DATA FORM Pagelof2 Midwest Region 1�� rt'}l l l t t t{ .l i �' �'.►1�'11'i)t1ttlC'Ilt�l� Project/Site: Parcel 213000183101 GGt rroiect ;;: z4u 14 udte. Vol l I14-1 Applicant: Michael Schneider / Classics on Broadway LLC County: Wright #1: Clint Jordahl Investigator #2: State: MN Wetland ID: A -Investigator Soil Unit: Angus loam, 2 to 6 percent slopes NWI/WWI Classification: Upland Landform: Depression Local Relief: Concave Sample Point: TA1_W1 Sloe (%): 2 Latitude: 45.28777 Longitude: -93 75734 Datum: Community ID: Section: 18 Township: 121 N Are climatic/hydrologic conditions on the site typical for this time of ear? (If no, explain in remarks) ❑ Yes 0 No Are Vegetation ❑ , Soil ❑, or Hydrology ❑ significantly disturbed? Are normal circumstances present? Are Vegetation ❑ , Soil ❑, or H drolo El natural) roblematic? p Yes LINO Range: 24 Dir: W SUMMARYOF Hydrophytic Vegetation Present? p Yes ❑ No H dnc Soils Present? 0 Yes ❑ No Wetland Hydrology Present? [21 Yes ❑ No - • • • - - ' ' Remarks: Antecedent precipitation analysis indicates climatic conditions are Wet - HYDROLOGY Wetland Hydrology Indicators (Check here if indicators are not present): ❑ Secondary: Prima 0 Al - Surface Water ❑ B9 - Water -Stained Leaves ❑ B6 - Surface Soil Cracks ❑ A2 - High Water Table ❑ B13 - Aquatic Fauna El B10 - Drainage Patterns ❑ A3 - Saturation ElB14 - True Aquatic Plants ❑ C2 Dry -Season Water Table ❑ B1 -Water Marks ❑ C1 - Hydrogen Sulfide Odor ❑ C8 - Crayfish Burrows ❑ B2 - Sediment Deposits ❑ C3 - Oxidized Rhizospheres on Living Roots ❑ C9 - Saturation Visible on Aerial Imagery ❑ B3 - Drift Deposits ❑ C4 - Presence of Reduced Iron ❑ D1 - Stunted or Stressed Plants ❑ B4 - Algal Mat or Crust ❑ C6 - Recent Iron Reduction in Tilled Soils 121 D2 - Geomorphic Position ED D5 - FAC-Neutral Test ❑ B5 - Iron Deposits ❑ C7 - Thin Muck Surface ❑ B7 - Inundation Visible on Aerial Imagery ❑ D9 - Gauge or Well Data ❑ B8 - Sparsely Vegetated Concave Surface ❑ Other (Explain) Field Observations: Surface Water Present? 0 Yes ❑ No Depth: -4 (in.) Wetland Hydrology Present? 0 Yes ❑ No Water Table Present? EI Yes ❑ No Depth: 1 (in.) Saturation Present? ❑ Yes 0 No Depth: (in.) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Boring was at the edge of surface water Soil did not appear saturated to terminal depth of 21 inches, but water filled the borehole to within 18 inches of the surface and was continuing to rise • Map Unit Name: Angus loam, 2 to 6 percent slopes Series Drainage Class: well drained Taxonom Subgroup): Mollic Ha ludalfs Profile D es cri Lion (Describe to the depth needed to document the indicator or arm the absence of indicators.) (Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Co ered/Coated Sand Grains, Locaiton: PL=Pore Lining, M=Matrix) Texture Top Depth Bottom Matrix Mottles Depth Horizon Color Moist % Color Moist % Type Location (e.g. clay, sand, loam) 0 12 10YR 2/1 100 - -- sand loam 12 21 10YR 4/1 70 7.5YR 5/8 30 C sandy clay loam NRCS Hydric Soil Field Indicators (check here if indicators are not present): ❑ Indicators for Problematic Soils' ❑ Al- Histosol ❑ S4 - Sandy Gleyed Matrix ❑ Al -Coast Prairie Redox ❑ A2 - Histic Epipedon ❑ S5 - Sandy Redox ❑ F12 - Iron -Manganese Masses ❑ A3 - Black Histic ❑ S6 - Stripped Matrix ❑ Other (Explain in Remarks) ❑ A4 - Hydrogen Sulfide ❑ F1 - Loamy Muck Mineral ❑ A5 - Stratified Layers ❑ F2 - Loamy Gleyed Matrix ❑ A10 - 2 cm Muck ❑ F3 - Depleted Matrix ❑ Al 1 - Depleted Below Dark Surface ❑ F6 - Redox Dark Surface 0 Al2 - Thick Dark Surface ❑ F7 - Depleted Dark Surface ❑ S1 - Sandy Muck Mineral ❑ F8 - Redox Depressions ❑ S3 - 5 cm Mucky Peat or Peat Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic Restrictive Layer Type: Depth: Hydric Soil Present? ED Yes ❑ No (If Observed) Remarks: VGranite Citv WETLAND DETERMINATION DATA FORM Page 2of2 I'Ai1V12'pI1mintal Midwest Region Project/Site: Parcel 213000183101 Wetland ID: Sample Point - Tree Stratum Plot size: 30 ft radius Dominance Test Worksheet Species Name °r cover Dominant Ind -status Number of Dominant Species that are OBL, FACW, or FAC: 3 (A) 2' -- -- -- 3. -- 4.- -- -- Total Number of Dominant Species Across All Strata: 3 (B) Percent of Dominant Species That Are OBL, FACW, or FAC: 100.0% (A/B) 5. -- 6' - -- 7. -- - 8'9. -- -- Prevalence Index Worksheet 100 . -- -- - - Total % Cover of: Multiply by. -- -- OBL spp. x 1 = u Total Cover = 0 FACW spp. 40 x 2 = 00 Sapling/Shrub Stratum (Plot size: 15 ft radius) FAC spp. 30 x 3 = 90 1. FACU spp. to x 4 = 40 _- 2.3. UPL spp. to x 5 = 50 4. - - -- -- Total 90 (A) 260 (B) 5. -- Prevalence Index = B/A = i 888 7. Hydrophytic Vegetation Indicators: ❑ Yes 2 No Rapid Test for Hydrophytic Vegetation 0 Yes ❑ No Dominance Test is > 50% 0 Yes ❑ No Prevalence Index is:5 3.0' ❑ Yes 0 No Morphological Adaptations (Explain) ❑Yes 0 No Problem Hydrophytic Vegetation (Explain) ' Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 8.9. -- -- 10. -- -- -- Total Cover = 0 Herb Stratum Plot size: 5 ft radius 1. PHALARIS ARUNDINACEA 20 Y FACW 2. RUMEX CRISPUS 20 Y FAC 3. Solidago gigantea 20 Y FACW 4. Potentilla norvegica 10 N FAC Definitions of Vegetation Strata: Tree - woody plants 3 in. (7.6cm) or more in diameter at breast height (DBH), regardless of height. Sapling/Shrub - woody plants less than 3 in. DBH and greater than 3.28 ft. tall. Herb - All herbaceous (non -woody) y) plants, regardless of size, and woody plants less than 3.28 ft. tall. Woody Vines - All woody vines greater than 3.28 ft. in height. 5. VERBASCUM THAPSUS 10 N UPL 6 Erigeron strigosus 5 N FACU 7. - CIRSIUM ARVENSE 5 N FACU 8. 9' -- -- -- 10. -- _ - 11. -- 12. -- -- -- 13. -- 14. -- 15. - -- -- Total Cover = 90 Vine Stratum (Plot size: 30 ft radi 1. 2. -- 3. - 5. 4. Remarks: Additional Remarks: - -- -- Hydrophytic Vegetation Present DYes ❑ No Total Cover = 0 WETLAND DETERMINATION DATA FORM , (�"IlVironyrjental rallite City Midwest Region Project/Site: Parcel213000183101 GCE Project#: 24.. Applicant: Michael Schneider / Classics on Broadway, L L C investigator #1: Clint Jordahl Investi ator #2: Soil Unit: Angus loam, 2 to 6 percent slopes NWI/WWI Classification: Upland Landform: Backslope Local Relief: Linear Sloe (%): 5 Latitude: 45 28777 Lon itude: -93 75734 Datum: Are climatic/hydrologic conditions on the site typical for this time of ear? (If no, explain in remarks) ❑ Yes 0 No Are Vegetation ❑ , Soil ❑, or Hydrology ❑ significantly disturbed? Are normal circumstances present? Are Vegetation ❑ , Soil ❑, or Hydrology ❑ naturally problematic? p Yes ❑No Hydrophytic Vegetation Present? ❑ Yes 0 No HH drl S Wetland Hydrology Present'? ❑ Yes 0 No Remarks: Antecedent precipitation analysis Indicates climatic conditions are Wet f Uate: ubrl vZ4 County: Wright State: MN Wetland ID: A Sample Point: TA1 _U1 Community ID: Section: 18 Township: 121 N Ranoe: 24 Dir: W Wetland Hydrology Indicators (Check here if indicators are not present): O Prima ❑ Al - Surface Water ❑ B9 - Water -Stained Leaves Secondary: ❑ B6 - Surface Soil Cracks ❑ B10 -Drainage Patterns ❑ A2 - High Water Table [IB13 - Aquatic Fauna ❑ B14 - True Aquatic Plants ❑ C2 - Dry -Season Water Table ❑ A3 - Saturation ❑ 131 - Water Marks ❑ C1 - Hydrogen Sulfide Odor ❑ C3 - Oxidized Rhizospheres on Living Roots ❑ C8 - Crayfish Burrows ❑ C9 - Saturation Visible on Aerial Imagery ❑ B2 - Sediment Deposits ❑ C4 - Presence of Reduced Iron ❑ D1 - Stunted or Stressed Plants ❑ B3 - Drift Deposits ❑ B4 - Algal Mat or Crust ❑ C6 - Recent Iron Reduction in Tilled Soils ❑ D2 - Geomorphic Position ❑ D5 - FAC-Neutral Test ❑ B5 - Iron Deposits ❑ C7 - Thin Muck Surface ❑ B7 - Inundation Visible on Aerial Imagery ❑ D9 - Gauge or Well Data ❑ B8 - Sparsely Vegetated Concave Surface ❑ Other (Explain) Field Observations: Surface Water Present? ❑ Yes 0 No Depth: (in.) Wetland Hydrology Present? ❑ Yes 0 No Water Table Present? ❑ Yes 0 No Depth: (in.) Saturation Present? ❑ Yes 0 No Depth: (in.) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Map Unit Name: Angus loam, 2 to 6 percent slopes Series Drainage Class: well drained Taxonom Subgroup): Mollic Ha ludalfs Profile Deseri Lion (Describe to the depth needed to document the indicator or confirm the absence of indicators.) (Type. C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered/Coaled Sand Grains: Location: PL=Pore lining, M=Matrix) Top Bottom Horizon Matrix Mottles Texture Color Moist % Color Moist % Type Location Depth Depth (e.g. clay, sand, loam) 3' 10YR 211 100 -- sandy loam (fill?) 4- 2.5Y 4/1 90 7 5YR 5/8 C M sandy clay loam NRCS Hydric Soil Field Indicators (check here if indicators are not present): ❑ Indicators for Problematic Soils ' ❑ A1- Histosol ❑ S4 - Sandy Gleyed Matrix ❑ A16 - Coast Prairie Redox ❑ F 12 - Iron -Manganese Masses ❑ A2 - Histic Epipedon ❑ S5 - Sandy Redox ❑ S6 - Stripped Matrix ❑ Other (Explain in Remarks) ❑ A3 - Black Histic ❑ A4 - Hydrogen Sulfide ❑ F1 - Loamy Muck Mineral ❑ A5 - Stratified Layers ❑ F2 - Loamy Gleyed Matrix ❑ A10 - 2 cm Muck ❑ F3 - Depleted Matrix ❑ Al 1 - Depleted Below Dark Surface ❑ F6 - Redox Dark Surface 0 Al2 - Thick Dark Surface ❑ F7 - Depleted Dark Surface ❑ S1 - Sandy Muck Mineral ❑ F8 - Redox Depressions 'Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed a problematic Peat or Peat ❑ S3 - 5 cm Muck. 0 Yes ❑ No Restrictive Layer Type: Depth: Hydric Soil Present? (If Observed) Remarks: (TIanite C itv WETLAND DETERMINATION DATA FORM Page 2of2 -011111611tdl Midwest Region Project/Site: Parcel 213000183101 Wetland ID: A Sample Point TA, U1 Tree Stratum Plot size: 30 ft radius 1. Species Name Rio cover Dominant Ind.Status - Dominance Test Worksheet Number of Dominant Species that are OBL, FACW, or FAC: 1 (A) Total Number of Dominant Species Across All Strata: 5 (B) Percent of Dominant Species That Are OBL, FACW, or FAC: 20.0% (A/B) 2. - 3. - 4. - - 5. -- - - 6. - - 7. -- - 8. Prevalence Index Worksheet Total % Cover of: Multiply by: OBL spp. o x 1 = o FACW spp. 15 x 2 = 30 FAC spp. 15 x 3 = 45 FACU spp. 45 x 4 = 180 UPL spp. 15 x 5 = 75 Total 90 (A) 330 (B) Prevalence Index = B/A = 3.667 9• - 10. - - Total Cover = 0 Sapling/Shrub Stratum (Plot size: 15 ft radius) 1. -- - 2. - - 3' - - 4. -- -- 5. 6. - 7. - - -- Hydrophytic Vegetation Indicators: ❑ Yes p No Rapid Test for Hydrophytic Vegetation ❑ Yes 0 No Dominance Test is > 50% ❑ Yes p No Prevalence Index is:5 3.0 ❑ Yes 0 No Morphological Adaptations (Explain) ` ❑ Yes 0 No Problem Hydrophytic Vegetation (Explain) ` Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 8. -- -- - - 9' -- 10. - Total Cover = 0 Herb Stratum Plot size: 5 ft radius 1. Solidago gigantea 10 Y FACW 2. CIRSIUM ARVENSE 10 Y FACU 3. VERBASCUM THAPSUS 10 Y UPL 4. TARAXACUM OFFICINALE 10 Y FACU Definitions of Vegetation Strata: Tree - woody plants 3 in. (7.6cm) or more in diameter at breast height (DBH), regardless of height. Sapling/Shrub - Woody plants less than 3 in. DBH and greater than 3.28 ft. tall. Herb - All herbaceous (non -woody) plants, regardless of size, and woody plants less than 3.28 fl. tall. Woody Vines - All woody vines greater than 3.28 ft. in height. 5. Parthenocissus quinquefolia 10 Y FACU 6 ARC TIUM MINUS 5 N FACU 7. Toxicodendron rad/cans 5 N _FAC _ 8. PHALARIS ARUNDINACEA 5 N FACW 9. BROMUS INERMIS 5 N UPL 10. RUMEX CRISPUS 5 N FAC 11. PLANTAGO MAJOR 5 N FAC 12, TRIFOLIUM REPENS 5 N FACU 13. Festuca subverticillata 5 N FACU 14. - -- -- - 15. -- -- - -- Total Cover = 90 Woody Vine Stratum Plot size: 30 ft radius Hydrophytic Vegetation Present ❑Yes 0 No 1. -- -- -- 2. -- -- -- 3. - -- -- 5. - -- -- -- 4. - -- -- -- Total Cover = 0 Remarks: Additional Remarks: MINUTES JOINT MONTICELLO PLANNING COMMISSION/CITY COUNCIL WORKSHOP Tuesday, April 2, 2024 — 5:00 p.m. Monticello Community Center Planning Commissioners Present: Vice Chair Andrew Tapper, Teri Lehner, Rob Stark, Melissa Robeck Planning Commissioners Absent: City Councilmembers Present: City Councilmembers Absent: Staff Present: 1. Call to Order Chair Paul Konsor Mayor Lloyd Hilgart, Charlotte Gabler, Sam Murdoff, Lee Martie Tracy Hinz Angela Schumann, Steve Grittman, Rachel Leonard, Hayden Stensgard Planning Commission Vice Chair Andrew Tapper called the joint workshop of the Monticello Planning Commission and City Council meeting to order at 5:00 p.m. 2. Concept Stage Planned Unit Development Submittal for a proposed multi -use development including Commercial Lodging, Event Center, and Restaurant facilities on a parcel currently in the Monticello Township and guided Employment Campus PIDs: 213-000-183101, 213-000-184203 Legal Description: Lengthy —Contact City Hall Applicant: Mike Schneider Community Development Director Angela Schumann provided an overview of the Concept Stage Planned Unit Development (PUD) joint workshop meeting's purpose and intent. The purpose was for a concept stage PUD review aimed at providing helpful and constructive feedback to the development team that presents the concept. Notices were sent out for this meeting to the surrounding area where the development is proposed. Ms. Schumann added that the meeting did not involve a public hearing, but if time allows, residents present may address the group. City Planner Steve Grittman provided an overview of the agenda item to the Planning Commission, City Council, and the public. The subject property is roughly 8.3 acres bounded by Interstate 94 to the north and East Broadway Street to the south. The concept development proposal for the property consists of a first phase 4-story 76-room hotel (Grandstay Hotels), a 15,000-square-foot foot event center, and a 6,800-square- foot restaurant. The applicants have also indicated a second phase of construction on the site consisting of a 6,000-square-foot shed -style building that would be utilized to store vintage items similar to a museum. Mike Schneider, applicant, addressed the group. Mr. Schneider introduced the applicant team and noted that the three buildings proposed in the first phase of construction rely on each other for the success of the development. Tony Dingmann, of Doug Carlson Development Inc., noted they would be the general contractor for the development, and have constructed the proposed hotel design in recent years. He also noted the hotel would have a mix of standard -stay and extended - stay rooms. Roughly 12 of 76 rooms would be extended stay. Jon Kennedy, President of Grandstay Hotels, addressed the group. Lisa Shields-Ergen, of Vita Bella Ristorante Italiano, addressed the group regarding the proposed event center and restaurant. Planning Commissioner Melissa Robeck joined the meeting at 5:21 p.m. Councilmember Charlotte Gabler appreciated the applicants bringing forward this concept and asked if MnDOT was notified of the concept submittal and if they addressed the expansion of Interstate 94 in this area. Ms. Schumann clarified that MnDOT was notified of this meeting and the plans submitted for the concept. They provided preliminary comments that were included in the agenda packet but did not address the expansion project on 1-94. Mr. Schneider added that he has spoken with MnDOT representatives, and they said this property will not be affected by the expansion project. Councilmember Gabler asked if utility and paving work would be done at the same time as the three initial buildings were constructed or if it would be done prior. Mr. Schneider clarified that work will be done at the same time as the construction of the buildings in the first phase. Councilmember Gabler asked what type of signage would be proposed on site. Mr. Schneider said that had not been finalized, but there will be wall signage on the hotel at the minimum for visibility on the interstate. Mr. Kennedy added that due to the large amount of visibility of the site, they do not anticipate requesting any flexibility from what is allowed by ordinance. Commissioner Tapper noted that there is a section of sidewalk under the interstate bridge that stops around the west edge of the subject property and would appreciate the extension of that sidewalk to the east with this project. Commissioner Teri Lehner concurred. Commissioner Rob Stark asked what the max capacity of the event center would be. Mr. Schneider said it would likely fit 80-100 people. Michelle Weintzetl, of the applicant team, added that the development team is currently conducting a study that will assist in verifying the event center's needs for size. Councilmember Gabler asked if all three buildings in the first phase would be connected. The development team confirmed. Commissioner Tapper asked if the parking shown just east of where East Broadway Street ends is necessary for the development, as a portion of it does not appear to be on the two subject properties. Mr. Schneider said it is necessary for development circulation and required parking minimums. Councilmember Sam Murdoff asked whether the stormwater ponds identified on the site plan would be enough for the concept. Mr. Schneider said that it is likely that the stormwater area would be enlarged to support the development, but the two locations identified would work together to support it. Ms. Schumann addressed the next steps for this concept, including the need for the property owner to petition for annexation before submitting a formal land use application. The City Council is required to acknowledge any petitions for annexation prior to considering development of an eligible property in the township. No action was taken on the agenda item. 3. Adjournment By consensus, the meeting was adjourned at 5:42 p.m. Recorded By: Hayden Stensgard� Date Approved: May 7, 2024 ATTEST: Angela munity Development Director 7. 0 U 0 Z w CO rn 0 0 LO CO a LO LO vi J 0 a a w Z Z 7 0 CO lL Z) U) V, w D Z w a a z w x 0 r, wsb"/ June 26, 2024 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: Schnieder Commercial Development (Broadway Plaza) Development Stage PUD & Preliminary Plat Submittal & Review City Project No. 2024-010 WSB Project No. 024950-000 Dear Mr. Leonard: We have reviewed the Broadway Plaza development stage PUD site plan and preliminary plat dated June 4, 2024. The applicant proposes to construct a hotel, convention center, and a restaurant on two parcels totaling approximately 7 acres along Broadway Avenue (CR 15) on the south side of Interstate 1-94. The documents were reviewed for general conformance with the City of Monticello's general engineering and stormwater treatment standards. We offer the following comments regarding these matters. Applicant should provide responses to comments provided on the attached redline plans and below General & Preliminary Plat 1. City staff will provide additional comments under separate cover. 2. The proposed development appears to utilize land designated as the City of Monticello and MnDOT right-of-way. Please verify proposed project limits, coordinate with the appropriate landowners, and obtain formal approval for use of this property as required. 3. Show 12' perimeter and 6' side -yard drainage and utility easements on the plat and plans. 4. The Fire Marshall and/or building department will review required fire hydrant location(s) and emergency vehicle access/circulation. Fire truck circulation will need to accommodate the City's ladder truck. Provide a turning movement exhibit to show that a fire truck can access all building structures, cul-de-sacs, roundabout areas, and parking lots as applicable. Additional comments may be provided under separate cover. 5. With future submittals, provide additional sheets including an existing/removals plan, full erosion/sediment control plan, and standard details plan. It appears the project will M:\024950-000\Admin\Docs\2024-06-12 Submittal (Preliminary Plat)\_2024-06-26 Schneider Commercial Dev - Preliminary Plat - WSB Engineering Comments.docx Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 2 disturb more than one acre and a SWPPP will be required, consistent with the MPCA CSWGP standards. 6. Additional comments have been provided directly on the plan sheets. Not all comments on the plans have been summarized in this review letter. Site Plan (Sheets A010, C100, C101, C102) 7. Include path/sidewalk along Broadway Avenue with the project and plans. a. Show connecting to the existing sidewalk near Meadow Oak Avenue. b. Width of sidewalk needs to be 6' and match city details. c. Sidewalks are typically offset 1' from property line. If the sidewalk is to remain next to the parking lot, it will be required to be located within a public sidewalk easement. d. If the sidewalk is installed adjacent to the roadway, concrete curb and gutter will be required. 8. Show/note pedestrian facilities including trails, pedestrian curb ramps, and sidewalks on the site plan. 9. Streets, parking lots, and utilities shall be designed in accordance with the applicable City Subdivision Ordinances and the City's General Specifications and Standard Details Plates for Street and Utility Construction. In -progress with plan revisions. Gradinq & Erosion/Sediment Control Plan (Sheets C200, C201, C202) 10. Locations where an EOF, Rain Guardian, or other concentrated discharge points over vegetated areas will require a permanent stabilization method such as rip -rap or permanent turf reinforcement matting. 11. At EOF locations for all basins, show the grading/contours in those areas to facilitate the overflow conveyance. 12. Identify and note all areas of "tip -out" curb and note on plans. 13. Retaining walls greater than 4' in height will require certified engineering drawings/plans form a registered structural engineer. A safety fence/guardrail will be required at the top of walls 4' or greater. Provide soil borings/geotechnical analysis for the area where the wall is proposed. 14. With final plan/plat submittal provide the following a. In general maintain all surface grades within the minimum of 2% and maximum 33% slopes. Vegetated swale grades shall also be a minimum of 2.0%. b. Drainage arrows on plans showing direction of runoff. Note specifically high points between each side -yard swale. c. Include percent slope In all other swale locations and verify that it meets the City requirement of 2% minimum. d. Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). e. Note the size of proposed storm sewer structures. 15. An NPDES/SDS Construction Storm Water General Permit (CSWGP) shall be provided with the grading permit or with the building permit application for review, prior to construction commencing. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 3 16. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. a. Include silt fence around infiltration bmp's to minimize compaction of soils. b. Include a rock construction entrance on the west entrance or show it blocked off during construction to limit sediment tracking Add a note on the construction plans for street sweeping on adjacent impervious as necessary. Provide redundant perimeter control around the wetland areas. Silt fence should be double layered to a 3 foot minimum separation and 5 foot maximum separation (if applicable, a wetland inventory has not been provided yet). 17. A full review of erosion/sediment control and SWPPP will be conducted with the final plan/plat submittal. Utility Plan (Sheets C300, C301, C302) General: 18. With final construction plans, provide confirmation of MDH (watermain) and MPCA (sanitary sewer) plan review and permitting. The City engineer will need to review and sign the sanitary sewer permit. Based on the current design, it appears the applicant will also be required to apply for a permit from DLI, provide copies to the City. 19. Any public sanitary sewer and watermain shall be encompassed by drainage and utility easements where located outside of public road right of way. Drainage and utility easements will need to allow for a 1:1 trench from the invert of the utility with a minimum of 20' centered on the utility. 20. Provide dimension notes from watermain to parallel sewer mains (storm and sanitary sewer); the minimum horizontal separation between mains is 10 feet. Where watermain crosses any storm sewer or sanitary sewer, add a note at each location to the effect of "Maintain 18-inch Separation, 4" Rigid Insulation". If offsets are required where conflicts with normal watermain pipe placement occur, add appropriate details to the plans. 21. Label the pipe material/strength designation for utility pipes, i.e. SDR 35/SDR 26 for sanitary sewer and DR designation for proposed PVC C900 watermain. 22. Label all watermain fittings. 23. Add general notes to the utility plans to the effect of: a. The City shall not be responsible for any additional costs incurred that are associated with variations in the utility as -built elevations. All utility connections shall be verified in the field. b. The City, or agents of the City, are not responsible for errors and omissions on the submitted plans. The Owner and Engineer of Record are fully responsible for changes or modifications required during construction to meet the City's standards. c. All watermain and sanitary sewer testing shall be conducted in accordance with the City standards and specifications. Copies of all test results shall be submitted to the City (Public Works Director, City Engineer), the Owner, and the Engineer of Record. d. Watermain shall have a minimum cover of 7.5'. e. Tracer wire installation shall be in accordance with the latest edition of the MN Rural Water Association Standards. See these standards for further details. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 4 The City will require televising for sanitary and storm sewer pipe installations prior to accepting a warranty for the utility system; provide report and video files to the City for review. Watermain: 24. Hydrant locations shall be reviewed and approved of by the City Fire Marshal; typically, a maximum of 250' overlapping influence radius (maximum 400' spacing) is required along roadway (hose length). Provide an exhibit showing hydrant influence spacing. 25. The watermain connections to the building shall be reviewed and approved by the City Fire Marshall. 26. Consideration of future watermain looping needs and stubs for future phases or other adjacent developments will be required. City staff and/or City Fire Marshall may provide additional comments on this item. 27. Verify existing watermain will have a minimum of 7.5' of cover after grading; it appears that there will be a cut in grade of approximately 1' within the proposed parking lot. Sanitary Sewer: 28. The maximum spacing for sewer service cleanouts shall be 70'. 29. Provide sanitary sewer service inverts at the building connection/location and note percent grade. Storm Sewer. 30. Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). 31. On the final plans, note the sizes of the proposed storm sewer structures. 32. Storm catch basins shall have a minimum depth of 4.0' to prevent freezing. Stormwater Management 33. Below are General Stormwater Requirements for the Site: a. The applicant will be required to submit a stormwater management plan for the proposed development in accordance with the requirements in the City's Design Manual -in progress b. The proposed development appears to use land designated as the City of Monticello and MnDOT right-of-way for stormwater management. Please verify proposed project limits and coordinate with appropriate landowners. Stormwater ponding should be onsite and outside of the ROW where possible. c. The new site will need to provide onsite volume control for runoff of 1.1 " over the new impervious area, Pre-treatment measures are required prior to discharging to the volume control BMPs, pending soils verification from geotechnical report. d. An operation and maintenance plan for all stormwater BMPs is required and should be submitted with the stormwater report for review. e. The site is outside of the DWSMA and is not subject to requirements of the City's Wellhead Protection Plan. 34. Two feet of freeboard is required from the HWL of a basin to the low opening of a structure. Two feet of vertical separation is also required from an area's EOF elevation to the low opening. a. EOF for the basin should be a stabilized EOF to prevent erosion and bank failure. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 5 b. Provide energy dissipation at outlets entering stormwater bmp's 35. Include storm sewer sizing calculations with future plans. Refer to Monticello Design guidelines for Storm sewer requirements. a. Provide calculations for the proposed storm sewer pipes and culverts. b. Refer to the design guidelines for velocity requirements at discharge locations 36. Provide a full geotechnical report to verify soil conditions and groundwater elevations within the site. a. A piezometer shall be installed in order to ascertain the level of the local groundwater table and demonstrate at least three feet of separation between the bottom of the proposed facility and the groundwater. b. The soil boring is required to go to a depth of at least five feet below the proposed bottom of the STP. c. Websoil survey shows c soils for the infiltration basin. Provide calculations on the proposed draw down time or propose soil corrections. i. With the poor ability of c soils to infiltrate when wet there is concern that the basin wont function over time. 37. The last structure prior to discharge to a stormwater BMP is required to be a 4' minimum sump structure. a. CB11 is being proposed as a 3' sump. City standards require a 4' minimum depth for sumps. If the depth cannot be met with the structure additional upstream sumps could be required. b. CB 4 or stmh3 should have a sump for pretreatment before discharging into the existing infiltration basin. Traffic & Access 38. The applicant is proposing two driveway access points along Broadway Street, the west driveway is located approximately'/4 mile east of Meadow Oak Ave and the east driveway is approximately 300 feet east of the west driveway. A third access is also shown at the corner of Broadway and Meadow Oak Drive. MnDOT Access Manual Guidelines for Spacing between Adjacent driveways (high -volume commercial uses) along a 50-mph roadway is 425 feet. Shift the eastern access to the west to align with Meadow Oak Drive to allow for improved visibility due to the 90-degree turn in the road. 39. Provide a traffic study for the proposed development, include an evaluation for the need of turn lanes at the two main site access points. 40. Based on an initial review of the site, the proposed use may generate over 1,000 daily trips during non-event days and likely over 2,000 trips on event days at the convention center based on land uses and parking stalls provided. The existing Average Daily Traffic on Broadway Street is 1,150 vehicles per day. The addition of the proposed traffic would likely more than double the ADT on Broadway Street. Clarify the size of the restaurant, site plan shows two different square-footages. 41. Thirteen accessible parking spaces are proposed and meet the threshold of eight for a parking lot with 301-400 spots. Parking lot photometrics to be provided in a future submittal. Add different color isolines for fc values in 0.5 increments to show contour map. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 6 43. Provide sight line exhibits for accesses along Broadway and show that intersection/driveway sight distances will be met. Wetlands & Environmental 44. A wetland delineation was completed within the project area in June 2024 by Granite City Environmental and was submitted to the County for review and approval. One Type 1/7 wetland was identified during the delineation. The wetland boundary should be included on the site plan. If the wetland will be impacted by the development, a replacement plan application will need to be submitted to the LGU demonstrating avoidance and minimization of the wetland. If wetland impacts are approved by the LGU, evidence of wetland mitigation as agreed upon by the LGU should be provided to the City. 45. The City requires that a buffer be established around existing wetlands based on the quality of a wetland as determined by a wetland functional assessment such as a MnRAM or similar. In order to determine the quality of the delineated wetland and subsequent buffer width, provide a MnRAM functional assessment to the city. Low quality wetlands require a maximum buffer width of 50 feet and a minimum of 10 feet with an average of 25 feet. Buffer distances increase as wetland quality increases. There is also a requirement for a structure setback from the buffer of 15 feet. The wetland buffer should be included on the site plan. Please have the applicant provide a written response addressing the comments above. Feel free to contact me at 612-419-1549 if you have any questions or comments regarding the engineering review. Sincerely, WSB �;� L James L. Stremel, P.E. Senior Project Manager `o U } 4 KEY NOTES O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 11C102 O2 NEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL. SEE DETAIL 21C102 ONEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 31C102 ONEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. IVIQII IIQIII VI IOUL VI JIUGVVU1M II VI II centerline and edge of roadway -Connecting 8' trail to 6' sidewalk? dop fx, .01 20' , 29.1' 1- - 9 \Ak ...... Iwo I S� Q o0 I COUNTY HIGHWAY NO. 75 I I P:%Projecls).Projects - 202402216050 - Monticello Hotel & Corn. Center',2. DesignO. Drawing FIes112246050 C100 - Site Plan.dwg > W22,01 MMI■ SYMBOL LEGEND PROPERTY LINE NEW LIGHT -DUTY EASEMENT LINE BITUMINOUS PAVEMENT RIGHT-OF-WAY LINE SEE DETAIL 11C102 SETBACK LINE .. NEW LIGHT -DUTY CONCRETE PAVEMENT ' SEE DETAIL 21C102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 31C102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. I:� 0 8.8' 3.1' — W � W W W U)_T_ Q� w 00 W Cn I NORTH 0 15 30 60 WS B reviewed June 20, 2024 2 r Z G E S c_ L E o U rn � (� 00 C C U)o0 MN c� a' (D " O y C o J w 0�� v R 0. W 0 W W Z ce) Z W � Q I Z 2 UL0 VJ T-- > LLI J W L1) ITLL O X X Q N Q i- <_j o LU 3: 0 �_ O Q 2 O Ql U Q7 U a I herehy certify that this plan, :-,pecifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota, Thomas J. Herkenhoff• P_E. Date: 06.04.24 Lic No,: 25520 1 Rev. Date Dr.!x:ripbon Projetct # 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: SITE PLAN Sheet: KEY NOTES 1 O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 1IC102 O2 NEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL, SEE DETAIL 2iC102 O3 NEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 3IC102 O NEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. (D NEW TRASH ENCLOSURE. SEE ARCHITECTURAL 4E NO.94 O NEW MONUMENT SIGN, SEE ARCHITECTURAL ONEW CURB CUT ` Y —, 9' PAProjectslProjects - 2024\12246050 - Monticello Hotel & Conv. CenbWQ. Design\B. Drawing Files1122460SO C 100 - Site flian.dwg GENERAL PROPERTY LINE EASEMENT LINE RIGHT-OF-WAY LINE - — SETBACK LINE SYMBOL LEGEND -- NEW LIGHT -DUTY BITUMINOUS PAVEMENT - SEE DETAIL 1/C102 NEW LIGHT -DUTY CONCRETE PAVEMENT SEE DETAIL 2IC102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 3IC102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. . o �M a)Z E � E � O .i cs C E U O W Q� m N C _ � O V CID M� w J w CAM W J No N O � O 1 - 171 1 04 ITYPI�� j— O Oil U 24 N %Il O �1 LL O N O 40 N — — x 1- j n a- I � x ao r \ POTENTIAL I \ FUTURE PARKING LOT �i Provide commercial entrance or BREAK LINE —S'E SHEET G 102 valley gutter per City detail plates amr c7 • _ I f I --- — — - NORTH 0 15 r- 00.0 W 0 W W z M zLO Q z=� z U�w VJ I— J LLJ M O _y U N a_ z QJ O U_ 0 0C c O ly-10 y W .o a` I hereby oertify that this plan. spedf"tions or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. EROSION CONTROL NOTES 1. See Shiest C202 for Erosion Control Notes. GRADING NOTES 1. See Street C;202 for Grading Notes. -Provide EOFs for all low points in the parking and green space areas -Retaining walls greater than 4 feet in height shall be designed and certified by a registered professional engineer and shall include a railing at the top of the wall. A drainage swale is required behind all retaining walls. Retaining walls are not allowed in the right-of-way unless approved by the City. IleI • f • - 954.50 TC 954.00 GL '.30 954.00 GL yS� I � ` 954.00 RIM .iX� / f ! 954.70 TC r 953.81 GL 9 954.50 BW SYMBOL LEGEND 9F�0 - 949 - 2.0% EXISTING CONTOURS PROPOSED CONTOURS - MAJOR INTERVAL PROPOSED CONTOURS - MINOR INTERVAL GRADE BREAK LINE GRADE SLOPE SILT FENCE, SEE DETAIL 1/C202 ROCK CONST. ENTRANCE, SEE DETAIL 2/C202 INLET PROTECTION, SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL- GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW (') - EXISTING TO BE VERIFIED I 958.50 957.00 TC I 954.50 BW 954.50 BW 954.50 GL 96 9 953.00 GL f 953.26 GL954 i� 953.30 GL 952.50 T 952.00 RIM 9h3 _ • _ram - --T-- - - - -I I� r- - 955 40 f HP I �1 i 954.32 GL / i i :c t 1 �I I lei 945.13 952.50 952.00 RIMCh - �I W 11 1' I I�_954.70 TC 1T 954.20 GL I 953.81 GL \IIII , �---r --J , 11 11 111 \ - 952.40 GL -,- ---952 952.80 GL I• 9` 1 11 958 952.40 GL 951.97 52.10 TC 953.25 951.47 RIM - _ 951.60 GL 952.75 GL 953-30 TC 952.80 GL 952.00 GL T 952.08 GL I 952.75 TC - 952.25 GL I III � 11111 I I I I f I I I I l f I I I I951.50 TCNat, I I 1 I _951.00 RIM 9S? 952.35 GL L- - . -.- � - - J _ L. �l f f �f !! • - 9s�2.00 d. W EXISTING INFILTRATION BASIN, j' 1 ` 1 \ _ I 954.00 GL 953.00 GL �3•� GL Q 100-YR HWL: 947.18 I ( I I t 1 ' 1 _ - _ 1 - - _ \ 1 SOT: 943.00 953.4 ` Uj 945.13 FE5 / _ - - - - - �,► " ' 954 loll 952.00 RIM Uj 50.50 -_ - - - - ------_------ - _ ' r ' `.�- - �"� ` � .." __ .TJG- 963- .- - - - - - r. .-. - - SILT FENCE (TYP) � Lij - Uj -- EOF I - z � UI i C 1J U) W-- r--``r---------'-"COUNTY HIGHWAY NO. 75 r Show impact of trail on grading I .Fr:_ �- a . a t ::,I` r - `.i ,nucello HcM B Conv. Owterl2. Desigh%B. Drawing Files112246050 C200 -Grading Plan.dwg 952.60 GL L 952.81 TC 952.31 GL --�iilJifll� NORTH i, 15 3 0i 0 z 0 U I� C) z 0 U 0 U_ f- 0 z 7Q J W M �U-) �Z � C t C O ` o 0 Nq. C a = W W �' o aocnM N C O 0� W 0 W W Z co Z > U-) 2 U U) M V-- W J W 0 Q N Q n� QJ O LLJ U_ Do Q 2 0 111-10 I hereby certify that this plan. specifications or report was prepare<f by me or under my direct supervision and that I am a duty licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project il: 122466050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN Sheet I I I I I °4E NO. 94 1 955.00 GL -95 957.00 BW EROSION CONTROL NOTES 1. See Sheet C202 for Erosion Control Notes. GRADING NOTES I . See Sheet C202 for Grading Notes. ' 'N954 .- W T Provide existing contours on adjacent property �- 952.94 GL - -- - ~ • 952 00 GL �! 953-- ori to show drainage and approximate matching - 952- 951.04 GL 953 -952951.97 `-95 953.69 3 ,._ - ~' 950.90 RIM 1 953.19 GL / 953 951.47 GL HP 00 FFE 00 F 953 4.00 FFE r°� 951.68 GL E 952.18 TC, - -- �� I 952.00 GL � • 1 I ` I 1. 9s 947 ? 94 948 PROPOSED 9 951'950.------INLE7 ON (14 PRO ECTI ) TEL/CONVENTION CENTER/RESTAURANT 952.80 GL - I I 3L 52.45 B 953 95:2.90 :T::/f FLUSH CURB 952,95 T B 953.30 Gw. L _ 952.45 GL 9953 ' 952 INLET PROTECTION (14 TYP951.68 ) - -•-\9 C 5 • _ 951.18 RIM S2�' -__ 952.45 GL itH - -952- - -- 9 \` I o o � W N U I I W I W I W Cn Gr_ W I. -GO W-._-_ VJ 1 BUILDING I t 4 t f SYMBOL LEGEND 950 949 - -0 0 0 0 0 EXISTING CONTOURS PROPOSED CONTOURS - MAJOR INTERVAL PROPOSED CONTOURS - MINOR INTERVAL GRADE BREAK LINE GRADE SLOPE SILT FENCE. SEE DETAIL 1/C202 ROCK CONST. ENTRANCE. SEE DETAIL 2/C202 INLET PROTECTION. SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL - GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW (') - EXISTING TO BE VERIFIED z O U U7 z O U O UCn W U, �Z ��� r c "Co O' U EL) I c CoC i.. C 0 u7 0 3 0 Co m u co = o J W o c'n r#i _ K N R O i W - LlJ W z V M z> tf) Z 2 � U�/'�MW VJ T-- -1 W � 0 LL -S `L G • O LL O 953.00 GL 949.20 UJ Ali 1• LL Q z G l SILT FENCE (TYP) - - - - - - - - - - - _ - o°a o o - - - - - - •- - 949- - - - -- - - r"- > » -- - -s - - - - - : _ := - - -952- - - -- - - -- -- - - -- --_--- _ - - - °�000 -ROCK CONSTRUCTION NTRANCE_ 1 -- - - s-� -- _ 952.41 GL* 952.3 2 B• POTENTIAL a ... '. _ __-FUZUR_E 952- I _- --•.-- - �r- PARKING LOT` • . Show impact of trail on grading BREAK LINE - SEE SHEET C202 • . ' , �L- 953.00 GL 953.36 GL IIINN , O�L� O 95414 TC 953.64 GL l i953.25 TC; T2953.20 GL i GL j952.75 GL T 953.34 GL 953.00 GL ts3 952.88 GL 953 i . 4 T r' - - 952.37 TC 952.74 GL 952.34 GL 951.87 RIM � - - � --. .- ---- :=�-..: _. - :.•sue--=r•..- p:lProje tsVNvJects - 2024112246050 - Monticero Hotel 8 Conv_ Center12. DesignlB. Drawing Files%12246050 C200 - Grading Plan.dwg i 953.30 GL 1 1 Ul o� ' 952.96 GL FLUSH CURB 953.83 TC i 953.33 GL 953.00 GL / / 2. r 952.00 GL 962-90 • _ � �. ____ ice- _ � T 949.06 GL Q, 948.76 GL 94&50 TC 948.00 RIM i 948.20 GL + t\ 9,48.50 948.00 RIM 951.10 GL (/ 948.45 GL 000 p / - - 5T o 0 0°00 - �_ - 948.85 GL -952 >o o a - ° ° 000 T - - -'-'_9 o a p o 0 951.40 GL i f Q.o� cfl cD NORTH 0 15 30 + N Q _nJ QJ J U_ O 2 O Q. J W a: C� I hereby certity that this plan. specifications or report was prepared by me or under my direct supervision and that I am a duty licensed Professional Engineer under the laws of the state of Minnesota. Y, L14 Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev_ Date Desc Vwi Project #: 12246050 Drawn By: KBK Checked By_ TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN _•,vf•t 201 , Extend watermain to western .' property limits for future loop to Shadow Oak Ave , e L: I / i lb W % > 110� �O M� W ' W W — I W , Z 1 1 I W M � W ` I UTILITY NOTES See Sheet C302 for Utility Notes SYMBOL LEGEND STORM MANHOLE CATCH BASIN CURB INLET FLARED END SANITARY MANHOLE HYDRANT GATE VALVE & BOX WATER SHUTOFF CTV OE UE FO T I I OT CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE ELECTRIC UNDERGROUND LINE FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE SANITARY SEWER PIPE STORM SEWER PIPE TELEPHONE UNDERGROUND LINE WATERMAIN PIPE DRAINTILE PIPE I I 171 LF 15" HDPE Q 0.37% I x'G0 & ^ I 0 LU (L^ C3 u_ J t` 0 n I r - 6 sCF r2"y0A I F@n CN 1 tkby�,. 8' C900 WATERMAIN _ I I�I�I--I—•I--I�1 , 400 LF 8" PVC Q 0AMa _ > > > > --__----_-_ _--__�--____� _ - jam,-------2-�> > > > 486 LF 12" HDPE Q 0.30% » )>» » )>»� ) » - » » > » Fg �6 �►- SILT FENCE (TYP) C; Q LI J LLJ LlJ p < wzWWM �F �o , /ifOC Cn = U M -� U W COUNTY HIGHWAY NO.75 NORTH ` 0 15 3 PIProjectslProcects - 2024\12216050 - Monticello Hotel & Conv. Centerl2. DesigMB. Drawing 4losk12246050 C300 -Utility Plan.dwg ' 6v6 `v� \ �6����`�� GP 664A,� yOp_ — — F� .. 30� ci � z _-- mZ co = iA c E V♦ �C/)0 oco2 o (D i w cD = o 00 rt,J C4 0 N 0 z O 1 CU U) z O CU W O LL O z z L W OC W OW W zM 0) zw� Q z UMW 2 � VJ V-- � J O W LL — c U Q N Q J g Q o w U 00 z Q 2 0 m C0 F- a I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: UTILITY PLAN C300 a UTILITY NOTES SYMBOL LEGEND ' 1. See Sheet C302 for Utility Notes O STORM MANHOLE CiV CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE O CATCH BASIN oE f ELECTRIC UNDERGROUND LINE CURB INLET FO FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE FLARED END > SANITARY SEWER PIPE SANITARY MANHOLE » STORM SEWER PIP HYDRANT T TELEPHONE UNDERGROUND LINE 1 1 WATERMAIN PIPE ►t GATE VALVE & BOX oT DRAINTILE PIPE WATER SHUTOFF E NO. 94 - ;Cf LIGHT POLE Provide assumed INV and slope Nbl ' information for sanitary sewer services �' All sanitary sewer \ 5� �h0;�0 ' services to be SDR 26=j '' �► O ��Q� PROPOSED PO4 614 I �� •� .� �� INLET PROTECTION (14 TYP) `, Cl .,ONVENTION CANTER/RESTAURAN U BUILDING 5\ o 100 CV p. O 6 5� GPI ':9 � 0 — , — " Ql` 66 Gbh orb' W `fig+ Olb G°�\G JP - $-----W \. / 250'-0" LL °I ,�G0,9� :`O ROTE TIO (14 TYP) � � �fO � SO 1 f CO P ' .. �'-0,,. -------- _�_- --_ -- tip' .h Z Go �+O� '� 1 282 LF 18' HDPE @ 1.1296 — — — 8" C900 WATERMAIN pG,�d'� - Z 400 LF 8" PVC @ 0.40% . A 400 LF > > > > > > --- > ---+ > > > > > >— > > 8 PVC 0.4096 468 LF 12" H DPE @ 0.3096 ��` \ ; > > �__ > > '�'—_ > > 5J > T— > .ILT ►' F �� \joQ1�o ' 8 C90tk 0 WATERMAIN Ii. _ �/ �G P\� �q� g4P �F ---» > i0 9• �\ F .1 ,O°` �^ 0` ° O I I I -- 1 1 1 I I I O�t� ��` �'1' ', \� �9"S� v „� �j x Q+GQo o\\\��J ` ROCK CONSTRUCTION ENTRANCE \ \ G�PGy4s �.\0CY)� W Q.G 0OrIle F 9 „Q17. , 040 0 Label all watermain fittings �a� ��J�� o ���� co "bsb0h -- POTENTIAL o\5 °y^I, ���''�ti°� PARKING LOT \ W\QQ� `tom Provide a profile view of the utilities �P J�'�Qi I OG- Q, = identifying all utility crossings �� \\a5 5� - —'C' \�- \\\ `\\ �O Q\Q�\� y� Replace existing 12"- 90 degree bend with a 12" tee /�'v / X W — / Q�P ,Q'. c�J -Discuss potential 12 looping to the west based on \ 0 1 \` Provide existing storm �P , future demands including the hotel W manhole information ,' - �� . -Otherwise, connect with 12x8 reducer, 8" gate valve U `\ BREAK L E,--SEE SHEET C302 Jv / IKI a? •81 2 - - _ _ - - - _ -- -s-- --• ---- NORTH P:IProjects\Projects - 2024\12246050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Flles\12246050 C300 • Utility Plan.dwg K - F yo ;f ,I A W a3 7 r i w 7L77mm�� 0 15 30 60 Ci z (.0 _ u) LD w CZ ph r n C c -a �_ O" (O 0 U €Z3 w:04 a) V ♦ L = � �000 o m .� j M V l0 oD c W J CD = O G W ��M 1r) c N O Q� W 0 W W ZM ZW Q 11111 Z UMW VJ T- J 0 W to LL c m U Q N �. < O J _J U 3 : Q P: O Q 0 m W a` I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that 1 am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Project #: 12246050 Drawn By: KBK Choaod By: TJH Issue Date: 06,04.24 Sheet Title: UTILITY PLAN Sheet: C301 RCP 18" and less shall be Class 5 U' BREAK LINE - SEE SHEET C301 v I� \ Describe connection to existing sanitary manhole (Core drill with water -tight boot, reshape bench, etc.) -Provide detail w � I i� INLET P�OTECTION (14 TYP) I �r SYMBOL LEGEND O STORM MANHOLL O CATCH BASIN ❑ CURB INLET ® FLARED END O SANITARY MANHOLE HYDRANT ►/ GATE VALVE S BOX ® WATER SHUTOFF ;O. LIGHT POLE UTILITY NOTES CTV OE UE i= 0 CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE ELECTRIC UNDERGROUND LINE FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE SANITARY SEWER PIPE STORM SEWER PIPE TELEPHONE UNDERGROUND LINE WATERMAIN PIPE DRAINTILE PIPE 1. It is the responsibility of the contractor to perform or coordinate all necessary utility connections and relocations from existing utility locations to the proposed building, as well as to all onsite amenities. These connections include but are not limited to water, sanitary sewer, cable TV, telephone, gas, electric, site lighting, etc. 2. All service connections shall be performed in accordance with state and local standard specifications for construction. Utility connections (sanitary sower, waterrnain, anti storm sewer) ntay require a permit from the City. 3. The contractor shall verify the elevations at proposed connections to existing utilities prior to any demolition or excavation. 4. The contractor shall notify ali appropriate engineering departments and utility companies 72 hours prior to construction. All necessary precautions shall be made to avoid damage to existing utilities_ 5. Storm sewer requires testing in accordance with Minnesota plumbing code 4714.1107 where located within 10 feet of waterlines or the building. HOPE storm sewer piping shall meet ASTM F2306 and fittings shall meet ASTM D3212 joint pressure test. Installation shall meet ASTM C2321. 7. All FRCP pipe shown on the plans shall be MNIDOT class 3. 8. Maintain a minimum of 7 '/2 of cover over all water lines and sanitary sewer lines. Where 7 �4' of cover is not provided, install 2" rigid polystyrene insulation (MN/DOT 3760) with a thermal resistance of at least 5 and a compressive strength of at least 25 psi. Insulation shall be 8' wide, centered over pipe with 6' sand cushion between pipe and insulation. Where depth is less than 5'. use 4" of insulation. 9. Install water lines " above sewers Where the sewer is less than 12" below the water line (or above), install sewer piping of materials app ed for inside building use for 10 feet on each side of the crossing_ 10- All - ermairt piping shall be class 52 ductile iron pipe unless noted otherwise. See Protect Specifications for bedding requirements. h1�1�16_ Minimum 18" separation between water and sewer � 9 ,51. -Insulate when separation between water and 12. Pressure test and disinfect all new waterniains in accordance with state and local requirements. storm sewer is less than 36" F 8" PVC / �� �a�J , 13. Sa ' ary sewer piping shall be PVC, SDR-35 for depths less than 12', PVC SDR-26 for depths between 12' and 26'. and class J< . 0.40`" �� �2 D. for depths of 26' or more. c A10 JG� c� All sanitary sewer 14. A structure adjustment shall include removing and salvaging the existing casting assembly, removing existing concrete rings to 5��h services to be SDR 26 the precast section. Install new rings and salvaged casting to proposed grades, cleaning casting flange by mechanical means to insure a sand surface arvd install an external chimney seal from casting to precast section. Chimney seals shall be Infi-Shield Uni-Band or an approved equal, I I'r ./ r '1 P %Projec:tsTrojects - 2024\12246050 - Monticello Hotel & Conv- Centerl2. Designl6. Drawing Fdes112246050 C300 -Utility Plan dwy i' r \. Vt{I1 '/9`�,'L .10 OG<"v� 7\ NORTH 7.77....� 0 1, -01 CITY OF Monticello June 20th, 2024 Re: Schneider PUD/Plat/rezoning/annexation City Planning File # 2024-22 General Comments PHONE:763-295-2711 Fax:763-295-4404 505 Walnut Street I Suite 1 I Monticello, MN 55362 The City is not responsible for errors and omissions on the submitted plans. The owner, developer, and engineer of record are fully responsible for changes or modifications required during construction to meet the City's standards. After review of the most recent land use application plans dated 06-04-224 for the proposed development in the City of Monticello, we have determined the following based on the 2020 MN State Fire Code: 1. The applicant will verify that all access drive spacing in the parking lots are at least 24ft wide for aerial apparatus access and circulation within this lot. The allowed decrease is from the required 26 feet width specified in Fire Code Appendix D105.2. 2. The applicant will verify and provide full turning radius in access roads for the City's aerial apparatus as required in Fire Code Appendix D103.3. 3. The City of Monticello has adopted appendix P of the fire code. This requires that a building has adequate first responder radio coverage. Please work with the Fire Inspector to comply with this section. 4. The city requires that you install a fire key box on the outside of your building. Please work with the Fire Inspector on this requirement. 5. We require that you work with the Fire Chief/Fire Inspector on locating your Fire Department Connection for the sprinkler system. The Fire Inspector must approve the location before it is installed. www.ci.monticello.mn.us � ciiv of Monticello PHONE:763-295-2711 FAX:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 6. Finally, we are requiring hydrant spacing at 400 feet based on Fire Code Section 507.5.1 exception number 2. These items are subject to approval of the Monticello Fire Chief and Fire Inspector. This is a preliminary list of items that would need to be addressed. Please have the applicant provide a written response addressing the comments above. Please contact the Department of Building Safety with any questions. Sincerely, Aputrq'w� Chief Building Official/Zoning Administrator www.ci.monticel lo.m n.us Planning Commission Agenda — 07/02/2024 ION:ll 1111VA Conditions of Approval Broadway Plaza Zoning Ordinance Amendment, Development Stage PUD, Preliminary Plat 213-000-183101 and 213-000-184203 1. No project zoning, subdivision, or environmental approvals granted under this process are final until the property is annexed into the City of Monticello. 2. No permits shall be issued, nor shall any approvals or documents recorded, until the property is annexed to the City of Monticello, and. No approval granted under this PUD shall be final until final approvals for wetland mitigation are granted. If wetland mitigation is not provided, and the site plan makes significant changes to the parking and/or circulation configurations on the site plan, additional review — including PUD amendment approvals — may be required, depending on the scope of the changes. 4. The PUD is approved as a single-phase project, and the development agreement shall be signed, all securities shall be provided, and all infrastructure and building construction permits shall be a part of a single permit submission and all buildings shall be connected to public utilities. No permits shall be issued until the development agreement and all securities are in place. Uses allowed in the PUD are those proposed by the applicant's narrative and expressed on the approved site plan, and include Hotel, Event Center, Full - service Restaurant, Museum, and Private Personal Storage, each use assigned to the appropriate building on the approved plans. Changes in any use shall require an amendment to the PUD, according to the terms of the Zoning Ordinance for such amendments. 6. The Preliminary Plat is revised to change the boundary between Lots 1 and 2 to reflect the location shown on the PUD site plan, including easement locations and other impacts of that change. 7. The applicant will review property line issues with the Wright County Surveyor to verify the underlying ownership and proposed property patterns. 8. Additional site and civil plans shall be required to illustrate compliance with all City zoning requirements for Lot 1, including grading and drainage plans, parking lot paving and curbing, and revised landscaping plans that illustrate all ground cover treatments, including turf or other landscape cover. Landscape and site plans are required to exhibit the standards of design and materials common in 11 Planning Commission Agenda — 07/02/2024 Monticello commercial development areas and be consistent with the requirements of the zoning ordinance. 9. Building Materials for the existing building (Personal Storage) on Lot 1 shall require review and improvement at the time of any change in use beyond use of the building as storage for the owner/applicant or the Museum use. 10. No outdoor storage or display of any type is permitted in the PUD. 11. Landscape plans are modified for the PUD to significantly increase tree and shrub planting along the boundary with 1-94 adjacent to the parking lots on the east and west sides of the hotel -restaurant -event center building. 12. Additional landscape screening shall be provided to fully buffer the view of the waste enclosure areas from view of the public, including views from the freeway. 13. Signage plans are submitted for inclusion in the PUD for both Lots 1 and 2 — signage must comply with the requirements of the Sign Ordinance, and no flexibility is sought under the PUD for the project. 14. A cross -parking and access agreement between Lots 1 and 2 may be included in the final approvals, depending on parking supply and internal cross access between the two sites. 15. Pedestrian improvements to the project shall include a full sidewalk or pathway along the north side of Broadway, with additional pedestrian access between the proposed buildings and the public pedestrian facility. If the public pedestrian improvements are located within the private property lines of the project area, an easement shall be provided for public pedestrian access. 16. Execution and recording of a development contract for the proposed plat. 17. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024 18. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 19. Comments and recommendations of other Staff and Planning Commission. 12 MINUTES JOINT MONTICELLO PLANNING COMMISSION/CITY COUNCIL WORKSHOP Tuesday, April 2, 2024 — 5:00 p.m. Monticello Community Center Planning Commissioners Present: Vice Chair Andrew Tapper, Teri Lehner, Rob Stark, Melissa Robeck Planning Commissioners Absent: City Councilmembers Present: City Councilmembers Absent: Staff Present: 1. Call to Order Chair Paul Konsor Mayor Lloyd Hilgart, Charlotte Gabler, Sam Murdoff, Lee Martie Tracy Hinz Angela Schumann, Steve Grittman, Rachel Leonard, Hayden Stensgard Planning Commission Vice Chair Andrew Tapper called the joint workshop of the Monticello Planning Commission and City Council meeting to order at 5:00 p.m. 2. Concept Stage Planned Unit Development Submittal for a proposed multi -use development including Commercial Lodging, Event Center, and Restaurant facilities on a parcel currently in the Monticello Township and guided Employment Campus PIDs: 213-000-183101, 213-000-184203 Legal Description: Lengthy —Contact City Hall Applicant: Mike Schneider Community Development Director Angela Schumann provided an overview of the Concept Stage Planned Unit Development (PUD) joint workshop meeting's purpose and intent. The purpose was for a concept stage PUD review aimed at providing helpful and constructive feedback to the development team that presents the concept. Notices were sent out for this meeting to the surrounding area where the development is proposed. Ms. Schumann added that the meeting did not involve a public hearing, but if time allows, residents present may address the group. City Planner Steve Grittman provided an overview of the agenda item to the Planning Commission, City Council, and the public. The subject property is roughly 8.3 acres bounded by Interstate 94 to the north and East Broadway Street to the south. The concept development proposal for the property consists of a first phase 4-story 76-room hotel (Grandstay Hotels), a 15,000-square-foot foot event center, and a 6,800-square- foot restaurant. The applicants have also indicated a second phase of construction on the site consisting of a 6,000-square-foot shed -style building that would be utilized to store vintage items similar to a museum. Mike Schneider, applicant, addressed the group. Mr. Schneider introduced the applicant team and noted that the three buildings proposed in the first phase of construction rely on each other for the success of the development. Tony Dingmann, of Doug Carlson Development Inc., noted they would be the general contractor for the development, and have constructed the proposed hotel design in recent years. He also noted the hotel would have a mix of standard -stay and extended - stay rooms. Roughly 12 of 76 rooms would be extended stay. Jon Kennedy, President of Grandstay Hotels, addressed the group. Lisa Shields-Ergen, of Vita Bella Ristorante Italiano, addressed the group regarding the proposed event center and restaurant. Planning Commissioner Melissa Robeck joined the meeting at 5:21 p.m. Councilmember Charlotte Gabler appreciated the applicants bringing forward this concept and asked if MnDOT was notified of the concept submittal and if they addressed the expansion of Interstate 94 in this area. Ms. Schumann clarified that MnDOT was notified of this meeting and the plans submitted for the concept. They provided preliminary comments that were included in the agenda packet but did not address the expansion project on 1-94. Mr. Schneider added that he has spoken with MnDOT representatives, and they said this property will not be affected by the expansion project. Councilmember Gabler asked if utility and paving work would be done at the same time as the three initial buildings were constructed or if it would be done prior. Mr. Schneider clarified that work will be done at the same time as the construction of the buildings in the first phase. Councilmember Gabler asked what type of signage would be proposed on site. Mr. Schneider said that had not been finalized, but there will be wall signage on the hotel at the minimum for visibility on the interstate. Mr. Kennedy added that due to the large amount of visibility of the site, they do not anticipate requesting any flexibility from what is allowed by ordinance. Commissioner Tapper noted that there is a section of sidewalk under the interstate bridge that stops around the west edge of the subject property and would appreciate the extension of that sidewalk to the east with this project. Commissioner Teri Lehner concurred. Commissioner Rob Stark asked what the max capacity of the event center would be. Mr. Schneider said it would likely fit 80-100 people. Michelle Weintzetl, of the applicant team, added that the development team is currently conducting a study that will assist in verifying the event center's needs for size. Councilmember Gabler asked if all three buildings in the first phase would be connected. The development team confirmed. Commissioner Tapper asked if the parking shown just east of where East Broadway Street ends is necessary for the development, as a portion of it does not appear to be on the two subject properties. Mr. Schneider said it is necessary for development circulation and required parking minimums. Councilmember Sam Murdoff asked whether the stormwater ponds identified on the site plan would be enough for the concept. Mr. Schneider said that it is likely that the stormwater area would be enlarged to support the development, but the two locations identified would work together to support it. Ms. Schumann addressed the next steps for this concept, including the need for the property owner to petition for annexation before submitting a formal land use application. The City Council is required to acknowledge any petitions for annexation prior to considering development of an eligible property in the township. No action was taken on the agenda item. 3. Adjournment By consensus, the meeting was adjourned at 5:42 p.m. Recorded By: Hayden Ha Stensgard/2� Date Approved: May 7, 2024 ATTEST: Angela Schurra a0mmunity Development Director 7. 0 U 0 Z w CO rn 0 0 LO CO a LO LO vi J 0 a a w Z Z 7 0 CO lL Z) U) V, w D Z w a a z w x 0 r, wsb"/ June 26, 2024 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: Schnieder Commercial Development (Broadway Plaza) Development Stage PUD & Preliminary Plat Submittal & Review City Project No. 2024-010 WSB Project No. 024950-000 Dear Mr. Leonard: We have reviewed the Broadway Plaza development stage PUD site plan and preliminary plat dated June 4, 2024. The applicant proposes to construct a hotel, convention center, and a restaurant on two parcels totaling approximately 7 acres along Broadway Avenue (CR 15) on the south side of Interstate 1-94. The documents were reviewed for general conformance with the City of Monticello's general engineering and stormwater treatment standards. We offer the following comments regarding these matters. Applicant should provide responses to comments provided on the attached redline plans and below General & Preliminary Plat 1. City staff will provide additional comments under separate cover. 2. The proposed development appears to utilize land designated as the City of Monticello and MnDOT right-of-way. Please verify proposed project limits, coordinate with the appropriate landowners, and obtain formal approval for use of this property as required. 3. Show 12' perimeter and 6' side -yard drainage and utility easements on the plat and plans. 4. The Fire Marshall and/or building department will review required fire hydrant location(s) and emergency vehicle access/circulation. Fire truck circulation will need to accommodate the City's ladder truck. Provide a turning movement exhibit to show that a fire truck can access all building structures, cul-de-sacs, roundabout areas, and parking lots as applicable. Additional comments may be provided under separate cover. 5. With future submittals, provide additional sheets including an existing/removals plan, full erosion/sediment control plan, and standard details plan. It appears the project will M:\024950-000\Admin\Docs\2024-06-12 Submittal (Preliminary Plat)\_2024-06-26 Schneider Commercial Dev - Preliminary Plat - WSB Engineering Comments.docx Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 2 disturb more than one acre and a SWPPP will be required, consistent with the MPCA CSWGP standards. 6. Additional comments have been provided directly on the plan sheets. Not all comments on the plans have been summarized in this review letter. Site Plan (Sheets A010, C100, C101, C102) 7. Include path/sidewalk along Broadway Avenue with the project and plans. a. Show connecting to the existing sidewalk near Meadow Oak Avenue. b. Width of sidewalk needs to be 6' and match city details. c. Sidewalks are typically offset 1' from property line. If the sidewalk is to remain next to the parking lot, it will be required to be located within a public sidewalk easement. d. If the sidewalk is installed adjacent to the roadway, concrete curb and gutter will be required. 8. Show/note pedestrian facilities including trails, pedestrian curb ramps, and sidewalks on the site plan. 9. Streets, parking lots, and utilities shall be designed in accordance with the applicable City Subdivision Ordinances and the City's General Specifications and Standard Details Plates for Street and Utility Construction. In -progress with plan revisions. Gradinq & Erosion/Sediment Control Plan (Sheets C200, C201, C202) 10. Locations where an EOF, Rain Guardian, or other concentrated discharge points over vegetated areas will require a permanent stabilization method such as rip -rap or permanent turf reinforcement matting. 11. At EOF locations for all basins, show the grading/contours in those areas to facilitate the overflow conveyance. 12. Identify and note all areas of "tip -out" curb and note on plans. 13. Retaining walls greater than 4' in height will require certified engineering drawings/plans form a registered structural engineer. A safety fence/guardrail will be required at the top of walls 4' or greater. Provide soil borings/geotechnical analysis for the area where the wall is proposed. 14. With final plan/plat submittal provide the following a. In general maintain all surface grades within the minimum of 2% and maximum 33% slopes. Vegetated swale grades shall also be a minimum of 2.0%. b. Drainage arrows on plans showing direction of runoff. Note specifically high points between each side -yard swale. c. Include percent slope In all other swale locations and verify that it meets the City requirement of 2% minimum. d. Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). e. Note the size of proposed storm sewer structures. 15. An NPDES/SDS Construction Storm Water General Permit (CSWGP) shall be provided with the grading permit or with the building permit application for review, prior to construction commencing. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 3 16. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. a. Include silt fence around infiltration bmp's to minimize compaction of soils. b. Include a rock construction entrance on the west entrance or show it blocked off during construction to limit sediment tracking Add a note on the construction plans for street sweeping on adjacent impervious as necessary. Provide redundant perimeter control around the wetland areas. Silt fence should be double layered to a 3 foot minimum separation and 5 foot maximum separation (if applicable, a wetland inventory has not been provided yet). 17. A full review of erosion/sediment control and SWPPP will be conducted with the final plan/plat submittal. Utility Plan (Sheets C300, C301, C302) General: 18. With final construction plans, provide confirmation of MDH (watermain) and MPCA (sanitary sewer) plan review and permitting. The City engineer will need to review and sign the sanitary sewer permit. Based on the current design, it appears the applicant will also be required to apply for a permit from DLI, provide copies to the City. 19. Any public sanitary sewer and watermain shall be encompassed by drainage and utility easements where located outside of public road right of way. Drainage and utility easements will need to allow for a 1:1 trench from the invert of the utility with a minimum of 20' centered on the utility. 20. Provide dimension notes from watermain to parallel sewer mains (storm and sanitary sewer); the minimum horizontal separation between mains is 10 feet. Where watermain crosses any storm sewer or sanitary sewer, add a note at each location to the effect of "Maintain 18-inch Separation, 4" Rigid Insulation". If offsets are required where conflicts with normal watermain pipe placement occur, add appropriate details to the plans. 21. Label the pipe material/strength designation for utility pipes, i.e. SDR 35/SDR 26 for sanitary sewer and DR designation for proposed PVC C900 watermain. 22. Label all watermain fittings. 23. Add general notes to the utility plans to the effect of: a. The City shall not be responsible for any additional costs incurred that are associated with variations in the utility as -built elevations. All utility connections shall be verified in the field. b. The City, or agents of the City, are not responsible for errors and omissions on the submitted plans. The Owner and Engineer of Record are fully responsible for changes or modifications required during construction to meet the City's standards. c. All watermain and sanitary sewer testing shall be conducted in accordance with the City standards and specifications. Copies of all test results shall be submitted to the City (Public Works Director, City Engineer), the Owner, and the Engineer of Record. d. Watermain shall have a minimum cover of 7.5'. e. Tracer wire installation shall be in accordance with the latest edition of the MN Rural Water Association Standards. See these standards for further details. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 4 The City will require televising for sanitary and storm sewer pipe installations prior to accepting a warranty for the utility system; provide report and video files to the City for review. Watermain: 24. Hydrant locations shall be reviewed and approved of by the City Fire Marshal; typically, a maximum of 250' overlapping influence radius (maximum 400' spacing) is required along roadway (hose length). Provide an exhibit showing hydrant influence spacing. 25. The watermain connections to the building shall be reviewed and approved by the City Fire Marshall. 26. Consideration of future watermain looping needs and stubs for future phases or other adjacent developments will be required. City staff and/or City Fire Marshall may provide additional comments on this item. 27. Verify existing watermain will have a minimum of 7.5' of cover after grading; it appears that there will be a cut in grade of approximately 1' within the proposed parking lot. Sanitary Sewer: 28. The maximum spacing for sewer service cleanouts shall be 70'. 29. Provide sanitary sewer service inverts at the building connection/location and note percent grade. Storm Sewer. 30. Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). 31. On the final plans, note the sizes of the proposed storm sewer structures. 32. Storm catch basins shall have a minimum depth of 4.0' to prevent freezing. Stormwater Management 33. Below are General Stormwater Requirements for the Site: a. The applicant will be required to submit a stormwater management plan for the proposed development in accordance with the requirements in the City's Design Manual -in progress b. The proposed development appears to use land designated as the City of Monticello and MnDOT right-of-way for stormwater management. Please verify proposed project limits and coordinate with appropriate landowners. Stormwater ponding should be onsite and outside of the ROW where possible. c. The new site will need to provide onsite volume control for runoff of 1.1 " over the new impervious area, Pre-treatment measures are required prior to discharging to the volume control BMPs, pending soils verification from geotechnical report. d. An operation and maintenance plan for all stormwater BMPs is required and should be submitted with the stormwater report for review. e. The site is outside of the DWSMA and is not subject to requirements of the City's Wellhead Protection Plan. 34. Two feet of freeboard is required from the HWL of a basin to the low opening of a structure. Two feet of vertical separation is also required from an area's EOF elevation to the low opening. a. EOF for the basin should be a stabilized EOF to prevent erosion and bank failure. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 5 b. Provide energy dissipation at outlets entering stormwater bmp's 35. Include storm sewer sizing calculations with future plans. Refer to Monticello Design guidelines for Storm sewer requirements. a. Provide calculations for the proposed storm sewer pipes and culverts. b. Refer to the design guidelines for velocity requirements at discharge locations 36. Provide a full geotechnical report to verify soil conditions and groundwater elevations within the site. a. A piezometer shall be installed in order to ascertain the level of the local groundwater table and demonstrate at least three feet of separation between the bottom of the proposed facility and the groundwater. b. The soil boring is required to go to a depth of at least five feet below the proposed bottom of the STP. c. Websoil survey shows c soils for the infiltration basin. Provide calculations on the proposed draw down time or propose soil corrections. i. With the poor ability of c soils to infiltrate when wet there is concern that the basin wont function over time. 37. The last structure prior to discharge to a stormwater BMP is required to be a 4' minimum sump structure. a. CB11 is being proposed as a 3' sump. City standards require a 4' minimum depth for sumps. If the depth cannot be met with the structure additional upstream sumps could be required. b. CB 4 or stmh3 should have a sump for pretreatment before discharging into the existing infiltration basin. Traffic & Access 38. The applicant is proposing two driveway access points along Broadway Street, the west driveway is located approximately'/4 mile east of Meadow Oak Ave and the east driveway is approximately 300 feet east of the west driveway. A third access is also shown at the corner of Broadway and Meadow Oak Drive. MnDOT Access Manual Guidelines for Spacing between Adjacent driveways (high -volume commercial uses) along a 50-mph roadway is 425 feet. Shift the eastern access to the west to align with Meadow Oak Drive to allow for improved visibility due to the 90-degree turn in the road. 39. Provide a traffic study for the proposed development, include an evaluation for the need of turn lanes at the two main site access points. 40. Based on an initial review of the site, the proposed use may generate over 1,000 daily trips during non-event days and likely over 2,000 trips on event days at the convention center based on land uses and parking stalls provided. The existing Average Daily Traffic on Broadway Street is 1,150 vehicles per day. The addition of the proposed traffic would likely more than double the ADT on Broadway Street. Clarify the size of the restaurant, site plan shows two different square-footages. 41. Thirteen accessible parking spaces are proposed and meet the threshold of eight for a parking lot with 301-400 spots. Parking lot photometrics to be provided in a future submittal. Add different color isolines for fc values in 0.5 increments to show contour map. Schneider Commercial Development — Preliminary Plat & Development Stage PUD Plan Submittal — WSB Engineering Plan Review June 26, 2024 Page 6 43. Provide sight line exhibits for accesses along Broadway and show that intersection/driveway sight distances will be met. Wetlands & Environmental 44. A wetland delineation was completed within the project area in June 2024 by Granite City Environmental and was submitted to the County for review and approval. One Type 1/7 wetland was identified during the delineation. The wetland boundary should be included on the site plan. If the wetland will be impacted by the development, a replacement plan application will need to be submitted to the LGU demonstrating avoidance and minimization of the wetland. If wetland impacts are approved by the LGU, evidence of wetland mitigation as agreed upon by the LGU should be provided to the City. 45. The City requires that a buffer be established around existing wetlands based on the quality of a wetland as determined by a wetland functional assessment such as a MnRAM or similar. In order to determine the quality of the delineated wetland and subsequent buffer width, provide a MnRAM functional assessment to the city. Low quality wetlands require a maximum buffer width of 50 feet and a minimum of 10 feet with an average of 25 feet. Buffer distances increase as wetland quality increases. There is also a requirement for a structure setback from the buffer of 15 feet. The wetland buffer should be included on the site plan. Please have the applicant provide a written response addressing the comments above. Feel free to contact me at 612-419-1549 if you have any questions or comments regarding the engineering review. Sincerely, WSB �;� L James L. Stremel, P.E. Senior Project Manager `o U } 4 KEY NOTES O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 11C102 O2 NEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL. SEE DETAIL 21C102 ONEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 31C102 ONEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. IVIQII IIQIII VI IOUL VI JIUGVVU1M II VI II centerline and edge of roadway -Connecting 8' trail to 6' sidewalk? dop fx, .01 20' , 29.1' 1- - 9 \Ak ...... Iwo I S� Q o0 I COUNTY HIGHWAY NO. 75 I I P:%Projecls).Projects - 202402216050 - Monticello Hotel & Corn. Center',2. DesignO. Drawing FIes112246050 C100 - Site Plan.dwg > W22,01 MMI■ SYMBOL LEGEND PROPERTY LINE NEW LIGHT -DUTY EASEMENT LINE BITUMINOUS PAVEMENT RIGHT-OF-WAY LINE SEE DETAIL 11C102 SETBACK LINE .. NEW LIGHT -DUTY CONCRETE PAVEMENT ' SEE DETAIL 21C102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 31C102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. I:� 0 8.8' 3.1' — W � W W W U)_T_ Q� w 00 W Cn I NORTH 0 15 30 60 WS B reviewed June 20, 2024 2 r Z G E S c_ L E o U rn � (� 00 C C U)o0 MN c� a' (D " O y C o J w 0�� v R 0. W 0 W W Z ce) Z W � Q I Z 2 UL0 VJ T-- > LLI J W L1) ITLL O X X Q N Q i- <_j o LU 3: 0 �_ O Q 2 O Ql U Q7 U a I herehy certify that this plan, :-,pecifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota, Thomas J. Herkenhoff• P_E. Date: 06.04.24 Lic No,: 25520 1 Rev. Date Dr.!x:ripbon Projetct # 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: SITE PLAN Sheet: KEY NOTES 1 O1 NEW LIGHT -DUTY BITUMINOUS PAVEMENT, SEE DETAIL 1IC102 O2 NEW LIGHT -DUTY CONCRETE SIDEWALK/TRAIL, SEE DETAIL 2iC102 O3 NEW HEAVY-DUTY CONCRETE PAVEMENT, SEE DETAIL 3IC102 O NEW BITUMINOUS TRAIL SHALL CONNECT TO EXISTING TRAIL. (D NEW TRASH ENCLOSURE. SEE ARCHITECTURAL 4E NO.94 O NEW MONUMENT SIGN, SEE ARCHITECTURAL ONEW CURB CUT ` Y —, 9' PAProjectslProjects - 2024\12246050 - Monticello Hotel & Conv. CenbWQ. Design\B. Drawing Files1122460SO C 100 - Site flian.dwg GENERAL PROPERTY LINE EASEMENT LINE RIGHT-OF-WAY LINE - — SETBACK LINE SYMBOL LEGEND -- NEW LIGHT -DUTY BITUMINOUS PAVEMENT - SEE DETAIL 1/C102 NEW LIGHT -DUTY CONCRETE PAVEMENT SEE DETAIL 2IC102 NEW HEAVY-DUTY CONCRETE PAVEMENT SEE DETAIL 3IC102 NOTE: THE CONCRETE JOINTS ARE SHOWN ONLY FOR GENERAL REFERENCE TO SIGNIFY LIGHT -DUTY CONCRETE PAVEMENT. ACTUAL JOINTS SHALL BE CONSTRUCTED PER PROJECT SPECIFICATIONS. . o �M a)Z E � E � O .i cs C E U O W Q� m N C _ � O V CID M� w J w CAM W J No N O � O 1 - 171 1 04 ITYPI�� j— O Oil U 24 N %Il O �1 LL O N O 40 N — — x 1- j n a- I � x ao r \ POTENTIAL I \ FUTURE PARKING LOT �i Provide commercial entrance or BREAK LINE —S'E SHEET G 102 valley gutter per City detail plates amr c7 • _ I f I --- — — - NORTH 0 15 r- 00.0 W 0 W W z M zLO Q z=� z U�w VJ I— J LLJ M O _y U N a_ z QJ O U_ 0 0C c O ly-10 y W .o a` I hereby oertify that this plan. spedf"tions or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. EROSION CONTROL NOTES 1. See Shiest C202 for Erosion Control Notes. GRADING NOTES 1. See Street C;202 for Grading Notes. -Provide EOFs for all low points in the parking and green space areas -Retaining walls greater than 4 feet in height shall be designed and certified by a registered professional engineer and shall include a railing at the top of the wall. A drainage swale is required behind all retaining walls. Retaining walls are not allowed in the right-of-way unless approved by the City. IleI • f • - 954.50 TC 954.00 GL '.30 954.00 GL yS� I � ` 954.00 RIM .iX� / f ! 954.70 TC r 953.81 GL 9 954.50 BW SYMBOL LEGEND 9F�0 - 949 - 2.0% EXISTING CONTOURS PROPOSED CONTOURS - MAJOR INTERVAL PROPOSED CONTOURS - MINOR INTERVAL GRADE BREAK LINE GRADE SLOPE SILT FENCE, SEE DETAIL 1/C202 ROCK CONST. ENTRANCE, SEE DETAIL 2/C202 INLET PROTECTION, SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL- GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW (') - EXISTING TO BE VERIFIED I 958.50 957.00 TC I 954.50 BW 954.50 BW 954.50 GL 96 9 953.00 GL f 953.26 GL954 i� 953.30 GL 952.50 T 952.00 RIM 9h3 _ • _ram - --T-- - - - -I I� r- - 955 40 f HP I �1 i 954.32 GL / i i :c t 1 �I I lei 945.13 952.50 952.00 RIMCh - �I W 11 1' I I�_954.70 TC 1T 954.20 GL I 953.81 GL \IIII , �---r --J , 11 11 111 \ - 952.40 GL -,- ---952 952.80 GL I• 9` 1 11 958 952.40 GL 951.97 52.10 TC 953.25 951.47 RIM - _ 951.60 GL 952.75 GL 953-30 TC 952.80 GL 952.00 GL T 952.08 GL I 952.75 TC - 952.25 GL I III � 11111 I I I I f I I I I l f I I I I951.50 TCNat, I I 1 I _951.00 RIM 9S? 952.35 GL L- - . -.- � - - J _ L. �l f f �f !! • - 9s�2.00 d. W EXISTING INFILTRATION BASIN, j' 1 ` 1 \ _ I 954.00 GL 953.00 GL �3•� GL Q 100-YR HWL: 947.18 I ( I I t 1 ' 1 _ - _ 1 - - _ \ 1 SOT: 943.00 953.4 ` Uj 945.13 FE5 / _ - - - - - �,► " ' 954 loll 952.00 RIM Uj 50.50 -_ - - - - ------_------ - _ ' r ' `.�- - �"� ` � .." __ .TJG- 963- .- - - - - - r. .-. - - SILT FENCE (TYP) � Lij - Uj -- EOF I - z � UI i C 1J U) W-- r--``r---------'-"COUNTY HIGHWAY NO. 75 r Show impact of trail on grading I .Fr:_ �- a . a t ::,I` r - `.i ,nucello HcM B Conv. Owterl2. Desigh%B. Drawing Files112246050 C200 -Grading Plan.dwg 952.60 GL L 952.81 TC 952.31 GL --�iilJifll� NORTH i, 15 3 0i 0 z 0 U I� C) z 0 U 0 U_ f- 0 z 7Q J W M �U-) �Z � C t C O ` o 0 Nq. C a = W W �' o aocnM N C O 0� W 0 W W Z co Z > U-) 2 U U) M V-- W J W 0 Q N Q n� QJ O LLJ U_ Do Q 2 0 111-10 I hereby certify that this plan. specifications or report was prepare<f by me or under my direct supervision and that I am a duty licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev. Date Description Project il: 122466050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN Sheet I I I I I °4E NO. 94 1 955.00 GL -95 957.00 BW EROSION CONTROL NOTES 1. See Sheet C202 for Erosion Control Notes. GRADING NOTES I . See Sheet C202 for Grading Notes. ' 'N954 .- W T Provide existing contours on adjacent property �- 952.94 GL - -- - ~ • 952 00 GL �! 953-- ori to show drainage and approximate matching - 952- 951.04 GL 953 -952951.97 `-95 953.69 3 ,._ - ~' 950.90 RIM 1 953.19 GL / 953 951.47 GL HP 00 FFE 00 F 953 4.00 FFE r°� 951.68 GL E 952.18 TC, - -- �� I 952.00 GL � • 1 I ` I 1. 9s 947 ? 94 948 PROPOSED 9 951'950.------INLE7 ON (14 PRO ECTI ) TEL/CONVENTION CENTER/RESTAURANT 952.80 GL - I I 3L 52.45 B 953 95:2.90 :T::/f FLUSH CURB 952,95 T B 953.30 Gw. L _ 952.45 GL 9953 ' 952 INLET PROTECTION (14 TYP951.68 ) - -•-\9 C 5 • _ 951.18 RIM S2�' -__ 952.45 GL itH - -952- - -- 9 \` I o o � W N U I I W I W I W Cn Gr_ W I. -GO W-._-_ VJ 1 BUILDING I t 4 t f SYMBOL LEGEND 950 949 - -0 0 0 0 0 EXISTING CONTOURS PROPOSED CONTOURS - MAJOR INTERVAL PROPOSED CONTOURS - MINOR INTERVAL GRADE BREAK LINE GRADE SLOPE SILT FENCE. SEE DETAIL 1/C202 ROCK CONST. ENTRANCE. SEE DETAIL 2/C202 INLET PROTECTION. SEE DETAIL 3/C202 SPOT ABBREVIATIONS: 950.00 TC TC - TOP OF CURB 949.50 GL GL - GUTTER LINE B - BITUMINOUS GVL - GRAVEL HP - HIGH POINT RIM - TOP OF CASTING FES - FLARED END SECTION FFE - FINISHED FLOOR ELEVATION EOF - EMERGENCY OVERFLOW (') - EXISTING TO BE VERIFIED z O U U7 z O U O UCn W U, �Z ��� r c "Co O' U EL) I c CoC i.. C 0 u7 0 3 0 Co m u co = o J W o c'n r#i _ K N R O i W - LlJ W z V M z> tf) Z 2 � U�/'�MW VJ T-- -1 W � 0 LL -S `L G • O LL O 953.00 GL 949.20 UJ Ali 1• LL Q z G l SILT FENCE (TYP) - - - - - - - - - - - _ - o°a o o - - - - - - •- - 949- - - - -- - - r"- > » -- - -s - - - - - : _ := - - -952- - - -- - - -- -- - - -- --_--- _ - - - °�000 -ROCK CONSTRUCTION NTRANCE_ 1 -- - - s-� -- _ 952.41 GL* 952.3 2 B• POTENTIAL a ... '. _ __-FUZUR_E 952- I _- --•.-- - �r- PARKING LOT` • . Show impact of trail on grading BREAK LINE - SEE SHEET C202 • . ' , �L- 953.00 GL 953.36 GL IIINN , O�L� O 95414 TC 953.64 GL l i953.25 TC; T2953.20 GL i GL j952.75 GL T 953.34 GL 953.00 GL ts3 952.88 GL 953 i . 4 T r' - - 952.37 TC 952.74 GL 952.34 GL 951.87 RIM � - - � --. .- ---- :=�-..: _. - :.•sue--=r•..- p:lProje tsVNvJects - 2024112246050 - Monticero Hotel 8 Conv_ Center12. DesignlB. Drawing Files%12246050 C200 - Grading Plan.dwg i 953.30 GL 1 1 Ul o� ' 952.96 GL FLUSH CURB 953.83 TC i 953.33 GL 953.00 GL / / 2. r 952.00 GL 962-90 • _ � �. ____ ice- _ � T 949.06 GL Q, 948.76 GL 94&50 TC 948.00 RIM i 948.20 GL + t\ 9,48.50 948.00 RIM 951.10 GL (/ 948.45 GL 000 p / - - 5T o 0 0°00 - �_ - 948.85 GL -952 >o o a - ° ° 000 T - - -'-'_9 o a p o 0 951.40 GL i f Q.o� cfl cD NORTH 0 15 30 + N Q _nJ QJ J U_ O 2 O Q. J W a: C� I hereby certity that this plan. specifications or report was prepared by me or under my direct supervision and that I am a duty licensed Professional Engineer under the laws of the state of Minnesota. Y, L14 Thomas J. Herkenhoff, P.E. Date: 06.04.24 Lic. No.: 25520 Rev_ Date Desc Vwi Project #: 12246050 Drawn By: KBK Checked By_ TJH Issue Date: 06.04.24 Sheet Title: GRADING PLAN _•,vf•t 201 , Extend watermain to western .' property limits for future loop to Shadow Oak Ave , e L: I / i lb W % > 110� �O M� W ' W W — I W , Z 1 1 I W M � W ` I UTILITY NOTES See Sheet C302 for Utility Notes SYMBOL LEGEND STORM MANHOLE CATCH BASIN CURB INLET FLARED END SANITARY MANHOLE HYDRANT GATE VALVE & BOX WATER SHUTOFF CTV OE UE FO T I I OT CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE ELECTRIC UNDERGROUND LINE FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE SANITARY SEWER PIPE STORM SEWER PIPE TELEPHONE UNDERGROUND LINE WATERMAIN PIPE DRAINTILE PIPE I I 171 LF 15" HDPE Q 0.37% I x'G0 & ^ I 0 LU (L^ C3 u_ J t` 0 n I r - 6 sCF r2"y0A I F@n CN 1 tkby�,. 8' C900 WATERMAIN _ I I�I�I--I—•I--I�1 , 400 LF 8" PVC Q 0AMa _ > > > > --__----_-_ _--__�--____� _ - jam,-------2-�> > > > 486 LF 12" HDPE Q 0.30% » )>» » )>»� ) » - » » > » Fg �6 �►- SILT FENCE (TYP) C; Q LI J LLJ LlJ p < wzWWM �F �o , /ifOC Cn = U M -� U W COUNTY HIGHWAY NO.75 NORTH ` 0 15 3 PIProjectslProcects - 2024\12216050 - Monticello Hotel & Conv. Centerl2. DesigMB. Drawing 4losk12246050 C300 -Utility Plan.dwg ' 6v6 `v� \ �6����`�� GP 664A,� yOp_ — — F� .. 30� ci � z _-- mZ co = iA c E V♦ �C/)0 oco2 o (D i w cD = o 00 rt,J C4 0 N 0 z O 1 CU U) z O CU W O LL O z z L W OC W OW W zM 0) zw� Q z UMW 2 � VJ V-- � J O W LL — c U Q N Q J g Q o w U 00 z Q 2 0 m C0 F- a I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Project #: 12246050 Drawn By: KBK Checked By: TJH Issue Date: 06.04.24 Sheet Title: UTILITY PLAN C300 a UTILITY NOTES SYMBOL LEGEND ' 1. See Sheet C302 for Utility Notes O STORM MANHOLE CiV CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE O CATCH BASIN oE f ELECTRIC UNDERGROUND LINE CURB INLET FO FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE FLARED END > SANITARY SEWER PIPE SANITARY MANHOLE » STORM SEWER PIP HYDRANT T TELEPHONE UNDERGROUND LINE 1 1 WATERMAIN PIPE ►t GATE VALVE & BOX oT DRAINTILE PIPE WATER SHUTOFF E NO. 94 - ;Cf LIGHT POLE Provide assumed INV and slope Nbl ' information for sanitary sewer services �' All sanitary sewer \ 5� �h0;�0 ' services to be SDR 26=j '' �► O ��Q� PROPOSED PO4 614 I �� •� .� �� INLET PROTECTION (14 TYP) `, Cl .,ONVENTION CANTER/RESTAURAN U BUILDING 5\ o 100 CV p. O 6 5� GPI ':9 � 0 — , — " Ql` 66 Gbh orb' W `fig+ Olb G°�\G JP - $-----W \. / 250'-0" LL °I ,�G0,9� :`O ROTE TIO (14 TYP) � � �fO � SO 1 f CO P ' .. �'-0,,. -------- _�_- --_ -- tip' .h Z Go �+O� '� 1 282 LF 18' HDPE @ 1.1296 — — — 8" C900 WATERMAIN pG,�d'� - Z 400 LF 8" PVC @ 0.40% . A 400 LF > > > > > > --- > ---+ > > > > > >— > > 8 PVC 0.4096 468 LF 12" H DPE @ 0.3096 ��` \ ; > > �__ > > '�'—_ > > 5J > T— > .ILT ►' F �� \joQ1�o ' 8 C90tk 0 WATERMAIN Ii. _ �/ �G P\� �q� g4P �F ---» > i0 9• �\ F .1 ,O°` �^ 0` ° O I I I -- 1 1 1 I I I O�t� ��` �'1' ', \� �9"S� v „� �j x Q+GQo o\\\��J ` ROCK CONSTRUCTION ENTRANCE \ \ G�PGy4s �.\0CY)� W Q.G 0OrIle F 9 „Q17. , 040 0 Label all watermain fittings �a� ��J�� o ���� co "bsb0h -- POTENTIAL o\5 °y^I, ���''�ti°� PARKING LOT \ W\QQ� `tom Provide a profile view of the utilities �P J�'�Qi I OG- Q, = identifying all utility crossings �� \\a5 5� - —'C' \�- \\\ `\\ �O Q\Q�\� y� Replace existing 12"- 90 degree bend with a 12" tee /�'v / X W — / Q�P ,Q'. c�J -Discuss potential 12 looping to the west based on \ 0 1 \` Provide existing storm �P , future demands including the hotel W manhole information ,' - �� . -Otherwise, connect with 12x8 reducer, 8" gate valve U `\ BREAK L E,--SEE SHEET C302 Jv / IKI a? •81 2 - - _ _ - - - _ -- -s-- --• ---- NORTH P:IProjects\Projects - 2024\12246050 - Monticello Hotel & Conv. Center\2. Design\B. Drawing Flles\12246050 C300 • Utility Plan.dwg K - F yo ;f ,I A W a3 7 r i w 7L77mm�� 0 15 30 60 Ci z (.0 _ u) LD w CZ ph r n C c -a �_ O" (O 0 U €Z3 w:04 a) V ♦ L = � �000 o m .� j M V l0 oD c W J CD = O G W ��M 1r) c N O Q� W 0 W W ZM ZW Q 11111 Z UMW VJ T- J 0 W to LL c m U Q N �. < O J _J U 3 : Q P: O Q 0 m W a` I hereby certify that this plan, specifications or report was prepared by me or under my direct supervision and that 1 am a duly licensed Professional Engineer under the laws of the state of Minnesota. Thomas J. Herkenhoff, P.E. Project #: 12246050 Drawn By: KBK Choaod By: TJH Issue Date: 06,04.24 Sheet Title: UTILITY PLAN Sheet: C301 RCP 18" and less shall be Class 5 U' BREAK LINE - SEE SHEET C301 v I� \ Describe connection to existing sanitary manhole (Core drill with water -tight boot, reshape bench, etc.) -Provide detail w � I i� INLET P�OTECTION (14 TYP) I �r SYMBOL LEGEND O STORM MANHOLL O CATCH BASIN ❑ CURB INLET ® FLARED END O SANITARY MANHOLE HYDRANT ►/ GATE VALVE S BOX ® WATER SHUTOFF ;O. LIGHT POLE UTILITY NOTES CTV OE UE i= 0 CABLE UNDERGROUND LINE ELECTRIC OVERHEAD LINE ELECTRIC UNDERGROUND LINE FIBER OPTIC UNDERGROUND LINE NATURAL GAS UNDERGROUND LINE SANITARY SEWER PIPE STORM SEWER PIPE TELEPHONE UNDERGROUND LINE WATERMAIN PIPE DRAINTILE PIPE 1. It is the responsibility of the contractor to perform or coordinate all necessary utility connections and relocations from existing utility locations to the proposed building, as well as to all onsite amenities. These connections include but are not limited to water, sanitary sewer, cable TV, telephone, gas, electric, site lighting, etc. 2. All service connections shall be performed in accordance with state and local standard specifications for construction. Utility connections (sanitary sower, waterrnain, anti storm sewer) ntay require a permit from the City. 3. The contractor shall verify the elevations at proposed connections to existing utilities prior to any demolition or excavation. 4. The contractor shall notify ali appropriate engineering departments and utility companies 72 hours prior to construction. All necessary precautions shall be made to avoid damage to existing utilities_ 5. Storm sewer requires testing in accordance with Minnesota plumbing code 4714.1107 where located within 10 feet of waterlines or the building. HOPE storm sewer piping shall meet ASTM F2306 and fittings shall meet ASTM D3212 joint pressure test. Installation shall meet ASTM C2321. 7. All FRCP pipe shown on the plans shall be MNIDOT class 3. 8. Maintain a minimum of 7 '/2 of cover over all water lines and sanitary sewer lines. Where 7 �4' of cover is not provided, install 2" rigid polystyrene insulation (MN/DOT 3760) with a thermal resistance of at least 5 and a compressive strength of at least 25 psi. Insulation shall be 8' wide, centered over pipe with 6' sand cushion between pipe and insulation. Where depth is less than 5'. use 4" of insulation. 9. Install water lines " above sewers Where the sewer is less than 12" below the water line (or above), install sewer piping of materials app ed for inside building use for 10 feet on each side of the crossing_ 10- All - ermairt piping shall be class 52 ductile iron pipe unless noted otherwise. See Protect Specifications for bedding requirements. h1�1�16_ Minimum 18" separation between water and sewer � 9 ,51. -Insulate when separation between water and 12. Pressure test and disinfect all new waterniains in accordance with state and local requirements. storm sewer is less than 36" F 8" PVC / �� �a�J , 13. Sa ' ary sewer piping shall be PVC, SDR-35 for depths less than 12', PVC SDR-26 for depths between 12' and 26'. and class J< . 0.40`" �� �2 D. for depths of 26' or more. c A10 JG� c� All sanitary sewer 14. A structure adjustment shall include removing and salvaging the existing casting assembly, removing existing concrete rings to 5��h services to be SDR 26 the precast section. Install new rings and salvaged casting to proposed grades, cleaning casting flange by mechanical means to insure a sand surface arvd install an external chimney seal from casting to precast section. Chimney seals shall be Infi-Shield Uni-Band or an approved equal, I I'r ./ r '1 P %Projec:tsTrojects - 2024\12246050 - Monticello Hotel & Conv- Centerl2. Designl6. Drawing Fdes112246050 C300 -Utility Plan dwy i' r \. Vt{I1 '/9`�,'L .10 OG<"v� 7\ NORTH 7.77....� 0 1, -01 CITY OF Monticello June 20th, 2024 Re: Schneider PUD/Plat/rezoning/annexation City Planning File # 2024-22 General Comments PHONE:763-295-2711 Fax:763-295-4404 505 Walnut Street I Suite 1 I Monticello, MN 55362 The City is not responsible for errors and omissions on the submitted plans. The owner, developer, and engineer of record are fully responsible for changes or modifications required during construction to meet the City's standards. After review of the most recent land use application plans dated 06-04-224 for the proposed development in the City of Monticello, we have determined the following based on the 2020 MN State Fire Code: 1. The applicant will verify that all access drive spacing in the parking lots are at least 24ft wide for aerial apparatus access and circulation within this lot. The allowed decrease is from the required 26 feet width specified in Fire Code Appendix D105.2. 2. The applicant will verify and provide full turning radius in access roads for the City's aerial apparatus as required in Fire Code Appendix D103.3. 3. The City of Monticello has adopted appendix P of the fire code. This requires that a building has adequate first responder radio coverage. Please work with the Fire Inspector to comply with this section. 4. The city requires that you install a fire key box on the outside of your building. Please work with the Fire Inspector on this requirement. 5. We require that you work with the Fire Chief/Fire Inspector on locating your Fire Department Connection for the sprinkler system. The Fire Inspector must approve the location before it is installed. www.ci.monticello.mn.us � ciiv of Monticello PHONE:763-295-2711 FAX:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 6. Finally, we are requiring hydrant spacing at 400 feet based on Fire Code Section 507.5.1 exception number 2. These items are subject to approval of the Monticello Fire Chief and Fire Inspector. This is a preliminary list of items that would need to be addressed. Please have the applicant provide a written response addressing the comments above. Please contact the Department of Building Safety with any questions. Sincerely, Aputrq'w� Chief Building Official/Zoning Administrator www.ci.monticel lo.m n.us Planning Commission Agenda — 07/02/2024 2B. Public Hearing - Consideration of a Request for Development Stage Planned Unit Development and Rezonine to Planned Unit Development for a Phased Industrial Development includine Industrial Service and Industrial Self -Storage as Principal Uses in the 1-2, Heavy Industrial District. Applicant: Tim Flander/Big Bear Holdings, LLC Prepared by: Meeting Date: Council Date (pending Stephen Grittman, Grittman 07/02/2024 Commission action): Consulting, City Planner 07/22/2024 Additional Analysis by: Community Development Director, Assistant City Engineer, Chief Building Official ALTERNATIVE ACTIONS Decision 1: Consideration to recommend approval of a Development Stage PUD for Mastercraft 1. Motion to adopt Resolution No. PC-2024-27 recommending approval of a Development Stage PUD for Mastercraft, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-27 recommending approval of a Development Stage PUD for Mastercraft, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-27. Decision 2: Consideration to recommend approval of an Ordinance Amendment for Rezoning to Mastercraft PUD District and establishing the Master Craft PUD District 1. Motion to adopt Resolution No. PC-2024-28 recommending approval of Rezoning to Mastercraft PUD District and establishing the Master Craft PUD District, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-28 recommending approval of Rezoning to Mastercraft PUD District and establishing the Master Craft PUD District, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-28. REFERENCE AND BACKGROUND 1 Planning Commission Agenda — 07/02/2024 Property: Legal Description PID #: Planning Case Number: 2024-19 Lot 1, Block 3, Oakwood Ind. Park 3rd Addn. 155-249-001010 Request(s): 1. Development Stage PUD 2. Zoning Ordinance Amendment and Rezoning to Mastercraft PUD District Deadline for Decision: August 9, 2024 (60-day deadline) October 8, 2024 (120-day deadline) Land Use Designation: G-1, General Industrial Zoning Designation: 1-2, Heavy Industrial Overlays/Environmental Regulations Applicable: NA Current Site Uses: Vacant Industrial Surrounding Land Uses: North: 1-2 Industrial East: 1-1, Industrial South: 1-2 Industrial West: 1-2 Industrial Project Description: The applicant proposes to construct and operate an Industrial Services business (primarily landscaping and other seasonal maintenance), including outdoor storage of certain equipment and materials. The subject parcel is just under 1.5 acres in area, with approximately 175 feet of frontage on Fallon Avenue. Surrounding uses are industrial in nature, and the applicant is seeking to modify the general standards of the 1-2 district to accommodate outdoor storage areas and equipment staging that rely on unpaved surface, substituting crushed concrete for surfaces in the storage area. The applicant seeks the following other elements of flexibility. The first is modified building materials standards to accommodate a ribbed metal panel siding (rather than a coated wall panel designed to look like masonry finish. The second is a flexible way to address their proposed outdoor storage coverage area, based on their business model which includes outdoor parking of drivable equipment, and a longer -term expansion plan that would reduce the building -to -storage area ratio. K Planning Commission Agenda — 07/02/2024 ANALYSIS The applicant proposed a concept review of this project that was presented to a joint Planning Commission/City Council workshop in January of this year. Comments from Council, Commission, and staff were generally positive with regard to the proposed land use and consistency with both Comprehensive Plan goals for the site, as well as the development expectations for the property in question. The primary issue for the workshop officials related to assurance that the current building materials requirements be met, particularly where the side is visible from the adjoining roadway. The workshop comments expressed a willingness to accommodate the storage area and surfacing requests, and especially in consideration of a long term opportunity to shift storage indoors to as building development expands on the site. It is acknowledged that there is no guarantee or timeline for that expansion. Development Stage PUD/Rezoning to PUD District Site Planning. The site plan relies on a single access drive from Fallon Avenue. The driveway enters the site and serves parking on either side of the drive. This portion of the more "public" facing parking area would be paved and curbed per code. The driveway would then extend westward to the rear line of the building, after which the surface would transition to the crushed concrete requested by the applicant. It is noted that the site plan illustrates curbing on only the north side of the access and parking area, additional curbing is required as recommended in the City Engineer's letter. The plans illustrate a combination of uses in the rear yard area. There is a stormwater pond along the north property line, and another stormwater basin at the rear of the parcel. For the first phase of the project, in the northwest corner of the site, the applicant's plans propose a stockpile location. In further discussions, the applicant has stated that they do not intend to maintain a stockpile use as a part of the current plan. Future accommodation of any exterior stockpile uses would require compliance with the City's outdoor storage requirements, including for screening, containment and cover. The central portion of the rear yard area is also crushed concrete and is shown on the applicant's plans as circulation area that divides two more aspects of storage — one for general materials and equipment storage, and the other for truck and trailer storage/parking. The 1-2 zoning district requires that outdoor storage space cover an area no greater in extent than the floor area of the principal building. The applicant's plans result in storage area that is up to 2.5 times the floor area of the proposed 7,200 square foot building, although accommodating and including some circulation areas within this overall square footage. This area of outdoor storage is expected to decrease over time, with the site plan illustrating additional building expansion over both the vehicle/storage area to the west, as well as in the Planning Commission Agenda — 07/02/2024 northwest corner of the site. Further, it is noted that at least a portion of the space will be used for truck and equipment parking, rather than materials or general storage. The PUD request is designed to accommodate the future expansion with the second building and the use of the designation area of the site for operations -related parking and circulation. Upon construction of the second building, it is expected that the exterior storage -area surfacing remaining will be upgraded to pavement capable of enduring the equipment used by the applicant on the site. Further, in the review of the phasing plan, it was noted that the site plan does not illustrate existing easements. The applicant is required to supply an updated site plan illustrating easements and adjusting future phase improvement to eliminate potential conflicts with these easements as recommended by the City Engineer. Pedestrian Access. In most cases, the City requires applicants to install public pedestrian facilities (sidewalk or pathway) as a component of completing the street along the parcel frontage. In this case, staff has not recommended that addition, given the anticipated reconstruction of Fallon Avenue in the foreseeable future. Parking. The site plan shows a total of 19 parking spaces along the north side of the building and drive aisle. As an industrial use of 7,200 square feet (or double that with expansion), site parking would only be required to total 9 spaces for each of the two main buildings. However, it is noted that the parking design on the site plan would result in several of the proposed spaces blocking access to overhead doors located along the north wall. For the overhead doors to be accessible, at least half of the proposed parking spaces would not be available, reducing the practical available parking supply to about 12 spaces on the property. As the current building requirement would be just 9 spaces, the current plan can proceed as proposed. The second phase expansion may require additional review if additional parking is needed. The applicant is required to provide a site plan demonstrating the location for the additional stalls at the time of the second phase. Landscape. The landscape plan consists of a series of 10 foot Black Hills Spruce along the north property line, inside of a proposed boundary fence. The trees will eventually create a reasonable buffer, although land uses to the north are also heavy industrial. The plan also includes a shrub foundation planting in front of the building, and an ornamental crabapple tree. Otherwise, the ground surface is required to be planted with turf. The landscape plan exceeds the City's planting requirements for tree quantities and shrub plantings for the site and building. The City Engineer has noted the presence of a drainage easement along the northern edge of the property. The applicant will need to revise their landscaping plan to relocate the fenceline away from the swale and landscaping away from the fenceline sufficient distance. 4 Planning Commission Agenda — 07/02/2024 Building Design/Materials. Building materials for the structure are the primary departure from the concept meeting comments. The applicant continues to express a desire to utilize the ribbed -steel siding. On the front elevation, the applicant has proposed a wainscot of cultured stone. Per code, and per prior concept discussion, the primary building material should be masonry on all sides, or a textured product to simulate masonry exterior materials. While the applicant has relied on other prior buildings constructed in the general area as examples, the City's revised materials code prohibits the exposed ribbed steel. Most recent permit approvals have relied on the updated code standards. While this could potentially be altered by PUD, staff does not recommend that flexibility. In regard the proposed additional building to be constructed in the second phase, is expected that this building will be accessory to the principal building. As such, it is recommended that any side visible to the public right of way meet a similar materials standard. The plan shows both current and future phases for building expansion. The proposed future phases as shown are included with this original review. Future phases would be expected to be reviewed at an administrative level if proposed in accordance with the current plans. Modifications or departures from the site plans approved with the current PUD would require a more extensive PUD amendment review. Signage. No information has been provided related to signage. Sign permitting will be subject to the applicable ordinance requirements. Lighting. The applicant has provided a lighting plan submission. The plan appears to rely on wall -mounted lighting which if directed downward is expected to be consistent with the City's requirements of zero footcandles at the property line. An updated plan should be provided to accompany the building permit application. STAFF RECOMMENDED ACTION Staff recommends approval of the Zoning Amendment/Rezoning to PUD and the Development Stage PUD with the requirements and conditions of Exhibit Z. The use is consistent with land use and zoning for the subject parcel. With changes per conditions in Exhibit Z, staff believes that PUD flexibility could be appropriate, particularly given the planned future expansion on the site. SUPPORTING DATA A. Resolution PC-2024-27, Development Stage PUD B. Resolution PC-2024-28, Rezoning to PUD C. Ordinance No. XXX D. Aerial Site Image E. Applicant Narrative Planning Commission Agenda — 07/02/2024 F. Civil Plans, Including: a. Site Plan b. Grading Plan c. Utility Plan d. Erosion Control Plan e. SWPPP f. Firetruck Turning Exhibit g. Detail G. Outdoor Storage Area Exhibit H. Building Elevations I. Landscaping Plan and Turning Exhibit J. Photometric Plan K. Stormwater Report L. Concept Stage Review Minutes M. Chief Building Official's Letter, dated June 20, 2024 N. City Engineer's Letter, dated June 24, 2024 Z. Conditions of Approval 11 Planning Commission Agenda — 07/02/2024 EXHIBIT Z Conditions of Approval Mastercraft Planned Unit Development Including Future Expansion Lot 1, Block 1, Oakwood Industrial Park 3rd Addition An updated site plan illustrating easements and adjusting first phase fenceline and landscaping, and future phase improvements is provided to eliminate potential conflicts with these easements as recommended by the City Engineer. Modify the building materials for the principal building to ensure that the building facades are covered with materials that meet the City's requirements for masonry or masonry -like materials, replacing the ribbed steel shown on the plans. For the proposed future accessory building, any side visible to the public right of way shall meet the City's requirements for masonry or masonry -like materials consistent with the principal building. 4. Any future plans for stockpile material will require further review for compliance with the City's outdoor storage requirements and avoid erosion or other movements into the stormwater swales and basins. Specify in the Ordinance and Development Agreement that upon construction of the second building, exterior storage -area surfacing will be upgraded to pavement capable of enduring the equipment used by the applicant on the site. 6. If developed in accordance with the layout and details of the current plan, the future phases may be reviewed and permitted with administrative approvals only. References to the stockpile location should be removed from the plans. 7. No repair work is to be conducted outdoors. 8. Any tenants of the building shall be subject to the same limitations and conditions as to use and maintenance of the storage area and other outdoor restrictions. 9. A revised parking plan for the second phase is provided at the time of development, demonstrating adequate usable, and accessible parking spaces are provided to the site for the second phase. 10. Turfgrass is established in all outdoor areas of the site not designated for pavement or storage/circulation space, or otherwise shown on the landscape plan. Planning Commission Agenda — 07/02/2024 11. Lighting plans are updated for the current site and provided at the time of building permit application. 12. Verify that the presented site plan utilizes a current certificate of survey. 13. Compliance with the terms of the City's Engineering Staff letter dated June 24, 2024. 14. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 15. Comments and recommendations of other Staff and Planning Commission. H., CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�I-f [@ RESOLUTION NO. PC 2024-27 RECOMMENDING APPROVAL OF A DEVELOPMENT STAGE PLANNED UNIT DEVELOPMENT FOR THE MASTERCRAFT PUD DISTRICT WHEREAS, the applicant is seeking a Development Stage Planned Unit Development approval, among other concurrent applications, for a parcel of currently undeveloped land; and WHEREAS, the proposed PUD would incorporate development opportunity for industrial service uses and directly associated accessory uses as allowed uses in the proposed Mastercraft Planned Unit Development zoning district; and WHEREAS, the PUD provides for an industrial service business, on a single development parcel, and utilizes existing right of way for access to and from the PUD business(es); and WHEREAS, the PUD incorporates a series of development standards that the applicant will meet with the submitted, or supplemental, plans and documents; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Heavy Industrial uses; and WHEREAS, the Planning Commission has reviewed the application for the Development Stage PUD pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd, 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the PUD, Planned Unit Development District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed development accommodates additional public and private improvements, including pedestrian facilities, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed development accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details, as supplemented in further submissions, meet the intent and requirements of the applicable zoning regulations. 7. The proposed PUD is not anticipated to negatively impact surrounding residential properties. 8. Approval of the development will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed Development Stage PUD for Mastercraft be approved, subject to the conditions of Exhibit Z of the staff report, as follows: An updated site plan illustrating easements and adjusting first phase fenceline and landscaping, and future phase improvements is provided to eliminate potential conflicts with these easements as recommended by the City Engineer. Modify the building materials to ensure that the building facades are covered with materials that meet the City's requirements for masonry or masonry -like materials, replacing the ribbed steel shown on the plans. For the proposed future accessory building, any side visible to the public right of way shall meet the City's requirements for masonry or masonry -like materials consistent with the principal building. 4. Any future plans for stockpile material will require further review for compliance with the City's outdoor storage requirements and avoid erosion or other movements into the stormwater swales and basins. Specify in the Ordinance and Development Agreement that upon construction of the second building, exterior storage -area surfacing will be upgraded to pavement capable of enduring the equipment used by the applicant on the site. 6. If developed in accordance with the layout and details of the current plan, the future phases may be reviewed and permitted with administrative approvals only. References to the stockpile location should be removed from the plans. 7. No repair work is to be conducted outdoors. 8. Any tenants of the building shall be subject to the same limitations and conditions as to use and maintenance of the storage area and other outdoor restrictions. 9. A revised parking plan for the second phase is provided at the time of development, demonstrating adequate usable, and accessible parking spaces are provided to the site for the second phase. 10. Turfgrass is established in all outdoor areas of the site not designated for pavement or storage/circulation space, or otherwise shown on the landscape plan. 11. Lighting plans are updated for the current site and provided at the time of building permit application. 12. Verify that the presented site plan utilizes a current certificate of survey. 13. Compliance with the terms of the City's Engineering Staff letter dated June 24, 2024. 14. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 15. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 2nd day of July, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION -32 ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 01411159 ►] �ll►�ll�I-f [@ RESOLUTION NO. PC 2024-28 RECOMMENDING AMENDMENT TO SECTION 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, CREATING THE MASTERCRAFT PLANNED UNIT DEVELOPMENT DISTRICT, AND REZONING THE SUBJECT PROPERTY TO MASTERCRAFT PUD DISTRICT WHEREAS, the applicant is seeking a Planned Unit Development for an industrial project, consisting of industrial service uses, for the Mastercraft PUD District; and WHEREAS, the proposed PUD District would create the uses and standards applicable to all development in the Mastercraft District, to consist of an industrial services business and tenant occupants allowed as permitted uses in the 1-2 District as allowed uses in the proposed Mastercraft Planned Unit Development zoning district; and WHEREAS, the proposed PUD plans account for public easements and rights of way, and adequate drainage and utilities which will serve various phases of the PUD; and WHEREAS, the subject parcels will be consistent with requirements of the City's 1-2 Zoning Ordinance requirements under the adopted Mastercraft PUD District standards, as well as other applicable standards of the Monticello Zoning Ordinance; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Heavy Industrial Zoning District; and WHEREAS, the Planning Commission has reviewed the application for the Amendment to the Zoning Ordinance pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd , 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed Zoning District is required to address the proposed use, and provide the potential for development consistent with the intent and purpose of the plans, goals, and policies of the Monticello Comprehensive Plan related to the Heavy Industrial land use category. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, provided the development is adequately served by existing roadways. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed PUD District and the associated development plans accommodate adequate provision of public and private improvements, including streets, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed PUD does not interfere with reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. As a property which has been vacant for many years, the proposed PUD is not anticipated to negatively impact surrounding properties or values 7. Approval of the PUD will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed amendment to the Monticello Zoning Ordinance creating the Mastercraft PUD District, and rezoning the area as the Mastercraft PUD District, be approved subject to the conditions of Exhibit Z of the staff report, as follows: An updated site plan illustrating easements and adjusting first phase fenceline and landscaping, and future phase improvements is provided to eliminate potential conflicts with these easements as recommended by the City Engineer. 2. Modify the building materials to ensure that the building facades are covered with materials that meet the City's requirements for masonry or masonry -like materials, replacing the ribbed steel shown on the plans. For the proposed future accessory building, any side visible to the public right of way shall meet the City's requirements for masonry or masonry -like materials consistent with the principal building. 4. Any future plans for stockpile material will require further review for compliance with the City's outdoor storage requirements and avoid erosion or other movements into the stormwater swales and basins. Specify in the Ordinance and Development Agreement that upon construction of the second building, exterior storage -area surfacing will be upgraded to pavement capable of enduring the equipment used by the applicant on the site. 6. If developed in accordance with the layout and details of the current plan, the future phases may be reviewed and permitted with administrative approvals only. References to the stockpile location should be removed from the plans. 7. No repair work is to be conducted outdoors. 8. Any tenants of the building shall be subject to the same limitations and conditions as to use and maintenance of the storage area and other outdoor restrictions. 9. A revised parking plan for the second phase is provided at the time of development, demonstrating adequate usable, and accessible parking spaces are provided to the site for the second phase. 10. Turfgrass is established in all outdoor areas of the site not designated for pavement or storage/circulation space, or otherwise shown on the landscape plan. 11. Lighting plans are updated for the current site and provided at the time of building permit application. 12. Verify that the presented site plan utilizes a current certificate of survey. 13. Compliance with the terms of the City's Engineering Staff letter dated June 24, 2024. 14. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 15. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 4t" day of July 2nd, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION IN ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director ORDINANCE NO. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING TITLE XV, § 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, ESTABLISHING THE MASTERCRAFT PLANNED UNIT DEVELOPMENT DISTRICT AND REZONING THE FOLLOWING DESCRIBED PROPERTY TO MASTERCRAFT PUD: Lot 1, Block 3, Oakwood Ind. Park 3rd Addition THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.047, PUD Districts, is hereby amended to add the following: (y) Mastercraft PUD District (1) Purpose. The purpose of the Mastercraft PUD District is to provide for the development of certain real estate subject to the Planned Unit Development District for industrial land uses. (2) Phased Development. The Mastercraft PUD District will be developed in multiple phases as detailed on the approved Final Stage PUD Plans. (3) Permitted Uses. Permitted principal uses in the Mastercraft PUD District shall be industrial uses of the 1-2, Heavy Industrial District, including industrial services, as defined in the Monticello Zoning Ordinance, along with administrative offices, subject to the approved Final Stage PUD Development Plans dated , and development agreement dated , and subject to the conditions of approval imposed by City Council Resolution No. , and as may be further amended. Leased tenant spaces in any approved building shall be required to be a permitted use in the 1-2 Zoning District. Each individual use is limited to the location and building identified on the Final PUD Development Plans. The introduction of any other use or change in density shall be reviewed under the requirements of the Monticello Zoning Ordinance, 153.028(0)(9)(b) — Planned Unit Developments for Development Stage PUD. (4) Accessory Uses. Accessory uses in the Mastercraft PUD District shall consist solely of those used as illustrated on the Final PUD Development Plan, include accessory passenger vehicle parking, equipment storage and parking accessory to a principal use located within a principal building as ORDINANCE NO. shown on the final site plan. No other accessory uses shall be permitted in the Mastercraft PUD District. Any principal use or tenant use of the principal building shall, if operating any approved accessory use under the Final PUD Development Plans, shall adhere to and be subject to all requirements and regulations of this ordinance and of the Monticello Zoning Ordinance. (5) District performance standards. Performance standards for the development of any lot in the Mastercraft PUD District shall adhere to the approved Final Stage PUD plans and development agreement. (5) The specific flexibility and conditions of the Mastercraft PUD District shall be as follows A. Outdoor storage areas shall be as shown per the approved Final Stage Plans for the first and future phases. Upon construction of the second building, exterior storage -area surfacing will be upgraded to pavement capable of enduring the equipment used by the applicant on the site. B. If developed in accordance with the layout and details of the current plan, the future phases may be reviewed and permitted with administrative approvals only. References to the stockpile location should be removed from the plans. C. No repair work is to be conducted outdoors. D. Any tenants of the building shall be subject to the same limitations and conditions as to use and maintenance of the storage area and other outdoor restrictions. E. A revised parking plan for the second phase is provided at the time of development, demonstrating adequate usable, and accessible parking spaces are provided to the site for the second phase. F. Parking for the facility shall be as provided per the approved plans and located on the parcel to be shared among principal building occupants. G. Building architectural plans for the subject property shall be as provided with the final stage plans. H. Signage and landscaping shall be as per approved Final Stage PUD Development Plans, or as administratively approved per Monticello City Code. 0A ORDINANCE NO. (6) In such case where any proposed improvement is not addressed by the Final Stage PUD, then the applicant shall seek a PUD Amendment per the processes of the Monticello Zoning Ordinance and as directed by the Community Development Department. (7) Where there are any conflicts in the allowed uses or required performance standards between the Mastercraft PUD District and any other applicable zoning regulations, the requirements of the Mastercraft PUD District and its associated plans shall prevail. (8) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change, the proposer shall apply for an amendment to the PUD under the terms of § 153.028(0)(10). The city may require that substantial changes in overall use of the PUD property be processed as a new project, including a zoning district amendment. Section 2. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 3. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. Section 4. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this day of , 2024. ATTEST: Lloyd Hilgart, Mayor 3 ORDINANCE NO. Rachael Leonard, City Administrator AYES: NAYS: Consideration of a Request of Development Stage PUD PID: 155-249-001010 Lot 1, Blk 1, Oakwood Industrial Park 3rd Addition Created by: City of Monticello %4 t 15507;50k0101.0 w. ti 155018002050 its t 55131001030 15501'8 Dundas Road - - — — 155018003071 155018003060 1 Es 88001 30 June 3rd, 2024 Big Bear Holdings Application Master Craft Grounds Maintenance is a family owned 30 yr old company who heavily services commercial properties in Wright and Sherburne Counties. Over the years Master Craft has grown and is looking for a permanent home to headquarter the business out of. Monticello is centrally located and a great city to continue building the business in with the development of this lot. The overall goal is to establish a 7,200 sq ft industrial building with office and warehouse. Master Craft will occupy the majority of the building, but may have space available to rent as the business fluctuates in size and the amount of equipment. Additional buildings are drawn in that provide a visual for what future expansion may look like. This could be used by Master Craft or as leased space to offer shop / warehouse space to like kind companies who require smaller industrial spaces with an element of outdoor storage. With recent changes to the code we're applying for a planned unit development to allow for some of the previously allowed development standards that effect the exterior materials allowed, the ground cover improved material, and the outdoor storage allowance. The reason for the PUD is the challenges some of the new codes place over an already difficult site to economically develop within an older industrial development. Our goal is to develop one of the most aesthetically pleasing and functional properties in the area. Planned Unit Development Application 1) Exterior architectural standards. Developer requests the use of finished steel for the primary component of the exterior of the building. Similar to the most recent addition to the industrial park with Monticello Plumbing & Heating, 211 Dundas Rd. An image is below. They used a tan colored - finished steel and have an improved more architectural presence along Dundas which includes a cultured stone base along the bottom of the building with an overhanging roof line above the door that matches the roof to add architectural interest. We request the same requirements acknowledging the need for an enhanced fagade that extends five (5) feet from the principal structure with a 15% minimum in class A products, stone / glass / brick etc. We request this as it is the most suitable to match the surrounding buildings, this type of metal has proven itself for durability, and provides a quality appearance with the addition of the stone, glass, and fagade articulation, that pronounces the front of the building and the primary entrance. The steel chosen for this project is an architectural textured steel that increases the aesthetic value of the overall building. 2) Off Street Loading Spaces- Drive Aisle - Outdoor Storage (combined). Both the off street loading spaces, drive aisles, and the outdoor storage have an improved surface of asphalt or concrete. We request that an improved medium of crushed concrete be an allowed surface as the asphalt and concrete are not suitable for the principle use of the property. The primary use is a landscape company that will be loading and unloading via skid loaders and front end loaders. Asphalt does not withstand well the loading and unloading of equipment, the tight turning radius of truck and trailers that the narrow site demands, and the loading and unloading of materials while using a machine such as a skid loader or a yard loader. Class 5 and more recently recycled asphalt has been used through out the Monticello industrial park for years and has worked well for its users. It provides a compacted base that functions well that allows the turning and loading to take place both for trucks and trailers as well as machines without damage to any of the surface or to unnecessary wear on the tires or tracks of the machines. The improved medium for this project proposed is crushed concrete. The material will be delivered from a specific provider as they have material that does not contain the fines from the crushing and is therefore a low dust producing product. The immediate neighbor to the South, Norland Truck has nearly an acre of outdoor storage, drive lanes, and loading/unloading areas that is composed of class 5 which has worked very well over the years. Across the street to the east was Dakota Supply Group, now Hoglund Body and equipment, who has 0.6 acres of gravel that allows for the loading/unloading, drive lanes, and outdoor storage. JME two lots away has 10 acres that is primarily gravel. The medium has worked well in reducing unnecessary repairs to the surface and strain on vehicles & machines. We request that the front parking lot and primary drive aisle to the street be paved with asphalt as that is a straight shot to get behind the primary structure without turning. Then from a fenced and gated line at the rear of the building back be crushed concrete. This will fully screen the medium from Fallon Ave and allow the developer to utilize the benefits of this improved medium. Below is an aerial concept with the area to be screened via a fence that would separate the class 5 / recycled asphalt medium from the asphalt and provide full screening from Fallon Ave. 3) Outdoor Storage Allowance: We are looking at a 7,200 sf building in the front. We request a ratio of 2.15 to 1 which would include drive / turn lanes, truck and trailer parking spots, as well as an area for material storage. The building will be used for office, warehousing, and equipment service / shop. The majority of the vehicles with trailers will be parked outside. A crew cab short bed truck with a 14 ft dump trailer is 40 ft long. Allowing some space for movement on all sides of the truck we prefer 12' wide parking spaces. Master Craft Outdoors runs 5 trucks currently with expansion in mind. The additional space would be used for the outdoor storage of materials and drive turn lanes as illustrated. This extra space would allow room for onsite movement without congestion and alleviate any accidents on site caused by loading / unloading or movement from the shop to the yard. The designated truck / trailer parking in pink is 4,032 sf, the drive lanes in yellow is 4,548 sf, and the material storage area is 6,777 sf. The true outdoor storage, `material storage,' allowance is less than the square footage of the building. L t MASTERCRAFT OUTDOORS B&B BUILT FALCON AVE NE CITY OF MONTICELLOY WRIGHT COUNTY,, MN JUNE 2024 PRELIMINARY PLANS CIVIL & SURVEY PLANS PREPARED BY: Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING LAND SURVEYING ENVIRONMENTAL SERVICES Sheet List Table Sheet Number Sheet Title -- Cover C1 Site & Dimension Plan C2 Grading Plan C3 Utility Plan C4 Erosion Control Plan C5 SWPPP Narrative C6 Firetruck Turning C7 Details C8 Details C9 Details WRIGHT COUNTY, MINNESOTA VICINITY MAP PRIVATE UTILITIES SHOWN ARE QUALITY LEVEL D. QUALITY LEVEL D PROVIDES THE MOST BASIC LEVEL OF INFORMATION. IT INVOLVES COLLECTING DATA FROM EXISTING UTILITY RECORDS. RECORDS MAY INCLUDE AS -BUILT DRAWINGS, DISTRIBUTION AND SERVICES MAPS, EXISTING GEOGRAPHIC INFORMATION SYSTEM DATABASES. CONSTRUCTION PLANS. ETC. a N 0 . . . . .................. .. . 962� r(0/ • / C I 955 NO PARKING, FIRE LANE SIGN 9, 288.4' 15 - r 6' CHAIN LINK FENCE J 952 (838 LF TOTAL) FUTURE GRAVEL AREA o -953- - -----L ----- SBL-----,SBL -S1�L ��� _----SBL----- SBL grB SBL BL - E $�C SBL SBL - - - - - 02 - -�--- co W I I i I INFILTRATION BASIN I � 1 N Ur I 40.0' FIRE TURN LANE, z I 2 BOLLARDS FOR HYDRANT I- - - - - - - - - - - - - - - I� \` ------ ----- 75.0' R-- b L= W m I \ 75.0' r �o R=10' 130.0' Co L=15.7' PARKING STRIPES TYP 0 10, 15.7' B612 CURB & GUTTER 20.0' sBL-- W 5' CURB CUT I 37.5' 9.0' orlo :. :.. :............. _... , ....... ._....:.....� f::.`::. AL 1,450 S.Y. OF ASPHALT PARKING I ► LEGEND: N EA - - PROPOSED ASPHALT PAVEMENT O PROPOSED GRAVEL SURFACING w 0' 20' 40' o °aSCALE: 1"=20' PROPOSED CONCRETE PAVEMENT I I a \9sQ\ I CONCRETE CURB AND GUTTER - B612 \ v PROPOSED SIGN Q v R=5' L=7.9' I SA Rim 954. N In 918. ❑T I �I R=15' 15. 1' 1 I L=24.3'--\ 16, I F I I 16.9' co • o R=10' L=15.7'8.0' IR=1 '8.0L=24.25' ' 0JL� . REMOVE AND SEED GRAVEL AREA TOI BOUNDARY. ADA ACCESSIBLE AND "NO PARKING" SIGNAGE (TYP.) 30.0' RCP 15" I S CURB CUT I 15" U-ra1 PROPOSED 60' X 120' BUILDING cnI z FUTURE 60' X 120' BUILDING m O I F- - Q I I , , I LL Z mI .....: „ .. I a 1 , r. I JL--S'3-L- L- JUL 48.0' SBL SBL SBL R=10' 820' REMOVE AND SEED GRAVEL AREA TO BOUNDARY. / o 90 S.Y. OF ROAD SECTI REPLACEMENT FOR UTILITY CONNECTION I II RONT AWNING SIDEWALK 30.0' 25.9' SITE PLAN NOTES: 1. PAINTED PAVEMENT MARKING DIMENSIONS ARE SHOWN TO FACE OF CURB. ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2. ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3. CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4. CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5. CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6. SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7. LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS. 8. ALL DISTURBED AREAS OUTSIDE THE BUILDING PAD WHICH ARE NOT DESIGNATED TO BE PAVED OR RECEIVE AGLIME, SHALL RECEIVE AT LEAST 6 OF TOPSOIL AND SHALL BE SEEDED OR SODDED. REFER TO THE EROSION CONTROL PLAN FOR SOD AND SEED LOCATIONS. ALL OTHER AREAS DISTURBED BY CONSTRUCTION NOT SPECIFICALLY IDENTIFIED TO RECEIVE A CERTAIN SEED MIX SHALL BE MIXED WITH SEED MIX 25-131. 9. WHERE NEW SOD MEETS EXISTING SOD, EXISTING SOD EDGE SHALL BE CUT TO ALLOW FOR A CONSISTENT, UNIFORM STRAIGHT EDGE. JAGGED OR UNEVEN EDGES WILL NOT BE ACCEPTABLE. REMOVE TOPSOIL AT JOINT BETWEEN EXISTING AND NEW AS REQUIRED TO ALLOW NEW SOD SURFACE TO BE FLUSH WITH EXISTING. SITE PLAN INFORMATION: PARCEL AREA: • 1.46 ACRES ± EXISTING ZONING: • 1-1 DISTRICT PRINCIPAL STRUCTURE SETBACKS: • FRONT: 30' • SIDE: 15' • REAR: 15' SITE DATA EXISTING P1 PROPOSED P2 PROPOSED PAVEMENT AREA 789 SF 24,735 SF 19,429 SF b BUILDING AREA 0 SF 7,200 SF 17,040 SF M PERVIOUS AREA 63,149 SF 32,003 SF 27,459 SF TOTAL AREA 63,938 SF 63,938 SF 63,938 SF PARKING REQUIREMENTS: • MINIMUM PARKING STALL DIMENSIONS: 20' X 9' (90° PARKING) PARKING STALLS: • OUTDOOR TOTAL STALLS PROVIDED: 19 • TOTAL ADA STALLS PROVIDED: 1 (1 VAN ACCESSIBLE) • TOTAL ADA STALLS REQUIRED: 1 (1 VAN ACCESSIBLE REQUIRED) CALL 48 HOURS BEFORE DIGGING: GOPHER STATE ONE CALL � O N ccn o CD m o o o CD N m li.i .. z z Y O C� Z C� Q W _ �j J 0 U LL zN O v N c) rn ''^^ V/ z CD 0 ch W (/) z 00 N Q N W W Y� a.Q U W� � ♦ V � mX Q LL LLJ Oz �zu) (if Q ON Q//\ } W F- wZZ F- (n LN v♦ V Dzz Cf)wp �CO MOry�J� z>> aUW OJ W �V �� c�n/ z O O 4-J z 0 o Q J F- U � J 4- z o O F- m z L 1 W Q O U pip Lu o w LO Q o cn S0 U SHEET NO. ci N O N T TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 950.83 E 100 YEAR HWL: 953.45 6 C.Y. OF CLASS 2 RIP LEGEND: °oQos .v av PROPOSED RIP RAP X980.50 TC NEW TOP -BACK OF CURB ELEVATION X980.50 FL NEW FLOW LINE OF CURB ELEVATION X980.50 SW NEW SIDEWALK ELEVATION X980.50 TP NEW TOP OF PAVEMENT ELEVATION X980.50 TG NEW TOP OF GRAVEL ELEVATION X980.50 FG NEW FINISHED GRADE ELEVATION X 980.50 EX EXISTING ELEVATION 984 PROPOSED CONTOUR �- PROPOSED SLOPE E.O.F. EMERGENCY OVERFLOW GRADING GENERAL NOTES: N z O d U U) w 0' 20' 40'1 o SCALE:1 "=20' 1. THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS IN THE FIELD REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 2. CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY THE OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3. CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT SILT AND DEBRIS RUN-OFF DURING GRADING OPERATIONS (I.E. SILT FENCE, STRAW BALES, ETC.). 4. CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. MEET EXISTING GRADES ALONG STREETS, PROPERTY LINES, AND DRIVEWAY ENTRANCES. RESTORE ALL PAVEMENTS THAT REMAIN TO THEIR ORIGINAL IF NOT BETTER CONDITION. NOTIFY OWNER OF ANY CONFLICTS PRIOR TO BIDDING THE PROJECT. 5. TURF ESTABLISHMENT AREAS SHALL RECEIVE MINIMUM OF 4" DEPTH AS MEASURED IN PLACE OF TOPSOIL. TOPSOIL SHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL GRADED SLOPES GREATER THAN OR EQUAL TO 5:1 SHALL BE HYDROSEEDED, EROSION CONTROL BLANKETED, OR MULCHED TO HELP STABILIZE THE SLOPES BY GENERAL CONTRACTOR. 6. PROPOSED SPOT ELEVATIONS ARE TO THE TOP OF CURB UNLESS NOTED OTHERWISE. ELEVATION OF FLOW LINE IS 6" BELOW TOP OF CURB UNLESS OTHERWISE SHOWN. 7. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DETERMINING QUANTITIES OF CUT, FILL AND WASTE MATERIALS TO BE HANDLED, AND FOR AMOUNT OF GRADING TO BE DONE IN ORDER TO COMPLETELY PERFORM ALL WORK INDICATED ON THE DRAWINGS. IMPORT SUITABLE MATERIAL AND EXPORT UNSUITABLE / EXCESS / WASTE MATERIAL AS REQUIRED. ALL COSTS ASSOCIATED WITH IMPORTING AND EXPORTING MATERIALS SHALL BE INCIDENTAL TO THE CONTRACT. 8. IT IS INTENDED THAT EARTHWORK (CUT VS. FILL) BALANCE ON SITE. THE CONTRACTOR SHALL SUBMIT THE QUANTITY OF MATERIAL AND AMOUNT OF ANTICIPATED GRADE ADJUSTMENT FOR REVIEW BY THE ENGINEER A MINIMUM OF FOUR WEEKDAYS PRIOR TO MAKING ADJUSTMENTS. ALL GRADE ADJUSTMENTS MUST BE APPROVED BY THE ENGINEER. NO ADDITIONAL COMPENSATION SHALL BE ALLOWED FOR WORK ASSOCIATED WITH GRADING ADJUSTMENTS, INCLUDING, BUT NOT LIMITED TO, EARTHWORK OPERATIONS, STORM SEWER PIPING AND STRUCTURE ADJUSTMENTS, CONSTRUCTION SURVEYING FOR ADJUSTING FEATURE LOCATIONS ACCORDINGLY, SILT FENCE, ETC. 9. FAILURE OF TURF DEVELOPMENT: IN THE EVENT THE CONTRACTOR FAILS TO PROVIDE AN ACCEPTABLE TURF, THE CONTRACTOR SHALL RE -SEED OR RE -SOD ALL APPLICABLE AREAS, AT NO ADDITIONAL COST TO THE OWNER, TO THE SATISFACTION OF THE ENGINEER. 10. ANY MANHOLE, CATCH BASIN, STORM SEWER, SANITARY SEWER, DRAINTILE, OR OTHER POTENTIAL SOURCE FOR CONTAMINATION SHALL BE INSTALLED AT LEAST 10 FEET HORIZONTALLY FROM ANY WATERMAIN PER MINNESOTA PLUMBING CODE. THIS ISOLATION DISTANCE SHALL BE MEASURED FROM THE OUTER EDGE OF THE PIPE TO THE OUTER EDGE OF THE CONTAMINATION SOURCE (OUTER EDGE OF STRUCTURES OR PIPING OR SIMILAR) 11. CONTRACTOR SHALL MAINTAIN DRAINAGE FROM EXISTING BUILDING AT ALL TIMES. PROVIDE TEMPORARY STORM SEWER (INCLUDING, BUT NOT LIMITED TO, CATCH BASINS, MANHOLES, PIPING, ETC.) AS REQUIRED. EXISTING STORM SEWER SHALL NOT BE REMOVED UNTIL TEMPORARY OR PERMANENT STORM SEWER IS INSTALLED AND FUNCTIONAL. COORDINATE ALL REMOVALS WITH APPROPRIATE TRADES (SITE UTILITY CONTRACTOR, MECHANICAL CONTRACTOR, ETC.) AS REQUIRED. W H Q wb 1)fz CD o N 2CD o 0 4 O N m co m W O z z Y c� z U LL zN 00 N cl) rn cn z CD 0 W � z� N Q Q� N W W Y(0 a.Q U W� � ♦ V 00 X Q W� �O UzU) z�Q Lu �N Qcn SwF- wwz �00 cn D z OfN 0< z Cf) Lu 0 � � 06 C) z>> aUW OJ W �� cn z O O 0 O _ Q O LL z Q pp o 0 = ( -" < U co U W 0 F_ L Q 0 U SHEET NO. C2 N O N 1 1 1 LEGEND: a N 0 950.83 E 011 -- - ry ,.,- a....,,. 6 C.Y. OF CLASS 2 RIP SA Rim 954. l In 918. 15°BEND 7 LF OF 6" C C900 WM v iti RCP I8"1 'nv=9.li/ 72 O O PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED FITTING PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED STORM MANHOLE PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED HYDRANT PROPOSED CLEANOUT PROPOSED RIP RAP N z O a U U) Lu 0' 20' 401 o SCALE:1 "=20' w Q 0 �O ;- � � � N 2 2 2} o CD o o o CDN UTILITY GENERAL NOTES: 1. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL UTILITY co z co L ui J O RELOCATIONS. 9 Z Y � Z 2. CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS Q w � _ CD Lu WORK AND NOTIFY OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES 0 0 0 U 0 LL FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3. CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN AND EXISTING UTILITIES, PARTICULARLY WITH EXISTING ! STRUCTURES AND/OR PAVEMENTS TO REMAIN. 4. THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AS EXISTING IN THE FIELD AND AS REPRESENTED WITHIN THE PLANS AS �Q) SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. Cw WATER:-J 5. WATER LINE TO MINIMUM 8.0 FEET DEPTH. f0 6. ALL WATER LINES 4" OR GREATER SHALL CONFORM TO AWWA C900 OR GRADE PE-3408 OR GRADE PE4710 PIPE AND SHALL BE RATED FOR 200 PSI. ALL WATER LINES O LESS THAT 4" SHALL CONFORM TO AWWA C901 SIDR 7 (HDPE WATER LINE) OR TYPE K COPPER PIPE. Al 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING TWO CONSECUTIVE PASSING BACTERIOLOGICAL TESTS FROM THE PROPOSED WATER SERVICE �0 8. CORPORATION STOP SHALL BE FORD MODEL # FB1001-6-IDR7-NL OR A.Y. MCDONALD MODEL # 74701 B-33. 9. TAPPING SADDLE SHALL BE FORD MODEL # FS323 OR A.Y. MCDONALD # 372. 10. CURB STOP SHALL BE FORD MODEL # B66-666M-IDR7-NL. O ♦ N co V rn 11. CURB BOX SHALL BE FORD MODEL # EM2-80-56 OR A.Y. MCDONALD # 5614. '^ o 12. FOR WATER SERVICE LINES #12 AWG SOLID COPPER CLAD STEEL (CCS) WIRE WITH V/ ro L� 30 MIL HIGH DENSITY POLYETHYLENE (HDPE) INSULATING JACKET, COLOR BLUE. W Z00 N SEWER: W �N 13. VERIFY INVERT ELEVATIONS OF EXISTING SANITARY LINE AT POINT OF CONNECTION W w Y � WITH NEW SANITARY LINE PRIOR TO INSTALLING ANY NEW UTILITIES. U w'- 14. ALL CROSSING ELEVATIONS OF NEW UTILITIES & SIZES OF THE EXISTING UTILITIES Ir Lu EO X [-:< ARE BASED ON ASSUMED ELEVATIONS AND SIZES PROVIDED BY THE SURVEY. O z J uj LUN Zi N 15. ALL SANITARY SERVICE PIPE AND FITTINGS SHALL BE SDR-26 PVC (8") AND SCH-40 LL } w z U)� (4.,) j� cr � 2 c~nN Of ALL STORM SEWER SHALL BE SDR-26 PVC WHEN LESS THAN 8" IN DIAMETER. ALL RCP v v�♦ Cn LLu O STORM SEWER SHALL BE CLASS V PIPE UNLESS OTHERWISE NOTED. ALL HDPE O Z-> > �J o STORM SEWER SHALL BE DUAL WALL HIGH PERFORMANCE POLYPROPYLENE PIPE M 06 Q z W _ULu �� ..'..:..... ...." ,...::. ,; ..•: , . 69 LF OF 6"0 C900 WM 6" GV 6 LF OF 6"O C900 WM 16. ALL STORM SEWER PIPE OVER 18" IN DIAMETER SHALL BE RCP, CLASS III (MIN.), WITH FLEXIBLE WATERTIGHT JOINTS IN ACCORDANCE WITH ASTM C-361 OR PVC PIPE 4 i° BEND INSTALLED IN ACCORDANCE WITH ASTM D232 UNLESS 203 SAN MH o (ASTM D3034, SDR 35) I 1, 6 C.Y. OF CLASS 2 RIP RAP ��: I .:"r": ": '.." n 81 LF OF 8"Q) SDR-26 @ 0.41 /o RIM=955.22' > OTHERWISE NOTED. S > > 17. FLEXIBLE JOINTS AT STORM SEWER PIPE CONNECTIONS TO STRUCTURES: E INV.=946.25' � SAN MH CONNECTION o� RIM 953 84' oOR ..:.. ..... �:.:..•. .., ;... ,. '. :...; i..,.'•• I:.: I W INV.=945.90 I 17.1. FLEXIBLE JOINTS I IN ACCORDANCE WITH MINNESOTA PLUMBING CODE PROVIDE p o• 1 AT ALL PIPE CONNECTIONS TO ALL STORM SEWER STRUCTURES. L V I 17.2. ACCEPTABLE MANUFACTURERS / PRODUCTS: EOF=955.00 � f : _ z JL 17.3. FERNCO, "CONCRETE MANHOLE ADAPTORS" OR "LARGE -DIAMETER C 101 FES 954 WATERSTOPS" c INV.=953.00 17.4. PRESS -SEAL, WATERSTOP GROUTING RINGS" OR APPROVED EQUAL. O I 18. THE APPLICANT SHALL BE RESPONSIBLE FOR REPLACING ANY CONCRETE PAVEMENT O -J II WHICH IS DAMAGED OR REMOVED AS A RESULT OF THE PROPOSED WATER, V SANITARY, STORM SEWER SERVICE INSTALLATION. 0 O INFILTRATION BASIN 2 0' o 0. o 19. IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE 0. 0 0 0 .. O 0 U 100 YEAR HWL: 953.45 TREATED PRIOR TO BEING DISCHARGED OFF SITE OR INTO A SURFACE WATER THE A- o ' - D PR o II I I DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN O J tlA 1 _ WATER. NO DEWATERING IS EXPECTED FOR THIS SITE DUE TO SANDY SOIL � CONDITIONS. LL m 20. ALL EXISTING CASTINGS FOR SANITARY SEWER AND STORM STRUCTURES WITHIN L.L o Q m O ' .. • • I PROPOSED WORK AREAS THAT ARE WITHIN THE CITY RIGHT OF WAY SHALL BE �( : I REPLACED IN KIND. `o U 21. CONTRACTOR SHALL PROVIDE TEMPORARY TRAFFIC CONTROL PLAN FOR UTILITY U +-+ II I 1 V INSTALLATION. TRAFFIC CONTROL SHALL BE INSTALLED PRIOR TO PAVEMENT O REMOVAL AND REMOVED AFTER REPLACEMENT OF PAVEMENT IS COMPLETEDuj 22. CONTRACTOR SHALL CONFIRM FINAL ROOF DRAIN LOCATIONS SHOWN MATCH . � I ARCHITECTURAL/MEP DRAWINGS. � O 23. ALL MANHOLES, CATCH BASINS, STORM SEWER PIPES, SANITARY SEWER PIPES, V DRAINTILE, AND OTHER POTENTIAL SOURCE FOR CONTAMINATION SHALL BE a_+ INSTALLED AT LEAST 10 FEET HORIZONTALLY FROM ANY WATERMAIN PER SECTION U 609.6.1 MINNESOTA PLUMBING CODE. THIS ISOLATION DISTANCE SHALL BE I MEASURED FROM THE OUTER EDGE OF THE PIPE TO THE OUTER EDGE OF THE SHEET N0. 1 I CONTAMINATION SOURCE (OUTER EDGE OF STRUCTURES OR PIPING OR SIMILAR). V I 24. CONTRACTOR SHALL MAINTAIN DRAINAGE FROM EXISTING BUILDING AT ALL TIMES. PROVIDE TEMPORARY STORM SEWER (INCLUDING, BUT NOT LIMITED TO, CATCH BASINS, MANHOLES, PIPING, ETC.) AS REQUIRED. EXISTING STORM SEWER SHALL NOT BE REMOVED UNTIL TEMPORARY OR PERMANENT STORM SEWER IS INSTALLED AND FUNCTIONAL. COORDINATE ALL REMOVALS WITH APPROPRIATE TRADES (SITE C3 UTILITY CONTRACTOR, MECHANICAL CONTRACTOR, ETC.) AS REQUIRED. Q J J F_ Z) N O N 1 1 1 TION BASIN 1 -955 100 YEAR HWL: 953.27 - INSTALL 439 LF OF TEMP. SILT FENCE 6 C.Y. OF CLASS 2 RIP J/Y Rim 954. I In 918. -1� o \ N �I Z 0 a U U) w 0' 20' 401 0 LEGEND: I TEMPORARY ROCK CONSTRUCTION ENTRANCE EROSION CONTROL BLANKET (CAT. 20) I GRADING LIMITS AND PROPOSED v NSF TEMPORARY SILT FENCE FIBER -LOG ROLLS \ PROPOSED RIP RAP I-01 984 PROPOSED CONTOUR E.O.F. 0 EMERGENCY OVERFLOW TEMPORARY SEDIMENT FILTER- HIGH FLOW EROSION CONTROL NOTES: SCALE:1 "=20' 1. CONTRACTOR SHALL CONFINE CONSTRUCTION OPERATIONS TO THE CONSTRUCTION/GRADING LIMITS SHOWN. 2. ALL WORK SHALL CONFORM TO THE MINNESOTA POLLUTION CONTROL AGENCY'S STORM WATER PERMIT REQUIREMENTS. CONTRACTOR SHALL OBTAIN ALL PERMITS AND COMPLY WITH ALL PERMIT REQUIREMENTS. 3. THE SITE SOIL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE INSTALLED PRIOR TO ANY DEMOLITION OR GRADING OPERATIONS AND MAINTAINED TO CONFORM WITH THE STANDARDS SPECIFIED BY THE PERMIT. 4. CONTRACTOR SHALL INSPECT TEMPORARY EROSION CONTROL MEASURES ON THE ENTIRE SITE AT LEAST EVERY 7 DAYS AND WITHIN 24 HOURS OF ANY MEASURABLE RAINSTORM. DAMAGED SILT FENCE OR OTHER EROSION CONTROL DEVICES OR PRACTICES SHALL BE REPAIRED IMMEDIATELY. INSPECTION AND MAINTENANCE OF DEVICES SHALL CONTINUE UNTIL THE SITE HAS UNDERGONE FINAL STABILIZATION AND A NOTICE OF TERMINATION IS SUBMITTED TO THE MPCA. 5. ALL GRADING OPERATIONS SHALL BE CONDUCTED IN A MANNER TO MINIMIZE THE POTENTIAL FOR SITE EROSION. 6. THE SITE SOIL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE INSTALLED AND MAINTAINED TO CONFORM WITH THE STANDARDS SPECIFIED BY THE CITY OF MONTICELLO AND THE MPCA. 7. EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO THE DISTURBANCE OF ANY AREAS AND MAINTAINED UNTIL ALL TRIBUTARY DISTURBED AREAS ARE RESTORED. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL EROSION CONTROL MEASURES, INCLUDING SILT FENCE AND BALES, UPON ESTABLISHMENT OF PERMANENT VEGETATION IN SAID AREAS. 9. ALL SOILS TRACKED ONTO PAVEMENT OR ANY OTHER OFF -SITE AREA SHALL BE REMOVED DAILY. 10. THE SITE SEDIMENT CONTROL FACILITIES FOR THE PROJECT MUST BE INSTALLED PRIOR TO ANY GRADING OPERATION. 11. ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE RESTORED AND VEGETATED AS SOON AS POSSIBLE. ANY FINISHED AREAS SHALL BE SEEDED AND MULCHED WITHIN 7 DAYS AFTER FINISHED GRADING IS COMPLETED IN ACCORDANCE TO MN/DOT 2575. 12. ALL DISTURBED AREAS SHALL BE REVEGETATED WITH MN/DOT SEED MIX, MULCHED, FERTILIZED & DISK ANCHORED, PER THE FOLLOWING SCHEDULE: STANDARD SEED MIX 25-131: 220 LB/AC. INFILTRATION BASIN SEED MIX 33-261: 35 LB/AC. FERTILIZER 22-5-10: 350 LB/AC. MULCH TYPE 3: 2 TONS/AC. 13. CONTRACTOR SHALL INSTALL TEMPORARY SEDIMENT BMP'S SHOWN AND NOT SHOWN ON PLANS DURING PHASING ON PROJECT TO COMPLY WITH MPCA, CITY INSPECTOR AND DEVELOPER REQUEST. APPROXIMATE EROSION CONTROL DEVICES • SILT FENCE: 1,143 LF • BIOLOG: 135+ LF • ROCK CONSTRUCTION: 1 EACH • EROSION CONTROL BLANKET (CAT. 20): 2,350 S.Y. • RIP RAP (CLASS 2) 32 C.Y. w Q 0 � O ;- � � � � N 2 2 zp o o 2 2i.-2 0 0 o w CD CDN m m m o w Z Z Y O 0 Z C� Q w 0 0 U IL zN 00 N cl) v / ` CD 0 W � z� N Q N W W Y� a.Q U w� Y� V � mX Q LL LLJ �O OzU) z�Q Lu �N Q� 7Lu~ wwz ~00 cn Dzz LcN 0 < Cf) Lu 0 [L (.01- o_jQ� z >> aUW OJ W oV �� cn z z O Q C) O F j u -r- O O •�° F_ m z LL Q Q co O C)6 _ z U m 4-J O W O � LO Q L u 0 U SHEET NO. C4 N O N 1 1 1 STORM WATER POLLUTION PREVENTION PLAN NARRATIVE: GENERAL INFORMATION TIMING OF EROSION CONTROL: THIS STORMWATER POLLUTION PREVENTION PLAN IS PREPARED IN ACCORDANCE TO THE SILT FENCE AND SEDIMENT LOGS SHALL BE INSTALLED PRIOR TO CONSTRUCTION. NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT NO. MN R1000001 FOR STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY. RIPRAP AND FILTER BLANKET SHALL BE PLACED AT THE OUTLETS WITHIN 24 HOURS OF THE OUTLET PROJECT NAME: MASTERCRAFT OUTDOORS PLACEMENT. LOCATION: FALLON AVE NE. LOT NORTH OF 219 DUNDAS RD, MONTICELLO, MN 55362 WRIGHT COUNTY THE CONTRACTOR MUST STABILIZE ALL EXPOSED SOIL AREAS IMMEDIATELY FOLLOWING CONSTRUCTION LAT/LONG: 45.292067,-93.786554 WHEREVER CONSTRUCTION SHALL NOT OCCUR FOR A PERIOD GREATER THAN OR EQUAL TO 7 DAYS. STABILIZATION WORK MUST BE COMPLETE WITHIN 7 CALENDAR DAYS AFTER THE CONSTRUCTION WORK IN DESCRIPTION OF CONSTRUCTION ACTIVITY: THAT AREA HAS TEMPORARILY OR PERMANENTLY CEASED. DEVELOPMENT CONSISTS OF PAVING, GRADING, UTILITY INSTALLATION, AND TURF AREAS THAT ARE WITHIN 200 FT OF A PUBLIC WATER MUST BE STABILIZED WITHIN 24 HOURS OF COMPLETING ESTABLISHMENT. CONSTRUCTION DURING PERIODS OF "WORK IN WATER RESTRICTIONS" FOR TIME PERIODS DECLARED BY THE DNR. PROJECT CONTACTS THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN THE DISTURBED AREA UNTIL VEGETATION IN ESTABLISHED. JESSE BABLER AND THE CONTRACTOR ARE RESPONSIBLE FOR IMPLEMENTATION OF THE ONCE VEGETATION IS ESTABLISHED AND CONSTRUCTION IS COMPLETE, THE SILT FENCE AND ANY OTHER SWPPP AND THE INSTALLATION, INSPECTION, AND MAINTENANCE OF THE EROSION TEMPORARY EROSION CONTROL THAT IS NOT BIODEGRADABLE SHALL BE REMOVED. PREVENTION AND SEDIMENT CONTROL BMP'S BEFORE AND DURING CONSTRUCTION. STREET SWEEPING TO BE PROVIDED AS DIRECTED BY THE ENGINEER OR OWNER. THE CITY REQUIRES STREET SWEEPING TO OCCUR WITHIN 8 HOURS OF NOTICE FROM THE CITY. SWPPP PREPARATION: SWPPP PREPARER: MICHAEL MORDAL-HUEBSCH APPLYING MULCH, HYDROMULCH, TACKIFIER, POLYACRYLAMIDE OR SIMILAR EROSION PREVENTION PRACTICES -BOGART, PEDERSON & ASSOCIATES IS NOT ACCEPTABLE STABILIZATION IN ANY PART OF A TEMPORARY OR PERMANENT DRAINAGE DITCH OR TRAINING: ENGINEER AND SWPPP DESIGNER (EXP 2026) SWALE. BLANKETS OR OTHER APPROVED, BY THE ENGINEER, METHOD SHALL BE USED. ADDRESS: 13076 FIRST STREET BECKER, MN 53308 TELEPHONE: 763-262-8822 INSPECTION AND MAINTENANCE ACTIVITIES EMAIL; MMORDALH@BOGART-PEDERSON,COM OWNER: THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING AND SCHEDULING THE WORK OF ALL OWNER CONTACT: JESSE BABLER OPERATIONS, INCLUDING SUBCONTRACTORS AND UTILITY COMPANIES, SUCH THAT EROSION AND SEDIMENT ADDRESS: 12180 HANCOCK ST, BECKER, MN 55308 CONTROL MEASURES ARE FULLY EXECUTED FOR EACH OPERATION AND IN A TIMELY MANNER OVER THE TELEPHONE: (763)-325-7363 DURATION OF THE PROJECT. OPERATORS HAVE DAILY ACCESS TO THE PROJECT SITE. THE CONTRACTOR EMAIL; JESSE@BB-BUILT.COM SHALL BE FULLY RESPONSIBLE FOR THE SWPPP IMPLEMENTATION UNTIL THE ENTIRE SITE HAS UNDERGONE FINAL STABILIZATION AND N.O.T HAS BEEN SUBMITTED TO THE MPCA. CONTRACTOR (TO BE FILLED OUT BY THE CONTRACTOR): BUSINESS NAME THE CONTRACTOR IS TO PROVIDE A TRAINED INDIVIDUAL RESPONSIBLE FOR THE IMPLEMENTATION, OWNER NAME INSPECTION AND MAINTENANCE OF THE EROSION AND SEDIMENT CONTROL BMPS ON THE PROJECT. THAT MAILING ADDRESS INDIVIDUAL IS TO BE IDENTIFIED AT THE PRE -CONSTRUCTION CONFERENCE AND LISTED IN THE MINUTES CITY THEREOF. TELEPHONE EMAIL THE APPOINTED INDIVIDUAL IS TO PERFORM A ROUTINE INSPECTION OF THE ENTIRE SITE AT LEAST ONCE CONTACT NAME EVERY SEVEN DAYS DURING CONSTRUCTION OPERATIONS AND WITHIN 24 HOURS AFTER A RAINFALL EVENT MAILING ADDRESS GREATER THAN 0.5 INCHES IN 24 HOURS. CITY TELEPHONE A INSPECTION FORM SHALL BE PROVIDED BY THE CONTRACTOR. ANY DEFICIENCIES IN THE EROSION AND EMAIL SEDIMENT CONTROL BMPS ARE TO BE NOTED ON THE INSPECTION FORM AND CORRECTED BY THE END OF THE NEXT BUSINESS DAY. ESTIMATED DATES OF CONSTRUCTION: PERIMETER CONTROL DEVICES ARE TO BE REPAIRED OR REPLACED WHEN THEY ARE NO LONGER EFFECTIVE OR WHEN THE SEDIMENT REACHES ONE-HALF THE HEIGHT OF THE DEVICE. START DATE _/ / (TO BE FILLED IN BY CONTRACTOR) COMPLETION DATE / / (TO BE FILLED IN BY CONTRACTOR) TRAINING DOCUMENTATION: SWPPP IMPLEMENTATION, REVISING, AMENDING, AND INSPECTING (TO BE FILLED IN BY THE CONTRACTOR) NAME OF INDIVIDUAL PERMANENT STORMWATER DESIGN CALCULATIONS: OVERSEEING & INSPECTING DATE OF TRAINING SEE THE STORM WATER MANAGEMENT REPORT FOR MORE INFORMATION. CONTACT NAME OF INSTRUCTOR BOGART, PEDERSON & ASSOCIATES FOR REPORT. PROPOSED FLOW RATE IS LIMITED ENTITY PROVIDING TRAINING THROUGH 2 INFILTRATION BASINS. CONTENT OF TRAINING SOIL GROUP: B TOTAL HOURS OF TRAINING DESCRIPTION OF EROSION CONTROL ACTIVITY: BMP INSTALLATION, MAINTENANCE, AND REPAIR (TO BE FILLED IN BY THE CONTRACTOR) NAME OF INDIVIDUAL EROSION CONTROL CONSISTS OF SILT FENCE PERIMETER CONTROL, TURF ESTABLISHMENT OVERSEEING & INSPECTING THROUGH SEEDING AND EROSION CONTROL BLANKET, AND ROCK CONSTRUCTION DATE OF TRAINING ENTRANCE PLACEMENT. NAME OF INSTRUCTOR ENTITY PROVIDING TRAINING CONTENT OF TRAINING CUMULATIVE IMPERVIOUS SURFACES: TOTAL HOURS OF TRAINING AREA OF DISTURBANCE: 1.48 ACRES PRE -CONSTRUCTION IMPERVIOUS AREA: 0.02 ACRES POLLUTION PREVENTION POST CONSTRUCTION IMPERVIOUS AREA: 0.84 ACRES NEW IMPERVIOUS AREA: 0.82 ACRES FERTILIZERS ARE TO BE APPLIED ONLY IN THE AMOUNTS AS SPECIFIED AND WORKED INTO THE SOIL TO MINIMIZE EXPOSURE TO STORMWATER RUNOFF. RECEIVING WATERS: ONSITE REFUELING OPERATIONS ARE TO BE CONDUCTED WITH CARE. ANY INADVERTENT SPILLAGE OF FUEL OR CHEMICALS IS TO BE IMMEDIATELY CLEANED UP, REMOVED FROM THE SITE AND DISPOSED OF IN STORM WATER FROM THIS SITE WILL BE DISCHARGED TO THE SURROUNDING LOW LAND TO ACCORDANCE TO STATE AND LOCAL REGULATIONS. MAJOR SPILLS ARE TO BE REPORTED TO THE MPCA 24 THE WEST WHICH IS DIRETED TO THE MISSISSIPPI RIVER. HOUR NOTIFICATION NETWORK AT 800 422 0798. ALL VEHICLES ON -SITE ARE TO BE MONITORED FOR LEAKS AND SUBJECT TO ROUTINE PREVENTIVE MAINTENANCE EFFORTS TO REDUCE THE LIKELIHOOD OF LEAKAGE AND OR PLANS AND SPECIFICATIONS SPILLS. THE PLAN SHEETS OF THIS PLAN SET INDICATE THE FOLLOWING ITEMS: PORTABLE SANITARY WASTE FACILITIES ARE TO BE PROVIDED ONSITE AND EMPTIED ON A BI-WEEKLY BASIS. • THE PROJECT LOCATION AND CONSTRUCTION LIMITS. • LOCATIONS OF IMPERVIOUS SURFACES. CONCRETE BATCH TRUCKS SHALL NOT BE ALLOWED TO DISCHARGE DRUM AND CHUTE WASHOUT DIRECTLY ON • LOCATIONS OF AREAS NOT TO BE DISTURBED (E.G., BUFFER ZONES, WETLANDS, ETC.). THE GROUND. A PORTABLE WASHOUT RECEPTACLE IS TO BE PROVIDED BY THE CONTRACTOR AT THE • STEEP SLOPE LOCATIONS. LOCATION AS PROVIDED BY THE OWNER. • LOCATIONS OF ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL BMP'S TO BE INSTALLED ON THE PROJECT. • THE DETAIL SHEETS INDICATE EROSION AND SEDIMENT CONTROL BMPS TO BE FINAL STABILIZATION INSTALLED ON THE PROJECT. • IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE FINAL STABILIZATION OCCURS WHEN 70 PERCENT OF THE PERVIOUS AREA IS COVERED WITH UNIFORM, TREATED PRIOR TO BEING DISCHARGED OFF -SITE OR INTO A SURFACE WATER. THE PERMANENT VEGETATION. DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. ALL TEMPORARY EROSION AND SEDIMENT CONTROL FEATURES ARE TO BE REMOVED AND THE NPDES NOTICE OF TERMINATION IS TO BE PREPARED AND SUBMITTED TO THE MPCA. TEMPORARY SEDIMENT CONTROL PRACTICES LOCATION OF SWPPP REQUIREMENTS IN PROJECT PLAN DOWN GRADIENT SILT FENCE AND SEDIMENT LOG INSTALLATIONS ARE TO BE INPLACE PRIOR TO THE COMMENCEMENT OF ANY EARTHWORK OPERATIONS. DESCRIPTION TITLE LOCATION TOPSOIL IS TO BE WINDROWED ALONG THE CONSTRUCTION LIMITS AND PLACED AS SLOPE EROSION CONTROL DETAILS CONSTRUCTION DETAILS C7-C9 DRESSING IMMEDIATELY FOLLOWING COMPLETION OF THE GRADING OPERATIONS, AS THE EROSION CONTROL LOCATIONS EROSION CONTROL LOCATIONS C4 GRADING OPERATIONS PROCEED. TOPSOIL PLACEMENT ALONG THE EMBANKMENT SLOPES THOUGH THE WETLANDS AREA IS 24 HOUR MPCA EMERGENCY NOTIFICATION: TO BE SPREAD BY A LOW IMPACT CRAWLER TRACTOR OPERATING UP AND DOWN THE TELEPHONE NUMBERS: 651-649-5451 SLOPES SO AS TO PROVIDE TRACK PRINTS PARALLEL WITH THE CONTOURS. 800-422-0798 INSTALLATION OF MN/DOT CATEGORY 3 EROSION CONTROL BLANKET ALONG THE ESTIMATED QUANTITIES: EMBANKMENT SLOPES ADJACENT THE WETLANDS AREA. THE FOLLOWING QUANITITES IS AN ESTIMATED PRELIMINARY AMOUNT REQUIRED FOR SEDIMENT CONTROL ALL TEMPORARY SOILS STOCKPILES WILL REQUIRE AN EFFECTIVE MEANS OF SEDIMENT BMP'S AT THE START OF THE PROJECT. THIS ESTIMATE IS PROVIDED AS REQUIRED BY THE MINNESOTA CONTROL SUCH AS AN EROSION CONTROL BLANKET COVERING OR SILT FENCE POLLUTION CONTROL AGENCY GENERAL STORMWATER PERMIT FOR CONSTRUCTION ACTIVITY. ANY INSTALLATION ALONG THE TOE OF SLOPE. ADDITIONAL AND/OR REPLACEMENT BMP'S QUANTITIES SHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. ALL COMPLETED SWALES SLOPES AND BOTTOMS NOT DRAINING TOWARDS WETLAND AREAS ARE TO BE STABILIZED WITHIN 7 DAYS. ESTIMATED PRELIMINARY QUANTITIES AT START OF PROJECT: ITEM UNIT ESTIMATED INITIAL QUANTITY TEMPORARY STABILIZATION WILL BE REQUIRED IN AREAS WHERE GRADING OPERATIONS TEMPORARY CONSTRUCTION ENTRANCE EA 1 ARE SUSPENDED OR CEASED FOR A PERIOD OF 7 DAYS OR GREATER. TEMPORARY SEDIMENT FILTER EA - TEMPORARY CONCRETE WASHOUT EA 1 A ROCK CONSTRUCTION ENTRANCE FOR SEDIMENT CONTROL IS TO BE PROVIDED AT THE TEMPORARY PUMP SEDIMENT CONTROL DEVICE EA PROJECT ENTRANCE ON FALLON AVE NE. TEMPORARY SEDIMENT LOGS LF 135+ TEMPORARY SILT FENCE LF 1,143 STREET SWEEPING OF THE PAVED SURFACES SHALL BE REQUIRED AS DIRECTED BY THE EROSION CONTROL BLANKET (3N) SY 2,350 ENGINEER. a 0 TEMPORARY EROSION AND SEDIMENT CONTROL SPECIFICATIONS PART 1GENERAL 1.01 SECTION INCLUDES A. PREVENTION OF SEDIMENTATION OF WATERWAYS, OPEN DRAINAGE WAYS, AND STORM AND SANITARY SEWERS DUE TO CONSTRUCTION ACTIVITIES. 1.02 REFERENCE STANDARDS A. GENERAL PERMIT AUTHORIZATION TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY UNDER THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM. MINNESOTA PERMIT NO: MN R100001. 1.03 PERFORMANCE REQUIREMENTS A. COMPLY WITH ALL REQUIREMENTS OF THE MINNESOTA POLLUTION CONTROL AGENCY FOR EROSION AND SEDIMENT CONTROL. B. DO NOT BEGIN CLEARING, GRADING, OR OTHER WORK INVOLVING DISTURBANCE OF GROUND SURFACE COVER UNTIL APPLICABLE PERMITS HAVE BEEN OBTAINED; FURNISH ALL DOCUMENTATION REQUIRED TO OBTAIN APPLICABLE PERMITS. 1. OBTAIN AND PAY FOR PERMITS REQUIRED BY AUTHORITY HAVING JURISDICTION. C. TIMING: PUT PREVENTIVE MEASURES IN PLACE PRIOR TO DISTURBANCE OF SURFACE COVER AND BEFORE PRECIPITATION OCCURS. D. EROSION OFF SITE: PREVENT EROSION OF SOIL AND DEPOSITION OF SEDIMENT ON OTHER PROPERTIES CAUSED BY WATER LEAVING THE PROJECT SITE DUE TO CONSTRUCTION ACTIVITIES FOR THIS PROJECT. 1. PREVENT TRACKING OF MUD ONTO PUBLIC ROADS OUTSIDE SITE. 2. PREVENT MUD AND SEDIMENT FROM FLOWING ONTO PAVEMENTS. E. SEDIMENTATION OF WATERWAYS OFF SITE: PREVENT SEDIMENTATION OF WATERWAYS OFF THE PROJECT SITE, INCLUDING RIVERS, STREAMS, LAKES, PONDS, OPEN DRAINAGE WAYS, STORM SEWERS, AND SANITARY SEWERS. 1. IF SEDIMENTATION OCCURS, INSTALL OR CORRECT PREVENTIVE MEASURES IMMEDIATELY AT NO COST TO OWNER; REMOVE DEPOSITED SEDIMENTS; COMPLY WITH REQUIREMENTS OF AUTHORITIES HAVING JURISDICTION. F. MAINTENANCE: MAINTAIN TEMPORARY PREVENTIVE MEASURES UNTIL PERMANENT MEASURES HAVE BEEN ESTABLISHED. PART 2 PRODUCTS 2.01 MATERIALS A. TEMPORARY SILT FENCE: WOVEN POLYPROPYLENE GEOTEXTILE RESISTANT TO COMMON SOIL CHEMICALS, MILDEW, AND INSECTS; NON -BIODEGRADABLE; IN LONGEST LENGTHS POSSIBLE; FABRIC INCLUDING SEAMS WITH THE FOLLOWING MINIMUM AVERAGE ROLL LENGTHS: 1. AVERAGE OPENING SIZE: 20 U.S. STD. SIEVE, MAXIMUM, WHEN TESTED IN ACCORDANCE WITH ASTM D4751. 2. PERMITTIVITY: 0.05 SEC^-1, MINIMUM, WHEN TESTED IN ACCORDANCE WITH ASTM D4491. 3. ULTRAVIOLET RESISTANCE: RETAINING AT LEAST 70 PERCENT OF TENSILE STRENGTH, WHEN TESTED IN ACCORDANCE WITH ASTM D4355/D4355M AFTER 500 HOURS EXPOSURE. 4. TENSILE STRENGTH: 100 LB-F, MINIMUM, IN CROSS -MACHINE DIRECTION; 124 LB-F, MINIMUM, IN MACHINE DIRECTION; WHEN TESTED IN ACCORDANCE WITH ASTM D4632. 5. ELONGATION: 15 TO 30 PERCENT, WHEN TESTED IN ACCORDANCE WITH ASTM D4632. 6. TEAR STRENGTH: 55 LB-F, MINIMUM, WHEN TESTED IN ACCORDANCE WITH ASTM D4533. 7. COLOR: MANUFACTURER'S STANDARD, WITH EMBEDMENT AND FASTENER LINES PREPRINTED. 8. SILT FENCE POSTS: ONE OF THE FOLLOWING, MINIMUM 5 FEET LONG: a. STEEL U- OR T-SECTION, WITH MINIMUM MASS OF 1.33 LB PER LINEAR FOOT. b. SOFTWOOD, 4 BY 4 INCHES IN CROSS SECTION. c. HARDWOOD, 2 BY 2 INCHES IN CROSS SECTION. B. TEMPORARY SEDIMENT LOGS: FILTER LOGS SHALL CONSIST OF TYPE WOOD FIBER BIOROLLS AND THE REQUIREMENTS OF MNDOT SPEC. 3897. 1. SHALL BE ONE OF THE FOLLOWING. a. SHALL BE SILTSOXX PERIMETER CONTROL BY FILTREXX, INC., OR EQUAL. C. TEMPORARY SEDIMENT FILTER. 1. SHALL BE ONE OF THE FOLLOWING. a. DROP -IN SEDIMENT FILTER UNIT THAT INSERTS INTO THE INLET. 1) SHALL BE FLEXSTORM PURE: PERMANENT INLET FILTER BY ADS, INC., OR EQUAL. (a)PROVIDE CURB OPENING PROTECTION FOR EXISTING INLETS WITH CURB OPENINGS. D. TEMPORARY ROCK CONSTRUCTION ENTRANCE. 1. ROCK SHALL BE CLEAN 1 TO 2 INCH WASHED ROCK. E. TEMPORARY SLOPE EROSION PROTECTION. 1. SHALL BE ONE OF THE FOLLOWING. a. EROSION CONTROL BLANKET. 1) SHALL CONSIST OF A UNIFORM WEB OF INTERLOCKING STRAW OR WOOD FIBERS SANDWICHED BETWEEN AN ATTACHED TOP AND BOTTOM LAYER OF NET BACKING. 2) THE NETTING SHALL BE BIODEGRADABLE CONTAINING SUFFICIENT UV STABILIZATION FOR BREAKDOWN TO OCCUR WITHIN A NORMAL GROWING SEASON. 3) STAPLES USED TO ANCHOR THE BLANKETS SHALL BE U-SHAPED, 11 GAUGE OR HEAVIER STEEL WIRE HAVING A SPAN WIDTH OF 1 INCH AND A LENGTH OF 8 INCHES OR MORE FROM TOP TO BOTTOM AFTER BENDING. 4) THE EROSION CONTROL BLANKETS ACCEPTABLE FOR USE ON THIS PROJECT INCLUDE: (a)GEO-SYNTHETICS, INC., - LANDLOK 52. (b)NORTH AMERICAN GREEN - S150. (c)OR EQUAL. b. BONDED FIBER MATRIX. 1) THE FIBERS SHALL BE COMPOSED OF 100% WOOD OR WOOD BY-PRODUCTS. A MINIMUM OF 25% OF THE FIBERS SHALL AVERAGE 10.16 MM (0.4 INCHES) IN LENGTH AND 50% OR MORE SHALL BE RETAINED ON A CLARK FIBER CLASSIFIER 24 MESH SCREEN. FIBERS SHALL BE COLORED WITH A WATER SOLUBLE, NON -TOXIC DYE, TO AID IN UNIFORM APPLICATION OVER THE SITE. 2) THE BINDER SHALL BE A HYDRO COLLOID BASED (GUAR GUM) WITH ADDED SLOW -RELEASE AND AGRICULTURAL BASED FERTILIZERS. THE BINDER SHALL NOT DISSOLVE OR DISPERSE UPON REWETTING. 3) THE BFM SLURRY SHALL DRY TO FORM A CRUST APPROXIMATELY 3-6 MM (1/8 TO 1/4 INCHES) THICK ADHERING TO THE SOIL SURFACE. 4) THE MOISTURE CONTENT OF THE MATRIX SHALL BE 12% +/- 3% BY WEIGHT. 5) THE MATRIX SHALL CONSIST OF MATERIALS THAT ARE 100% BIODEGRADABLE AND 100% BENEFICIAL TO PLANT LIFE. 6) THE MATRIX SHALL PROVIDE 100% CONTINUOUS COVERAGE AND SHALL HAVE NO HOLES GREATER THAN 1MM IN SIZE. 7) THE HYDRATED MIXTURE DENSITY SHALL BE APPROXIMATED BY A SLUMP TEST PRIOR TO APPLICATION. 8) THE BFM MULCH: WATER RATIO SHALL BE AS MANUFACTURER RECOMMENDATIONS. THE MINIMUM BFM MULCH TO WATER RATIO IS 50LBS BFM MULCH AND 100 GALLONS WATER. THE WATER RATE SHALL VARY BETWEEN 100 GALLONS AND 125 GALLONS PER 50LBS, DEPENDING ON WHICH OF THE PRODUCTS IS USED. 9) THE BONDED FIBER MATRIX MULCH PRODUCTS ACCEPTABLE FOR USE ON THIS PROJECT INCLUDE. (a)ECOAEGIS - MANUFACTURED BY CANFOR. (b)SOIL GUARD - MANUFACTURED BY MAT, INC. (c)CONWED 3000 - MANUFACTURED BY CONWED FIBERS, INC. F. TEMPORARY PUMPED SEDIMENT CONTROL DEVICE. 1. NON -WOVEN GEOTEXTILE FABRIC SEWN INTO A BAG USING A DOUBLE NEEDLE MACHINE AND HIGH STRENGTH THREAD. a. SEAMS SHALL HAVE AN AVERAGE WIDTH STRENGTH OF 60LB/INCH AS PER ASTM D4883 AND MEET OR EXCEED THE FOLLOWING. 1) GRAB TENSILE OF 205 LBS AS PER ASTM D 4632. 2) PUNCTURE OF 110 LBS AS PER ASTM D 4833. 3) FLOW RATE OF 95 GAL/MIN/SF AS PER ASTM D 4491. 4) PERMITTIVITY OF 1.5 SEC-1 AS PER ASTM D 4491. 5) MULLEN BURST STRENGTH OF 350 PSI AS PER ASTM D 3786. 6) AOS% OF 80% US SIEVE AS PER ASTM D 4751. 2. SPOUT LARGE ENOUGH TO ACCOMMODATE A 4 INCH DISCHARGE HOSE WITH STRAP TO TIE UNIT CLOSED. 3. SHALL BE ONE OF THE FOLLOWING. a. DIRTBAG. 1) ACF ENVIRONMENTAL, INC., 2831 CARDWELL ROAD, RICHMOND, VIRGINIA 23234, 800-448-3636. b. DANDY DEWATERING BAG. 1) DANDY PRODUCTS, INC., P.O. BOX 1980, WESTERVILLE, OHIO 43086, 800-591-2284. c. OR EQUAL. PART 3 EXECUTION 3.01 PREPARATION A. SCHEDULE WORK SO THAT SOIL SURFACES ARE LEFT EXPOSED FOR THE MINIMUM AMOUNT OF TIME. B. THE CONSTRUCTION SITE OPERATOR SHALL FOLLOW ALL REQUIREMENTS OF THE MINNESOTA STORMWATER PERMIT NO. MN R100001. C. THE CONTRACTOR SHALL COMPLETE AND SIGN THE NOTICE OF INTENT, OBTAIN THE OWNER'S SIGNATURE, AND SUBMIT TO THE MPCA. 1. PROVIDE A SIGNED COPY TO THE OWNER. 3.03 INSTALLATION A. TEMPORARY ROCK CONSTRUCTION ENTRANCE. 1. THE ROCK AREA SHALL BE A MINIMUM OF 6 INCHES DEEP, EXTEND THE FULL WIDTH OF THE EGRESS AREA AND SHALL BE AT LEAST 50FT LONG, HOWEVER, LONGER ENTRANCES MAY BE REQUIRED TO ADEQUATELY CLEAN THE TIRES. 2. GEOTEXTILE FABRIC MAY BE USED TO PREVENT MIGRATION OF MUD FROM THE UNDERLYING SOIL INTO THE ROCK. B. TEMPORARY SILT FENCES: 1. STORE AND HANDLE FABRIC IN ACCORDANCE WITH ASTM D4873. 2. USE NOMINAL 30 INCH HIGH BARRIERS, MINIMUM 60 INCH LONG POSTS SPACED AT 6 FEET MAXIMUM SPACING. 3. EMBED BOTTOM OF FABRIC IN A TRENCH ON THE UPSLOPE SIDE OF FENCE, WITH 6 INCHES OF FABRIC LAID FLAT ON BOTTOM OF TRENCH FACING UPSLOPE; BACKFILL TRENCH AND COMPACT. 4. MINIMUM POST EMBEDMENT. a. STEEL POST = 24 INCHES, MINIMUM. b. WOOD POST = 18 INCHES, MINIMUM. 5. DO NOT SPLICE FABRIC WIDTH; MINIMIZE SPLICES IN FABRIC LENGTH; SPLICE AT POST ONLY, OVERLAPPING AT LEAST 18 INCHES, WITH EXTRA POST. 6. FASTEN FABRIC TO WOOD POSTS USING ONE OF THE FOLLOWING: a. FOUR NAILS PER POST WITH 3/4 INCH DIAMETER FLAT OR BUTTON HEAD, 1 INCH LONG, AND 14 GAGE, 0.083 INCH SHANK DIAMETER. b. FIVE STAPLES PER POST WITH AT LEAST 17 GAGE, 0.0453 INCH WIRE, 3/4 INCH CROWN WIDTH AND 1/2 INCH LONG LEGS. 7. FASTEN FABRIC TO STEEL POSTS USING WIRE, NYLON CORD, OR INTEGRAL POCKETS. C. TEMPORARY SEDIMENT LOGS: 1. PERIMETER CONTROL SHOULD BE INSTALLED PARALLEL TO THE BASE OF THE SLOPE OR OTHER DISTURBED AREA. 2. STAKES SHOULD BE INSTALLED THROUGH THE MIDDLE OF THE PERIMETER CONTROL ON 10 FT CENTERS, USING 2 IN BY 2 IN BY 3 FT WOODEN STAKES. IN THE EVENT STAKING IS NOT POSSIBLE, I.E., WHEN PERIMETER CONTROL IS USED ON PAVEMENT, HEAVY CONCRETE BLOCKS SHALL BE USED BEHIND THE PERIMETER CONTROL TO HELP STABILIZE DURING RAIN EVENTS. D. TEMPORARY SEDIMENT FILTERS. 1. DROP -IN SEDIMENT TRAP. a. PLACE AS RECOMMENDED BY THE MANUFACTURER. E. TEMPORARY PUMPED SEDIMENT CONTROL DEVICE. 1. INSTALL AS PER MANUFACTURER'S RECOMMENDATIONS. F. TEMPORARY SLOPE EROSION PROTECTION. 1. PLACE AT ANY AND ALL FINISH SLOPES THAT ARE STEEPER THAN 10H:1V. 2. SEED AND FERTILIZE PER SPECIFICATION 32 9219 PRIOR TO INSTALLING TEMPORARY SLOPE EROSION PROTECTION. 3. BONDED FIBER MATRIX. a. INSTALL THE BFM AS PER THE MANUFACTURER'S INSTRUCTIONS WITH THE FOLLOWING MINIMUM GUIDELINES. 1) THE BFM SHALL BE APPLIED WITH HYDRAULIC SPRAY EQUIPMENT BY A MANUFACTURER'S CERTIFIED APPLICATOR. 2) APPLICATION SHALL BE DONE AT LEAST 24 HOURS IN ADVANCE OF PROJECTED RAINFALL TO ALLOW THE BFM MULCH ADEQUATE TIME TO DRY. 3) THE BFM MULCH SHALL BE APPLIED IN TWO STAGES (ONE-HALF RATE) WITH AMPLE TIME TO DEWATER THE FIRST APPLICATION. 4) THE BFM MULCH SHALL BE APPLIED FROM AT LEAST TWO ALTERNATE DIRECTIONS, PREFERABLY 90 DEGREES APART, IF POSSIBLE, TO ENSURE ALL SOIL FACES ARE COVERED. 5) THE INSTALLATION RATE OF THE BFM MULCH SHALL BE 3500 LBS PER ACRE, MINIMUM AND 100% COVERAGE. 4. EROSION CONTROL BLANKET. a. INSTALL AS PER MANUFACTURER'S RECOMMENDATIONS. 3.04 MAINTENANCE A. INSPECT PREVENTIVE MEASURES WEEKLY, WITHIN 24 HOURS AFTER THE END OF ANY STORM THAT PRODUCES 0.5 INCHES OR MORE RAINFALL AT THE PROJECT SITE, AND DAILY DURING PROLONGED RAINFALL. B. REPAIR DEFICIENCIES IMMEDIATELY. C. TEMPORARY SILT FENCES: 1. PROMPTLY REPLACE FABRIC THAT DETERIORATES UNLESS NEED FOR FENCE HAS PASSED. 2. REMOVE SILT DEPOSITS THAT EXCEED ONE-THIRD OF THE HEIGHT OF THE FENCE. 3. REPAIR FENCES THAT ARE UNDERCUT BY RUNOFF OR OTHERWISE DAMAGED, WHETHER BY RUNOFF OR OTHER CAUSES. D. TEMPORARY CONSTRUCTION EXIT. 1. PERIODIC ADDITION OF ROCK, OR REMOVAL AND REPLACEMENT OF PAD SHALL BE PROVIDED AS VOIDS BECOME FILLED WITH SOIL. E. TEMPORARY PUMPED SEDIMENT CONTROL DEVICE. 1. REPLACE THE UNIT WHEN 1/2 FULL OF SEDIMENT OR WHEN SEDIMENT HAS REDUCED THE FLOW RATE OF THE PUMP DISCHARGE TO AN IMPRACTICAL RATE. F. PLACE SEDIMENT IN APPROPRIATE LOCATIONS ON SITE; DO NOT REMOVE FROM SITE. 3.05 CLEANUP A. REMOVE TEMPORARY MEASURE AFTER PERMANENT VEGETATION HAS BEEN ESTABLISHED. B. WHERE REMOVAL OF TEMPORARY MEASURES WOULD LEAVE EXPOSED SOIL, SHAPE SURFACE TO AN ACCEPTABLE GRADE AND FINISH TO MATCH ADJACENT GROUND SURFACES. END OF SECTION IMPAIRED WATERS MAP -S MISSISSIPPI RIVER (IMPAIRED WATER) M ce ID "Y CIuG 3 e4 '•`. RN 4?F m � Sr M aCa- �ontitcu u E 7th St SITE LOCATION Chelsea Rd C Sr ' h h,�red [] Dundas Rd Cyeitpa Rp 1 MILE RADIUS hool Ellvd +• ,rn., o. E•,� m n tiF .r m \ F 9 "h St NE 0.5 MI 1 MI r rSth St lcl Z O H 0_ U U) w 0 n r w O Z v 2 2 2 a CD N O CD o O N I I m m m 0 w Z Z Y O U Z (� Q w U w 0 0 0 0 U IL ZN 0 U N M rn ♦♦^^ Z V ♦ CCl 0 M LLo W U) 00 Z C? (V Q N W F_ w LLI Ym Q U > w~ �♦ V U) mX a w LL N� Z_J Z'Q wN NO wopwuz U)cl)�z2E10U) (DZ �N Q 0w0 �� 0 �J� �� in ad Z>> OJ W a/ 1UW �� cNn z I..L O O 4-J 0 O U � J � O co L Q m O U m 1..1� Lu O Q 0 U SHEET NO. C5 N O N / I Ov �' I —g55� / I / INFILTRATION BASIN 1 / 955 100 YEAR HWL: 953.27 - / 954 / 952 - \ \ \ 9SQ\ \ \ \ \ \ f SA Rim 954. N In 9/8. l n LEGEND: _ Pumper Fire Truck Iv i v PUMPER FIRE TRUCK TIRE PATH OVERHANG EXTENTS 43.00 7.00 22.00 Aerial Fire Truck Width Track Lock to Lock Time Steering Angle 0' 20' 40' SCALE:1 "=20' feet 8.50 8.50 6.0 33.3 CALL 48 HOURS BEFORE DIGGING: GOPHER STATE ONE CALL TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 W Q LU Z o HI N O (.0 w CD J (D U O W N ' I m 0�0 m Z Z Y O U Z C� Q W 2 J 0 D D U D li zN O U N M v/ ` C) O M W U) Z °° N Q N W F— w cM0 Q U > Wti V � �_ `� mX a w � OzZJ N� Z�'Q wN �N ii a Cl) wwZ Cgao Cj)U >z� � 0 N Q Z Iwo IY �(0 0 0 �J� (0E— Z>> �UW OJ W �� � z O O 0 0 z � J � I❑C ILLco Q m U o U co U LU W w CO C L.L Q 0 U SHEET NO. C6 PLUGGED END T EXISTING (OR FINISHED) GRADE 4' Q 0 0 TOP OF PROPOSED SUBGRADE THE TOP 3' SHALL BE COMPACTED AT A MIN OF 100% OF STANDARD PROCTOR DENSITY (MN/DOT 2105) A MAX OF 2' LIFTS TO BE WETTED AND CONSOLIDATED BY VIBRATORY MEANS AND COMPACTED TO A MIN OF 95% OF STANDARD PROCTOR DENSITY (MN/DOT 2105) 4' COVER COMPACTED TO 95% OF STANDARD PROCTOR DENSITY WITHOUT THE USE OF HEAVY ROLLER EQUIPMENT GRANULAR BEDDING AS PER MN/DOT 3149.2F GRANULAR FOUNDATION WHERE ORDERED BY THE ENGINEER SHOVEL, PLACE, AND HAND COMPACT AROUND PIPE TO 12" ABOVE PIPE. VIBRATORY COMPACTION REQUIRED EACH SIDE OF PIPE, AS DIRECTED BY THE ENGINEER. Title: Standard Plate Library Typical Trench Compaction and Class B Bedding City of Monticello Date: 03-05 Plate No. Revised: 03 —15 1007 1-1AN 5' STYROFOAM HI-35 BRAN[ PLASTIC FOAM OR APPRC EQUAL CONCRETE OR BITUMINOUS SURFACE - 8'x 4' x 4" THICK LESS THAN 6' _ 6" 4" STAGGER SHEETS 4' LENGTH WISE AND 2' WIDTH WISE NOTE: INSULATION REQUIRED FOR WATERMAIN WITH LESS THAN 5' COVER IN GRASSY AREAS AND 6' COVER UNDER PAVED SURFACES. Standard Plate Library City of Monticello Title: Insulation Detail Date: 03-05 Plate No. Revised: 2004 03-15 � J HYDRAFINDER FLAG wlJ w w a 0 w a 2 LAYERS OF POLY (4 mil) 3' DIAMETER BY 3' DEEP PIT UNDER HYDRANT FILLED WITH A MINIMUM OF 1 C.Y. OF 1 1-1/2" CLEAR STONE GROUND OR 5' IN BACK OF CURB IF CONCRETE WALK OR BITUMINOUS PATH ARE PRESENT WATEROUS MODEL 67 HYDRANT YELLOW OUT OF ORDER TAG TO BE INSTALLED ON PUMPER CONN. AFTER BACK -FILL BRI ;f EAKOFF FLANGE EXISTING OR FUTURE STREET CURB OR GUTTER LINE 1" TO 2" MAXIMUM ABOVE BURY LINE (FINISHED GRADE) FINISHED GRADE Q VALVE BOX AS WATERMAIN SPECIFIED 1" TO 2" 0: LU U z 2 I i� z 0 N z 2'- 6" AS w z i x 0 i MEGALUG 1/4 STEEL VALVE BOX ADAPTOR WITH PROTECTIVE COATING AS MANUFACTURED BY ADAPTOR INC. OR APPROVED EQUAL 10' THRUST MEGALUG �` GATE VALVE TEE BLOCKING BEHIND BLOCKING THRUST HYDRANT PRECAST CONCRETE BASE BELOW GATE VALVE BLOCKING AS SPECIFIED (15"x 15"x 4") BEHIND TEE 2' Standard Plate Library City of Monticello W z 7 w j W I i 12' Title: Typical Hydrant Installation 03-05 Plate No. Zevised: o3-17 2001 STEEL T-STYLE FENCE POST PAINTED BLUE WITH AN OIL BASED PAINT AND MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST TO MARK CURB STOP. TO BE INSTALLED AT THE TIME OF CURB STOP INSTALLATION (INCIDENTAL) AS REQUIRED STREET AS REQUIRED w Yin 4' 12' 11'- 0" 2' GROUND LINEII CURB BOX WITH 1'- 1 1/4 STANDPIPE AND STATIONARY ROD 7'- 6" MIN COVER 1" CORP. COCK BRICK 1" COPPER �COPPER�.BRICK WATERMAIN CAP CURB STOP WITH BLANK SLUG (TYPICAL) NOTE: ATTACH SHUT OF ROD TO CURB STOP SEE SPEC. Standard Plate Library City of Monticello Title: Typical Water Service Date: 0 3 — 0 5 Plate No. Revised:03-15 2006 MEGAL I MEGALUG TEE AND BEND BEND NOTES: 1. THRUST BLOCKING TO BE USED FOR BEND 22 1/2' AND OVER. 2. THRUST BLOCKING SHALL ONLY BE USED WHERE WORKING PRESSURES ARE LESS THAN 150 PSI. 3. THRUST BLOCKS BEARING AREA TO BE POURED WRAP PLUG WITH 4 MIL. POLY PLUG PLUG PIPE SIZE BEARING AREA 6" 4.0 SO FT 8" 6.0 SQ FT 10" - 12" 12.0 SO FT 16" 20.0 SO FT AGAINST UNDISTURBED SOIL. 4. POURED CONCRETE THRUST BLOCKING SHALL BE USED FOR 12" OR LARGER DIAMETER WATERMAIN 4. ALL PIPE JOINTS WITHIN 10 FT. OF A BEND SHALL BE RESTAINED USING TIE RODS Title: Standard Plate LibraryBlocking for Watermain �= City of Monticello Date: 03-05 Plate No. Revised:2002 03 —17 GROUTING BETWEEN PIPE AN[ MANHOLE BARREL SHALL BE WITH NON -SHRINKING CEMEN ALL MANHOLES WITH INSIDE DROP SECTION SHALL BE 5' DIA (I.D.) MANHOLE SECTION TO BE ASTM C-478 CLASS II CIRCULAR REINF LATEST REVISION USE R-2 JOINT FOR ALL MANHOLE JOINTS STEPS AT 16" OC � 8" "CRE-SEAL","RESEAL", OR APPROVED EQUAL o e" PRECAST GASKET CONNECTION SHALL BE USED FOR CONNECTION PIPE TO MANHOLE VARIABLE MAX. 24" 02 PRECAST BOTTOM SECTION WITH INVERT #5 AT 12" OC EACH WAY SEALS (INTERNAL OR EXTERNAL) )R APPROVED EQUAL" STANDARD MANHOLE FRAME AND COVER 71MIN ADJUSTING RINGS 4" - MAX 12" 0 I a STANDARD MANHOLE FOR SANITARY SEWER NO SCALE NOTES: 1� MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS-I-PF (BY MA INDUSTRIAL INC.) CONFORMING TO ALL OSHA REGULATIONS AND SPACED 16" OC. IF DROP IS GREATER THAN 24" INCHES, USE OUTSIDE DROP. Standard Plate Library City of Monticello 6" MIN Title: Standard Sanitary Manhole Date: 03-05 Plate No. Revised: 03 —15 3001 NOTES: 1. RE -USE EXISTING AIR BLEED LINES AND PLUGS 1" CORPORATION STOP ON PROPOSED STUBS. INSTALLATION TO BE MADE AT NO ADDITIONAL COMPENSATION. FURNISH NEW GASKETS WHERE REQUIRED. 2. NEW LINES WILL BE PAID FOR AT UNIT PRICE BID FOR 1" COPPER AND 1" CORPORATION STOP. ALL OTHER WATERMAIN WORK TO BE INCIDENTAL TO THE PROJECT. 1" COPPER PLUGGED END AIR BLEED DETAIL STEEL T-STYLE FENCE POST PAINTED BLUE WITH AN OIL BASED PAINT AND MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST TO MARK VALVE BOX. TO BE INSTALLED AT THE TIME OF VALVE BOX INSTALLATION (INCIDENTAL) 4' NOTE: GROUND LINE IF GATE VALVE BOXES ARE EXTENDED, THERE SHALL BE A GATE VALVE NUT EXTENSION TO 7. WITHIN 7.5' OF FINISHED GRADE AND ATTACHED TO THE GATE VALVE NUT VALVE BOX 1/2" RUBBER GASKET INSTALLED BETWEEN THE GATE VALVE AND GATE VALVE ADAPTOR 1/2 CU. YD. GRAVEL MIN 7.5 COVER (UNLESS OTHERWISE NOTED) 1/4" STEEL VALVE BOX ADAPTOR WITH PROTECTIVE COATING AS MANUFACTURED BY ADAPTOR INC. OR APPROVED EQUAL WATERMAIN GATE VALVE WATERMAIN tandard Plate Library City of Monticello Air Bleed Detail And Valve Box Installation Date: 03-05 Plate No. Revised:03-15 2003 STEEL T-STYLE FENCE POST PAINTED GREEN WITH AN OIL BASED PAINT AND A MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST TO MARK THE SERVICE STUB TO BE INSTALLED AT THE TIME OF SERVICE DEPTH OF COVER OVER INSTALLATION (INCIDENTAL) TOP OF PIPE TO SUIT 4" OR 6" PVC 4" FIELD CONDITIONS MIN PIPE SHALL BE COMPLETELY ENTRENCHED AND SHALL HAVE CLASS "B" BEDDING WHERE DIRECTED BY THE ENGINEER 6" SEE JOINT DETAIL BELOW _ MIN 4' PLACE NEARLY HORIZONTAL FOR LOW BASEMENTS AND SHALLOW SEWER AS DIRECTED BY THE ENGINEER TYPICAL SERVICE WHERE COVER OVER TOP OF SEWER IS 12' OR LESS ° NOTES: PVC = POLY -VINYL CHLORIDE SDR 26 DEPTH OF COVER OVER TOP OF PIPE TO SUIT ALL SERVICE CONNECTIONS INCLUDING NECESSARY FIELD CONDITIONS BENDS AND SPECIAL FITTINGS SHALL BE PAID FOR AT THE CONTRACT UNIT PRICE BID PER LINEAR FOOT OF 4" OR 6". NO ADDITIONAL COMPENSATION SHALL BE ALLOWED FOR CONCRETE ENCASEMENT OR PIPE BEDDING. - 4" OR 6" PVC 12' _ DRAINAGE AND UTILITY EASEMENT GROUND LINE 2' 5' E ELEV TO BE SET BY THE J / ENGINEER - CONTRACTOR 4^ TO VERIFY PRIOR TO BURY MIN PIPE SHALL BE COMPLETELY ENTRENCHED AND SHALL HAVE CLASS "B" BEDDING WHERE DIRECTED BY THE ENGINEER CONCRETE ENCASEMENT (TYPICAL) SEE DETAIL BELOW FOR 6" CAULKING BETWEEN MIN DISSIMILAR PIPES 45'BEND TYPICAL SERVICE WHERE COVER OVER ADAPTER TO BE RESILIENT TOP OF SEWER IS 12' OR MORE ASTM C425-64 TYPE III OR APPROVED EQUAL FOR DISSIMILAR PIPES CONCRETE ENCASEMENT aF. (TYPICAL) k� PVC WYE VCP TO PVC FERNCO ENCASED IN CONCRETE SHALL BE REQUIRED WHEN CONNECTING TO EXISTING VCP SEWER MAIN (INCIDENTAL). CONCRETE ENCASEMENT DETAIL (TYPICAL) THRUST BLOCKING FOR CLEANING EQUIPMENT Title: Standard Plate Library Typical Service Connection Cityof Monticello Date: 03-05 Plate No. 3004 Revised: 03-15 n LLI O Z '1, 0 O CDo Cl) w r O N m Go m LLI Z Z Y - O LLj 0Z U Q W Q� 2 J 0 0 0 U 0 LL O� Jv �O OIR- =O ZN 00 M T '/ z 00v^ O M Lo't WZ ♦A 00 Sao N 0 W 0_ (.0 CV W W `S am Q U_ > � W .� Of w LU H U Vj LL LU Oof Z Q w N D_ 64 Q/� co v♦ W LwLI Z 00 U 00 V♦ � � 2 Z v) N D_ IL O0w0 Z>> OJ W -iUw �LU c�n/ z 1..1� G O O 4-J � 0 O � U O m a Q� m O W LL 06 Q) 0 U W V / � U SHEET NO. C7 N O N Gravel pad(s) MnDOT Class CA-15 SAME SLOPE AS ROADWAY .Via. `. Or CA-25 Riprop Bedding Original ,.. Geotextile fabric grade HORIZONTAL' �.,.:. v v Z O (FORMS MAY BE TILTED) SECTION B—B (not to scale) � REVERSE SLOPE GUTTER SECTION U DIVIDER PLATE 3"R Ribbed or Corrugated steel plates LU 6• 1/2 .... 0 3 SLOPE 0.06 FT/FT 6 13 1/2 o Original 1 OR �':.:. :',' '':''::;;:.:::;`.'::::: '::::....: ``s.: ;;. ; . SLOPE 3/4"/FT Geotextile fabric SECTION A —A grade 1 (not to scale) LU T6" MAX 2" MIN 2 T Chonnelize runoff to sediment Sediment Trapping Device �2" / HORIZONTAL • trapping device R 80' R/W LINE / �� Q MNDOT 1 SLOPE 0.06 FT/FT NORMAL, UNLESS STANDARD PLATE NO. 7100 H rk TRANSVERSE & LONGITUDINAL BARS 1 ® VARIES 36' OR 44' FACE TO FACE VARIES OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 GUTTER SLOPE IS PERMITTED, THE FORM CONCRETE - 0.0474 CU YDS / LIN FT (B612) MAY BE TILTED B612 CONCRETE CURB & GUTTER CONCRETE - 21.1 FT CU. YDS. 8612 18' OR 22' 18' OR 22' 5 8 FOR 18" TO 27" APRONS 3/4 FOR 30" & LARGER APRONS. O DESIGN B618 CONCRETE y DIVIDER PLATE 3"R L> O z CURB & GUTTER S� 0 1/2 . 4.00% r 4.00% k. 2.009d 1 , ;: :. •:? ::.... 3 :..'.. / O � (A o NO 6" E;......... SLOPE FT FT % Ribbed Or Corrugated steel later O p o ANCHOR TOP 6" TOPSOIL, SEED, OR SLOPE 3/4"/FT / / A A co CD N & BOTH ENDS NOTE. AND MULCH OR SOD 1� (TYPICAL) 2' TYPE 2360 BITUMINOUS WEARING COURSE eN / R B 0 r 1. ALL TRASH GUARDS SHALL BE GALVANIZED AFTER FABRICATION LTACK COAT MNDOT 2357 2 7' Q v o E PER MNDOT SPEC. 3392 & 3394. 2. APPLIES TO FLARED END SECTIONS 12" OR LARGER. 05 TYPE 2360 BITUMINOUS NON -WEARING COURSE ® '/ •�•/ � CD 0 0 CD v v o v c0i � i m LU W J Z CLASS V GRAVEL (MODIFIED) I'2' 2 O j v o 0 w Z O 3. ALL NUTS AND BOLT ATTACHING TRASH GUARD TO THE FLARED END SECTION SHALL BE LEFT EXPOSED 12" TO 24" SELECT GRANULAR BORROW (2'- 6" BEHIND CURB) �2 HORIZONTAL LINE / 6� / v 0 � / v v v / 0 0 0 >> YLL LLI 0 > C) Z (Duj 6" MINIMUM SCARIFY AND COMPACT SUBGRADE / MNDOT LLJ / v o v ` Q LLU � _ > J SLOPE 0.06 FT/FT NORMAL, UNLESS STANDARD PLATE N0. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 / v Q Q Q Q U Q LL TYPICAL SECTION GUTTER SLOPE IS PERMITTED, THE FORM CONCRETE - 0.0582 CU YDS / LIN FT (B618) v 1D 2 ROLLS OF SOD TO BE PLACED BEHIND CURB. URBAN NON—RESIDENTIAL MAY BE TILTED B618 CONCRETE CURB & GUTTER CONCRETE - 17.2 FT / CU.YDS. (B618) v o � / o ® THE USE AND THICKNESS OF SELECT GRANULAR BORROW IS BASED ON EXISTING SOIL CONDITIONS AS DETERMINED BY THE CITY ENGINEER. 12 3/4 PER FT Z -o / B ~ / 24' min. ` Cn % Slope away from o ® STREET WIDTH TO BE DETERMINED BY THE CITY ENGINEER. ® 6" PERFORATED P.E. PIPE WITH FABRIC. INSTALL WHERE CLAY SOILS ARE ENCOUNTERED IN THE ROADWAY 1/2 R 1/2 R 3.1 3" X LLJ / highway (� v SUBGRADE OR AS DIRECTED BY THE ENGINEER. 7" 10. J SEE PLATE 4006 FOR DETAILS. HORIZONTAL—,,",, LINE � _ _ _ _ _ _ _ min. (5) PAVEMENT AND CLASS V SECTIONS WILL BE DETERMINED ON A CASE BY CASE BASIS DEPENDING ON TRAFFIC VOLUMES, PROPERTY USE AND SOIL CONDITIONS L. 2'- 0" I Match Existing or Rigof Way PLAN Title: MODIFIED DESIGN "D" CURB & GUTTER Grade — o2 Title: Trash Guard for Standard Plate Library Standard Plate Library Typical Street Non -Residential y (Collector) Title: Concrete Curb & Gutter Standard Plate Library Title Commercial Gravel Standard Plate Library Construction Entrance 0 o� End Section City of Monticello for Streets A� Cityof Monticello Date: Plate No. 03-05 Date: — Plate No. 03 05 City of Monticello Date: y Plate No. 03-05 City of Monticello Date: y 06-1 4 Plate No. _ 5 0 0 3 �o 40 0 7-- Revised:03-17 5005 6002 Revised: 03-15 Revised: 03-15 Re�;sed: 03-15 ZN O N M IT) U) z DO O LO LO W z DO 00 N Q W W' O ID R.o.w W W Y" POINT POINT B" A" Ol a. ; V(0 W .cam 1► oy. 01 3.3' L • 3.3' PROPOSED UTILITY CURB LINE ^ W L_ W LL 1.6. 20'f C7Z J W N Z F- 04 3.3 3.3' ♦A Lu DD 5.:Do Z 2 2, STAKE Q ; W H 04 DfO2 Of Z)zz U)W0 EL CD STRAW OR WOOD FIBER / J EXISTING UTILITY VA EXISTING UTILITY VA O 0 _J 2� T9'*- Z > CD 6" TO 7' DIA. ROLL ENCLOSED IN 0.7 STAPLES PER SQ. YD. 1,15 STAPLES PER SQ. YD. 3.75 STAPLES PER SQ. YD. Q —Z MW PLASTIC OR POLYESTER NETTING 4:1 SLOPES 3:1 SLOPES HIGH FLOW CHANNEL 8 J U LU TYPE 2s BIOROLL DITCH CHECK SHORELINE USE ON ROUGH GRADED AREAS CENTERLINE ROAD MILL 1 1/2 BITUMINOUS TO LANE LINE MILL 1 1/2 BITUMINOUS 2 FEET OUTSIDE OR FOG LINE OF EXCAVATION LIMITS OR AS DIRECTED BY ENGINEER 1" X 2" X 18" LONG WOODEN STAKES AT 1' 0" SPACING MAXIMUM. STAKES SHALL BE ('1 DRIVEN THROUGH THE BACK HALF OF THE BIOROLL AT AN ANGLE OF 45 DEGREES WITH THE TOP OF THE STAKE POINTING UPSTREAM. PROVIDE 8" TO 10" OF EMBEDMENT DEPTH. BIOROLL 3B ® CURB LINE 5z 45' FLOW 2" R.O. W O 8" 10" EMBEDMENT DEPTH I 3A O a--J O I BIT WEAR COURSE � 0 O 2357 TACK COAT U BIOROLL STAKING DETAIL FULL DEPTH SAWCUT OF BITUMINOUS BASE I 1' S REQUIRED RED AROUND EXCAVATION EDGE 0 MILL ANOVERLAY FT D 2 a-J 1 J —3" BEYOND EDGES OF EXCAVATION F R IT WAR PLACEMENT 0 B E LACEME O ' — L J _ ENTRENCH A � � ��� BIT BASE COURSE M Q ri MINIMUM OF 2' Q 11' � co 1 1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. CLASS 5 7mm1 , j ' U < O CO w 2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6- (150m) DEEP X S' (150m) WIDE TRENCH WITH APPROXIMATELY 12' (30cm) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE �O O C> O Q O O Q �M /� /'V�`/,� VJ / BLANKET WITH A ROW OF STAPLESISTAKES APPROXIMATELY 12' (30cm) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING I2"(30cm) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF 3' 100% STANDARD V U / STAPLES/STAKES SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET. PROCTOR DENSITY a--� 3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKESLU O IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLESISTAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. 95% STANDARD PROCTOR DENSITY NOTE, WHEN MORE THAN 1 4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2"5- (5=-12.5=) OVERLAP DEPENDING ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING — EXCAVATION AREA (WIDTH VARIES) O BIOROLL/COMPOST LOG IS INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET. 5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BEPLACED END OVER END (SHINGLE SME)WITH ANAPPROXIMATE OSHA APPROVED SLOPES TO EXISTING UTILITY NEEDED, OVERLAP ENDS A 3"(7scm)OVERLAP. STAPLE THROUGH OVERLAPPED APPROXIMATELY I2'(30an)APART ACROSS ENTIRE BLANKET WIDTH. �/_ MINIMUM OF 6' AND STAKE NOTE: U EXISTING UTILITY 'IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN S' (15=) MAYBE NECESSARY TO PROPERLY SECURE THE BLANKETS. Title: Bio Log Staking g g Standard Plate Library Straw or Wood Bio Roll ' Monticello City Title: Erosion Control Blanket Standard Plate Library Stapling Patterns & Installation Cityof Monticello Title: Excavation In City y y Standard Plate Library Streets 5 Years or Older City of Monticello Date: Plate No. SHEET N0. SHEET of Date: 03-08 Plate No. Date: 03-08 Plate No. 03-05 7006 6009 -- 6011 Revised: Revised: Revised: 03-17 03-15 03-15 EXTEND SUBGRADE PREPARATION AND AGGREGATE BASE PLACEMENT 121N BEYOND EDGE OF PAVEMENT WHEN ADJACENT TO EXISTING OR NEW TURF R7-1 (MODIFIED) 1121Nxl8IN O 121Nx181N PARKING WHITE ON BLUE , , IME WHITE ON BLUE H d ' ,, 1.5 IN - BITUMINOUS WEAR COURSE FOR VIOLAMON. R7-8bP 21N - BITUMINOUS BASE COURSE Lu 0 ff VAN ACCESSIBLE12" 121 Nx61 N WHITE ON BLUE TACK COAT 8 8 ......................................................................................... 60" o ................................................................ ......................... COMPACTED 6 CLASS 5 AGGREGATE BASE / SUBGRADE �\�\\�.�����\���\\ ��\\ \ w\\ 60" o o o o o o FINISHED GROUND LINE FINISHED GROUND LINE WO o oo Z o BITUMINOUS PAVEMENT SECTION W CCD DCD N.T.S. W o CD 0 0 0 C) N NO PARKING SIGN SITE ACCESSIBLE SIGN 00 00 m o w z Z Y O Lu 9 o EXTEND SUBGRADE PREPARATION AND AGGREGATE BASE Q W �> W 3/81N DIA. BOLT WITH p 1 1/21N X 1 1/21N PLACEMENT 121N BEYOND EDGE OF PAVEMENT WHEN Q W 0' 2 > J WASHER & LOCKWASHER p SIGN POST ADJACENT TO EXISTING OR NEW TURF 0 0 0 LL O p FINISHED GROUND LINE PROPEX-"SILT STOP" FABRIC NOTE: 1. ALL POSTS AND ANCHORS SHALL BE 1/21N DIA. REINFORCING STEEL D=10" REINFORCED CONCRETE n .a c c D: 2"x2"x4' WOOD STAKES 12 GAUGE WITH HOLES ON ALL FOUR `.. SPACED AT 181N ON CENTER EACH WAY a D a .p a og @ 4' O.C. 10' MINIMUM 1 O SIDES 2. LEAVE 1 TO 2 HOLES EXPOSED ABOVE 1 3/41Nx 1 3/4'IN ANCHOR ::; . D/2 = 5„ 6" D. e ° BACKFILL f/c� \.) FINISHED GROUND LINE FORA\\ CONNECTIONS OF POST TO ANCHOR TYP n \\ \\ \\ \\ \\ \\ \\ \\ \\ L 3. SIGNS SHALL BE IN ACCORDANCE WITH THE MINNESOTA MANUAL ON a ° \ \ 8" MnDOT 3138 CL. 5 GRAVEL \ /\ �\ /�� �� / �� / /� / SUBGRADE .. UNIFORM TRAFFIC CONTROL DEVICES COMPACTED SUBGRADE EXISTING GROUND / BURY BOTTOM / 6" OF FABRIC O� \ . 12" MIN PROPOSED 191— 6CLASS 5 AGGREGATE BASE TYP. " �/ EMBANKMENT 0 L� SITE SIGNAGE CONCRETE PAVEMENT SECTION - HEAVY DUTY GRAVEL SECTION TEMPORARY SILT FENCE N.T.S. N.T.S. N.T.S. N.T.S. ZN 06 N M V) Z 00 O M W U Z °° N Q W N W F- w Y cco a U W > a d ..- V 0ti 0 Q w U(n W� 4 a NZ 0ZJwN 0�00 NO LL,Q_Q LZ U) C? TAPER '^� ZW 04 �(DZ 0l04 d U)w0 E_� a. O a o J I, Z>Z of �UW a �� a a d d TAPER LENGTH AS SHOWN ON SITE PLAN CURB TAPER DETAIL z O 0 O U 4-1 24" O J aA cn � R=21 N 61 co Q ILL R=21N a' PER FOOT Q co 0 W 0 ° co v 1 ° ° U d d.Lu. 811 1 ............................... ...... ......................... ........................ ....... ...... a_+ AGGREGATE BASE AS PER U ADJACENT PAVEMENT SECTION INFLOW SHEET NO. C9 CONCRETE CURB & GUTTER N.T.S. 2 a v I �a rn SM — . u 0 OH°0oOOr r 0W0 III I II 1 I i�CO ' •UDe�a II O II Oo ° a Ii II I I ,I: :...:`::. :'•.'•.. ..`•_•S•:.".._:.•::..r:.:. .:..:.'.,..,.:.:....>.".:. . Y. ,6..,,. ;.7. 7. : 7S'\ BISI 1�.F, L�_I-' .:-.�-.. •o®-° T;- IIIII� j`I1 II ro•:o.6:, :g.S l �I III• I II . -/-"`- ---a ---- - --a -- �'eO•:B•� FLo �0�°i,1 /pa� °o�ar°•:a a I6NGo ,QrWWm �ra . v 3 I /Ai > /n 918.l 955 STANDARD VEHICLE WITH 8'X20'TRAILER INFILTRATION BASIN 1 100 YEAR HWL: 953.27 9550;94p•EOF=952.80 W I Li - 1 EFL- ----L- SBL SBL IT W I I • STOCKPILE AREA I �.:cn z CRUSHED CONC. DRIVE AISLE --- - - - - -- W m o 4,548 S.F. In It LL T. LL ILI QLCo N.04.4 �CRUSH 1:eO �Q SOF.. :CRUSH D' )Nd...TF3 ov 93 V REWCAB 4X4 0'BUILD I FF= X 12 � 0 oil o 09 `----- -- M7SBL SB L :�EOF=955.00 o O 17 3 INFILTRATION BASIN 2 O 100 YEAR HWL: 953.45 b 1/ �I I1I I \\ II \ I 1 II II I V .. 1 I� LEGEND: VEHICLE IRE PATH 0' 20' 40' OVERHANG EXTENTS SCALE:1 "=20' CALL 48 HOURS BEFORE DIGGING: GOPHER STATE ONE CALL T Z O U U) W I] n r >wO N Z o O J O C N 2 W 00 m m W Z Z Y O c� z w � _ � U D IL O� JCS CC�w� O zN O v N M O ♦^ v/ z_ O O M Lr),t W (� w Z op N W �o N W w YA awoo a U .. w U� I. LmQ W ZW'Q WN mN LJ W Z w cn o0 V♦ Q ♦^ Vi Z W Lr-z UZ N �o �N Q U)wo �(D O �J_� O� M Z >> ¢UW OJ COP W cn z � DC O O 0 0 U J -I-- O •D m ILL m O W �j Um w 0 a °� U E I m X w Lu Q O o 0 O N O N TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 Ll 3D VIEWS ARE NOT TO SCALE AND MAY NOT REFLECT EXACTLY WHAT IS AVAILABLE FOR THE PROJECT. RENDER VIEWS ARE REPRESENTATIONS OF WHATTHE VIEW COULD LOOK LIKE, NOT WHAT IT WILL LOOK LIKE. 2D VIEWS ALWAYS SUPERCEDE 3D VIEWS �T LU W L z in Y w >z w C uj � J N V W N 0 / • v O L w a 0 a . ` V O w in W10 o 0 r 0 a 0 � w J_ Z Q O � S w .a Z F CIL w f�/ W O a O a W X 36" 4b'X 36" 4b'X 36"36"@ 4866 4866 1b8"AFF @ 1b8"AFF @ 168"AFF @ 168"AFF @ 168"AFF AF AF ,1 4L r 120'-0" DRAWN BY: DATE: 3/25/2024 SCALE: 0. SHEET #: "B' U I c T� RaK Drafting & Design ALL RIGHTS RESERVED, DUPLICATION AND DISTRIBUTION OF THIS PLAN WITHOUT WRITTEN PERMISSION IS PROHIBITED 3068 306E 3068 3068 3068 120140 120140 120140 120140 120140 e� o ry na a� X II GARAGE 0 II a� 0 in ry rvQ Xm a� 3D VIEWS ARE NOT TO SCALE AND MAY NOT REFLECT EXACTLY WHAT IS AVAILABLE FOR THE PROJECT. RENDER VIEWS ARE REPRESENTATIONS OF WHATTHE VIEW Doors/Windows 71 sq ft 5.63% COULD LOOK LIKE, NOT W"2DTVI WISH WAYSKE. Wood 24 sq ft 2% SUPERCEDE 3D VIEWS Stone 171 sq ft 13.57% Steel 1018 sq ft 78.8% Total 1260 sq ft lfl e 0 Wog 02S :) luo' z rn Y w w ` V R � mho � z O 1� rn LL w J 1L O a d ` V O w C_1 fn W 0 a H ~ O 0 (L w z a o � x w .a ILLLL Z 11 11 11 11A di ~ W Lu W a Z LL DRAWN BY: K,ri j4c l DATE: ELEVATION 3/16" = 1'-0" 3/25/2024 VIEW OF THE FRONT Ir � x ;01kFA�r SCALE: SHEET #: T� ` �� RaK Drafting & Design ALL RIGHTS RESERVED, DUPLICATION AND DISTRIBUTION OF THIS PLAN WITHOUT WRITTEN PERMISSION IS PROHIBITED 3D VIEWS ARE NOT TO SCALE AND MAY NOT REFLECT EXACTLY WHAT IS AVAILABLE FOR THE PROJECT. RENDER VIEWS ARE REPRESENTATIONS OF WHATTHE VIEW COULD LOOK LIKE, NOT WHAT IT WILL LOOK LIKE. 2D VIEWS ALWAYS SUPERCEDE 3D VIEWS Steel 1260 sq ft 100% Total 1260 sq Ft o Wog 02S L z rn Y w w L/{~� cn Q ` V R � mho � z ('�'� O 1� �I " I H vi LL w Z < z 0 J a a v Ow Cl 0 rn W 0 0 IIJ)� a w z a o � x w .a Z A INN cn ~ w H c� W Q " a aL vJ m DRAWN BY: -4ei�l DATE: ELEVATION 3/16" = 1'-0" 3/25/2024 VIEW OF THE BACK SCALE: k4,*f SHEET#: ` �B�U�hL�T_:.. RaK Drafting & Design ALL RIGHTS RESERVED, DUPLICATION AND DISTRIBUTION OF THIS PLAN WITHOUT WRITTEN PERMISSION IS PROHIBITED A3 3D VIEWS ARE NOT TO SCALE AND MAY NOT REFLECT EXACTLY WHAT IS AVAILABLE FOR THE PROJECT. RENDER VIEWS Windows 60 sq ft 3.12% ARE REPRESENTATIONS E VIEW Steel 1860 sq ft 96.88% OF WHOK LIKE, , COULD LOOOK LIKE, NOT WHAT IT WILL LOOK LIKE. Total 1920 sq ft 2D VIEWSE 3D VIES SUPERCEDVIEWS ^V \ U LU N� m w � dz a � v- � mid" � � N V 91 z ELEVATION VIEW OF THE LEFT SIDE Windows/Doors 945 sq ft 49.22% a < v o Steel 975 sq ft 50.78% a pCL Total 1920 sq ft W O w oWO 0 H o a w J_ Z Q [) L S w .a z O o 111 � m J9y` H Q a Lu Lu E L E VAT I O N 3/32"=V-0" _Q VIEW OF THE RIGHT SIDE DRAWN BY: K�ri -�ei�l DATE: 3/25/2024 i SCALE: * R**** SHEET #: U_ I_c Ti RaK Drafting & Design ALL RIGHTS RESERVED, DUPLICATION AND DISTRIBUTION OF THIS PLAN WITHOUT WRITTEN PERMISSION IS PROHIBITED 4 'AAWUAL Master Craft outdoors 9450 Nason Ct. Ne Otsego, Mn 55330 Salesman: Tim Flander cell 612-490-3553 Landscaping for XXX Fallon Ave Ne Legal Description Lot 1, Block 1, Oakwood Industrial Park 3rd Addition Install 20' of edging with Natural mulch outside of front sidewalk. Install 5 Magic Carpet Spirea's in Mulch inside Edging. Install 10 Black Hills Spruce along visible fence line. ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ D.7 1.5 3.0 4.1 4.3 4.6 4.5 4.6 4.6 4.6 4.7 4.2 4.0 3.1 1.5 0.6 0 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ D.5 2.0 5.7 8.3 7.4 8.9 7.5 8.2 8.5 7.7 9.0 7.2 8.0 6.0 2.1 �.2 1.� � - � � �10.� 11.9 9.0 �� �3 �8.7 1. I I I I I I I I I I I I I I I I 2 D.0 0.0 I I I I I I 10. B 0.2 0.1 ■ D.0 0.0 ■ D.0 0.0 ■ D.0 0.0 2.4 0.6 0 1 o 8. C 1.1 0 �2 =' I { 3. 1 0.6 0 1 ■ 0. I ,1 D.0 0.0 0.0 0.0 00.0 0.0 0.0 0.0 0.0 0.1 0.1 0 0 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ D.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ D.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 C Drift. � i c6e ZIT A • .1J-% :.j L; tk w ►'-' N +-i� i -- I J � "H /l i T- es . i G&,* f =- A ii L -I n : f G.J Scale: 1 inch= 7 Ft. Rom �0 Q� L O x W L i U) N O N N c13 m m z U .L W cn N N m U) o LL C o Q 0 L ry w L O U_ Cz Q 9) CL 71111111 IL 3 0 0 Calculation Summary Label — CalcType Units Avg Max Min Avg/Min CalcPts 1 Illuminance I Fc 2.36 13.7 0.0 N.A. LAYOUT AND BOM ARE SUBJECT TO APPROVAL Luminaire Schedule Symbol Qty Tag Label Arrangement T 5 S SLIM17FAFC60 SINGLE (D 2 D DISK34-6 SINGLE Lum. Lumens 7035 1088 Expanded Luminaire Location Summary LumNo Tag X 141.59 Y MTG HT 8 Orient 90 Tilt 0 1 D 60.13 2 D 141.59 52.72 8 90 0 3 S 78.965 102.545 86.7 86.7 15 90 0 4 S 15 90 0 5 S S 126.815 54.515 86.7 15 15 90 90 0 0 6 86.7 7 S 30.945 86.7 15 90 0 Total Quantity: 7 NOTES: * The light loss factor (LLF) is a product of many variables, only lamp lumen depreciation (LLD) has been applied to the calculated results unless otherwise noted. The LLD is the result (quotient) of mean lumens / initial lumens per lamp manufacturers' specifications. * Illumination values shown (in footcandles) are the predicted results for planes of calculation either to the plane of calculation. * The calculated results of this lighting simulation represent an anticipated prediction of system performance. Actual measured results may vary from the anticipated performance and are subject to means and methods which are beyond the control of the designer. * Mounting height determination is job site specific, our lighting simulations assume a mounting height (insertion point of the luminaire symbol) to be taken at the top of the symbol for ceiling mounted luminaires and at the bottom of the symbol for all other luminaire mounting configurations. * RAB Lighting Inc. luminaire and product designs are protected under U.S. and International intellectual property laws. horizontal, vertical or inclined as designated in the calculation summary. Meter orientation is normal Patents issued or pending apply. Max/Min Description N.A. Readings taken at 0'-0" AFG Arr. Lum. Lumens 7035 1088 LLF ' Description SLIM17FAFC60_5K 1.000 1 DISK34-6-5 K PtSpcLr PtSpcTb Meter Type 10 10 Horizontal Lum. Watts I Arr. Watts � Total Watts ' Filename 57.23 57.23 286.15 SLIM 17FAFC60_5K.ies 15 30 1 disk34-6-5000k.ies i N w 0 U- a� ca n P a N O N N CO O 11W .9 i �•Y" 4w01- or•1 Scale: 1 inch= 5 Ft. .6 23.1 29.9 35.5 40.4 43.8 45.2 44.6 41.8 37.6 31.9 27 .3 21.6 28.2 33.9 38.8 42.4 43.8 43.3 40.5 36.1 5 25.7 .5 20.6 27.2 33.1 38.4 42.2 43.7 43.1 40.2 35.5 29.8 25.2 .7 20.6 27.3 33.6 39.1 42.9 44.5 43.9 40.9 35.9 29.9 2 . .6 21.8 28.7 35.0 40.9 44.3 45.8 44.9 41.9 37.1 30.9 2 .9 23.4 30.7 36.9 42.1 45.9 47.5 46.6 43.4 38.7 32.7 2 7' L .2 24.9 32.3 38.4 43.6 47.3 48.9 48.1 45.0 40.4 34.5 2 .7 25.6 32.9 39.0 �44.3 f f 48.3 45.2 40.6 34.7 2 .1 24.9 32.2 38.1 �43.3 '46.87.8 46.7 43.7 39.2 33.5 2 .5 22.9 30.0 35.7 40.3 43.5 44.6 43.7 41.1 36.8 31.5 2 .0 20.1 26.6 31.8 35.9 38.8 39.9 39.1 36.8 33.1 28.3 24.2 .1 16.8 22.5 27.0 30.6 33.1 34.0 33.4 31.4 28.3 24.0 20.1 .0 13.4 18.0 21.8 24.8 27.1 27.9 27.3 25.7 23.0 19.3 1 t a� 4 10.4 13.9 16.9 19.4 21.2 21.9 21.4 20.1 17.9 15.0 12.-3 L U N N � U) N N O m I CD (D m m E Z U W m a U) 0 LL 0 W L O U_ L Cz Q 9) ^L LL IL 3 0 0 Calculation Summary Label CalcType Units Avg Max Min Avg/Min Garages_Floor Illuminance I Fc 24.70 49.3 2.1 11.76 LAYOUT AND BOM ARE SUBJECT TO APPROVAL Luminaire Schedule Symbol Qty Tag 0 10 H Label H17-120 Max/Min Description 23.48 Readings taken at 0'-0" AFF PtSpcLr PtSpcTb Meter Type 2 2 Normal Arrangement Lum. Lumens Arr. Lum. Lumens LLF Description Lum. Watts Arr. Watts Total Watts � Filename SINGLE 19455 19455 1.000 H17-120W-5K 123.944 123.944 1239.44 H17-120W-5K IESNA2002.ies Expanded Luminaire Location Summary LumNo Tag X Y 44.95 MTG HT Orient Tilt 1 H 17.77 15 0 0 2 H 17.77 24.81 15 0 0 3 H 43.06 44.95 15 0 0 4 H 43.06 24.81 15 0 0 5 H 66.79 44.95 24.81 15 0 0 6 H 66.79 15 0 0 7 H 90.73 44.95 15 0 0 8 H 90.73 9 H 114.12 10 H 114.12 Total Quantity: 10 24.81 15 0 0 44.95 15 0 0 24.81 15 0 0 NOTES: * The light loss factor (LLF) is a product of many variables, only lamp lumen depreciation (LLD) has been applied to the calculated results unless otherwise noted. The LLD is the result (quotient) of mean lumens / initial lumens per lamp manufacturers' specifications. * Illumination values shown (in footcandles) are the predicted results for planes of calculation either to the plane of calculation. * The calculated results of this lighting simulation represent an anticipated prediction of system performance. Actual measured results may vary from the anticipated performance and are subject to means and methods which are beyond the control of the designer. * Mounting height determination is job site specific, our lighting simulations assume a mounting height (insertion point of the luminaire symbol) to be taken at the top of the symbol for ceiling mounted luminaires and at the bottom of the symbol for all other luminaire mounting configurations. * RAB Lighting Inc. luminaire and product designs are protected under U.S. and International intellectual property laws. horizontal, vertical or inclined as designated in the calculation summary. Meter orientation is normal Patents issued or pending apply. Q� L Q N O M 1 C\Jm CD C.0 m E z U W m U) 0 LL 0 MANAGEMENT REPORT City of Monticello Wright County, MN June 2024 Mastercraft Outdoors Prepared for: B&B Built, Inc. Prepared by: Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING LAND SURVEYING ENVIRONMENTAL SERVICES I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota. Signed: Michael J. Mordal-Huebsch Date: 6/6/2024 License Number: 61148 �%iaditia�ra(?JaEae,► euatcae Swate'W's 1. SITE LOCATION AND EXISTING CONDITIONS: Site Information: B&B Built, Inc and Bogart, Pederson & Associates is proposing a warehouse building site in Monticello. The proposed site improvements include mass grading, building construction, gravel placement, concrete and asphalt paving, erosion control, and landscaping. This site is located to the West of Fallon Ave NE, North of Norland Truck Sales. Existing Site Conditions: The subject property has Class B soils of sandy loam. The property is surrounded by business and industrial developments. The site generally slopes to the Northwest where water will outflow offsite into a regional low area. 2. PROPOSED SITE IMPROVEMENTS The proposed project will include site grading, installing utilities including: • 3 slab on grade buildings over 2 phases • Gravel and asphalt parking area • 2 infiltration basins Stormwater runoff from this site is proposed to be collected by surface drainage through swales and drained to one of the infiltration basins. In larger storms, the infiltration basins are designed to overflow and drain offsite to the Northwest. The proposed site will be accessed off Fallon Ave NE. 3. STORMWATER MANAGEMENT Stormwater runoff for the building, gravel and bituminous parking area is to be managed with the infiltration basins. The proposed infiltration basins provide treatment and storage volume to hold and completely infiltrate a 2-year storm, and a majority of a 10-year storm. In larger storm events (100-year), these infiltration basins are sized to limit the flow rate out of the entire site. The pre -development (existing) stormwater conditions can be found in Appendix A. The post development (proposed) stormwater conditions can be found in Appendix B. The Soil Site Assessment is included in Appendix C, along with any other design documents. The stormwater release rates of pre and post development are summarized in the tables below. Runoff from the 2, 10, and 100-year storm events for pre -development (existing) and post - development (proposed) conditions have been modeled using HydroCAD assuming infiltration begins as soon as runoff enters the infiltration basin, as summarized in the table below: Peak Outflow Rates Existing NW Outlet Proposed NW Outlet 2-Year 0.44 cfs 0.07 cfs 10-Year 2.04 cfs 0.60 cfs 100-Year 6.33 cfs 6.16 cfs When comparing the pre -development HydroCAD model to the post -development, the rate of runoff for the 2, 10, and 100-year storm events has been decreased out of total site. This combined area is limited for all storm events. An emergency overflow (EOF) is located on the north infiltration basin (1P) at elevation 952.80 with a 100-year HWL of 953.27'. An emergency overflow (EOF) is located on the southwest infiltration basin (2P) at elevation 953.50 with a 100-year HWL of 953.45'. The design of the infiltration basins has been run through the MIDS calculator. The basins are sufficiently designed to hold over 1.1 inches of the impervious surface runoff. 94% of TSS and TP is found to be removed as well. 4. NPDES CONSIDERATIONS Since the project will disturb more than 1 acre, a National Pollution Discharge Elimination System (NPDES) permit will need to be obtained for the contractor selected to grade and install utilities at this site. Erosion control measures such as silt fence, erosion control blanket, catch basin inlet protection, riprap, and seeding is proposed to be used at appropriate times throughout construction to protect downstream waterbodies. Best management practices, such as sump catch basin manholes, are proposed to be designed and installed as per the city's requirements. 4A. REFERENCES: Design data and methods are based on the following software and references: 1) HydroCad 2) USDA Web Soil Survey, https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htrn 3) Dept of Natural Respurces NOAA 14 Precipitation Frequency Estimates http://www.dnr. state.mn.us/climate/noaa_atlas_14.html 4) "Hydrologic Modeling of Small Watersheds", American Society of Agricultural Engineers 5) "Handbook of Hydraulics", Sixth Edition, Brater & King 6) "Design and Construction of Urban Stormwater Management Systems", ASCE Manual of Engineering Practice No 27, American Society of Civil Engineers 7) "Hydrologic Analysis and Design". Richard McCuen, Prentice Hall, 1989 8) "Minnesota Storm Water Manual", Current Edition, Minnesota Pollution Control Agency, https:Hstonnwater.pca.state.mn.us/index.php/Main_Page Appendix A Drainage Calculations- Existing Conditions I � I 56 9 �- i 954 —952— —_= l l l --------------- i J/Y Rim 954. l In 918. tLEI RCP In v= 95 RCP h In v=95L � LEGEND: DIRECTION OF FLOW N z O d U U) U' 0' 20' 40' o SCALE:1 "=40' SITE PLAN INFORMATION: PARCEL AREA: • 1.46 ACRES ± SITE DATA EXISTING P1 PROPOSED P2 PROPOSED PAVEMENT AREA 789 SF 24,735 SF 19,429 SF BUILDING AREA 0 SF 7,200 SF 17,040 SF PERVIOUS AREA 63,149 SF 32,003 SF 27,459 SF TOTAL AREA 63,938 SF 63,938 SF 63,938 SF CALL 48 HOURS BEFORE DIGGING: GOPHER STATE ONE CALL w Q 0 >wo 'I,g g g z o IN0 O � d N 00 m m 0 w W —i Z z O L�j z Uui Q w 12 2 J 0 0 0 D u- ZN O v N M v / z 0 O — M W (/� Z op 75; op N W N Ww Y cM0 a a 0 w~ .. — > cwn � mQ w wLL o� O "Z � Z�'Q w" �N �W w z u c° V♦ Z)Uz �N a u�jw0 �(D O0 C, (o r- Z>> ¢UW ow W o/ �� N Z O Q 0 O J U w O — -I-- •bD z_ m Q LL a m ° o m U + z cn w t~ o w 5a U SHEET NO. E I N O N T TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 0-1 NW Outlet EX-1 Existing Lot SubCat Reach on Link Routing Diagram for Existing Mastercraft Prepared by Bogart Pederson & Associates, Printed 5/28/2024 HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Existing Mastercraft Prepared by Bogart Pederson & Associates Printed 5/28/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.84 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.22 2 3 100-Year MSE 24-hr 3 Default 24.00 1 6.87 2 Existing Mastercraft Prepared by Bogart Pederson & Associates Printed 5/28/2024 HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (acres) (s u bcatch m ent- n u m be rs) 1.450 61 >75% Grass cover, Good, HSG B (EX-1) 0.018 96 Gravel surface, HSG B (EX-1) 1.468 61 TOTAL AREA Existing Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 5/28/2024 HydroCAD®10.20-5a s/n 02380 ©2023 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment EX-1: Existing Lot Runoff = 0.44 cfs @ 12.20 hrs, Volume= 0.037 af, Depth= 0.31" Routed to Pond 0-1 : NW Outlet Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 63,149 61 >75% Grass cover, Good, HSG B 789 96 Gravel surface, HSG B 63,938 61 Weighted Average 63,938 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment EX-1: Existing Lot Hydrograph ■ Runoff Time (hours) Existing Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 5/28/2024 HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 5 Summary for Pond 0-1: NW Outlet Inflow Area = 1.468 ac, 0.00% Impervious, Inflow Depth = 0.31" for 2-Year event Inflow = 0.44 cfs @ 12.20 hrs, Volume= 0.037 of Primary = 0.44 cfs @ 12.20 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Pond 0-1: NW Outlet Hydrograph ❑ Inflow ❑ Primary 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Existing Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 5/28/2024 HydroCAD®10.20-5a s/n 02380 ©2023 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment EX-1: Existing Lot Runoff = 2.04 cfs @ 12.17 hrs, Volume= 0.113 af, Depth= 0.93" Routed to Pond 0-1 : NW Outlet Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.22" Area (sf) CN Description 63,149 61 >75% Grass cover, Good, HSG B 789 96 Gravel surface, HSG B 63,938 61 Weighted Average 63,938 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment EX-1: Existing Lot Hydrograph ■ Runoff Time (hours) Existing Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 5/28/2024 HydroCAD®10.20-5a s/n 02380 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Pond 0-1: NW Outlet Inflow Area = 1.468 ac, 0.00% Impervious, Inflow Depth = 0.93" for 10-Year event Inflow = 2.04 cfs @ 12.17 hrs, Volume= 0.113 of Primary = 2.04 cfs @ 12.17 hrs, Volume= 0.113 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Pond 0-1: NW Outlet Hydrograph 2.04 cfs 2.04 offs I nfl DIV irea::1.4618 2 1 0 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ❑ Inflow ❑ Primary Existing Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 5/28/2024 HydroCAD®10.20-5a s/n 02380 ©2023 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment EX-1: Existing Lot Runoff = 6.33 cfs @ 12.16 hrs, Volume= 0.319 af, Depth= 2.61" Routed to Pond 0-1 : NW Outlet Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=6.87" Area (sf) CN Description 63,149 61 >75% Grass cover, Good, HSG B 789 96 Gravel surface, HSG B 63,938 61 Weighted Average 63,938 100.00% Pervious Area Tc Length Slope Velocity Capacity Description -------------------------------------------------- ❑ Runoff Existing Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 5/28/2024 HydroCAD®10.20-5a s/n 02380 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Pond 0-1: NW Outlet Inflow Area = 1.468 ac, 0.00% Impervious, Inflow Depth = 2.61" for 100-Year event Inflow = 6.33 cfs @ 12.16 hrs, Volume= 0.319 of Primary = 6.33 cfs @ 12.16 hrs, Volume= 0.319 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Pond 0-1: NW Outlet Hydrograph 7 6.33 cfs 6.33 cfs 6 5 4 3 2 1 0 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ❑ Inflow ❑ Primary Appendix B Drainage Calculations- Proposed Conditions a 0 I / I 56 9 �- J 955 954 — 95 `: In 918.18 i RCP In v-- 95 //IV—Z%J 1./ LEGEND: DIRECTION OF FLOW SITE PLAN INFORMATION: PARCEL AREA: • 1.46 ACRES ± N El z O o_ U U) 0' 20' 4 0'1 oW SITE DATA EXISTING P1 PROPOSED P2 PROPOSED PAVEMENT AREA 789 SF 24,735 SF 19,429 SF BUILDING AREA 0 SF 7,200 SF 17,040 SF PERVIOUS AREA 63,149 SF 32,003 SF 27,459 SF TOTAL AREA 63,938 SF 63,938 SF 63,938 SF SCALE:1 "=40' W Q 0 � O � c"ig g g z o N o 0 co d N 00 z z Y O LD z ULu Q W (2 2 J 04 N io a 9 M 111 `�Sr S O V > > > i 00 J .• O EOF=953.50 9y Z •��' y Lo ln't Z O JO O a O r o J O d O O d V W i o d 1 N U)04 WLwN ........... W H w T.••... •...:.., U A U r— / \ PR-3 Q > m cn W H W r � C0 cn W m V Z W N o\ zof< N is RA 0 I } W � S _ I W w z cn , > Z w H N 633SF m 1 Q ♦^ ,� — M N - LL N 1 Z i m _ I V♦ P-2 � G z IN X 1 20 B U IL D -M 9 I - 0 1 n POSED 6 :,:'.;..::`.:: BUILDING' - wz c� FUTURE 60 X 120' S6 PROPOS W GRASS _ FFE-956.50 O Q :,`,:. . F-956.00 :. Q > Z Mw m 79�S CF .'»`. ^,: _•.,. :�'�: :':' `: :_: .:'.: .:.. �. c:. ."..... :.'..,.:.. W ca JUW CALL 48 HOURS BEFORE DIGGING: GOPHER STATE ONE CALL � z � DC O O � a � 0 0 w � J U 4-J a O �� � a LL a m o C) 06 o U cc co cwn O w 21-- O Lf) o � 5a U SHEET NO. E 2 TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 O-1 N utlet 2P Infiltrtion Ba PR-3 Proposed 3 Infiltrtion sin PR-1 sin Proposed 1 PR-2 Proposed 2 S4 Reach on Link Proposed Mastercraft Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.84 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.22 2 3 100-Year MSE 24-hr 3 Default 24.00 1 6.87 2 Proposed Mastercraft Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (acres) (s u bcatch m ent- n u m be rs) 0.631 61 >75% Grass cover, Good, HSG B (PR-1, PR-2, PR-3) 0.446 98 Paved parking, HSG B (PR-1) 0.391 98 Unconnected roofs, HSG B (PR-1, PR-2) 1.468 82 TOTAL AREA Proposed Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment PR-1: Proposed 1 Runoff = 2.76 cfs @ 12.15 hrs, Volume= 0.140 af, Depth= 1.76" Routed to Pond 1 P : Infiltrtion Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 19,429 98 Paved parking, HSG B 12,120 98 Unconnected roofs, HSG B 10,101 61 >75% Grass cover, Good, HSG B 41,650 89 Weighted Average 10,101 24.25% Pervious Area 31,549 75.75% Impervious Area 12,120 38.42% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, w 3 0 M • ' '-1: Proposed . .. .. ' r Time (hours) • • 1 1 I/ I� ❑ Runoff Proposed Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment PR-2: Proposed 2 Runoff = 0.41 cfs @ 12.16 hrs, Volume= 0.021 af, Depth= 0.91" Routed to Pond 2P : Infiltrtion Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 0 98 Paved parking, HSG B 4,920 98 Unconnected roofs, HSG B 7,165 61 >75% Grass cover, Good, HSG B 12,085 76 Weighted Average 7,165 59.29% Pervious Area 4,920 40.71% Impervious Area 4,920 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment PR-2: Proposed 2 Hydrograph ❑ Runoff 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Proposed Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment PR-3: Proposed 3 Runoff = 0.07 cfs @ 12.20 hrs, Volume= 0.006 af, Depth= 0.31" Routed to Pond 0-1 : NW Outlet Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (sf) CN Description 0 98 Paved parking, HSG B 0 98 Unconnected roofs, HSG B 10,204 61 >75% Grass cover, Good, HSG B 10,204 61 Weighted Average 10,204 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment PR-3: Proposed 3 Hydrograph ■ Runoff 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Proposed Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 7 Summary for Pond 1 P: Infiltrtion Basin 1 Inflow Area = 0.956 ac, 75.75% Impervious, Inflow Depth = 1.76" for 2-Year event Inflow = 2.76 cfs @ 12.15 hrs, Volume= 0.140 of Outflow = 0.04 cfs @ 16.38 hrs, Volume= 0.138 af, Atten= 98%, Lag= 253.7 min Discarded = 0.04 cfs @ 16.38 hrs, Volume= 0.138 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routed to Pond 0-1 : NW Outlet Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 952.51' @ 16.38 hrs Surf.Area= 4,135 sf Storage= 4,588 cf Plug -Flow detention time= 1,169.4 min calculated for 0.138 of (99% of inflow) Center -of -Mass det. time= 1,161.1 min ( 1,958.3 - 797.3 ) Volume Invert Avail.Storage Storage Description #1 951.00' 9,422 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic -feet) Cum.Store (cubic -feet) 951.00 1,973 0 0 952.00 3,371 2,672 2,672 953.00 4,868 4,120 6,792 953.50 5,655 2,631 9,422 Device Routing Invert Outlet Devices #1 Discarded 951.00' 0.450 in/hr Exfiltration over Surface area #2 Primary 952.80' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.04 cfs @ 16.38 hrs HW=952.51' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=951.00' (Free Discharge) L2= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 8 N U 3 0 LL Pond 1 P: Infiltrtion Basin 1 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ■ Inflow 7 Outflow Discarded ❑ Primary Proposed Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 9 Summary for Pond 2P: Infiltrtion Basin 2 Inflow Area = 0.277 ac, 40.71% Impervious, Inflow Depth = 0.91" for 2-Year event Inflow = 0.41 cfs @ 12.16 hrs, Volume= 0.021 of Outflow = 0.02 cfs @ 13.71 hrs, Volume= 0.021 af, Atten= 95%, Lag= 92.8 min Discarded = 0.02 cfs @ 13.71 hrs, Volume= 0.021 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routed to Pond 0-1 : NW Outlet Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 952.30' @ 13.71 hrs Surf.Area= 1,836 sf Storage= 518 cf Plug -Flow detention time= 290.0 min calculated for 0.021 of (100% of inflow) Center -of -Mass det. time= 289.9 min ( 1,120.8 - 830.8 ) Volume Invert #1 952.00' Avail.Storaae Storaae Description 4,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 952.00 1,633 0 0 953.00 2,314 1,974 1,974 954.00 3,379 2,847 4,820 Device Routing Invert Outlet Devices #1 Discarded 952.00' 0.450 in/hr Exfiltration over Surface area #2 Primary 953.50' 20.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.02 cfs @ 13.71 hrs HW=952.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=952.00' (Free Discharge) L2= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 10 N U 3 0 LL Pond 2P: Infiltrtion Basin 2 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ■ Inflow ■ Outflow ■ Discarded ■ Primary Proposed Mastercraft MSE 24-hr 3 2-Year Rainfall=2.84" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 11 Summary for Pond 0-1: NW Outlet Inflow Area = 1.468 ac, 57.04% Impervious, Inflow Depth = 0.05" for 2-Year event Inflow = 0.07 cfs @ 12.20 hrs, Volume= 0.006 of Primary = 0.07 cfs @ 12.20 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs 0 0 0 w 0 u 3 0 0 LL 0 0 0 Pond 0-1: NW Outlet Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ❑ Inflow ❑ Primary Proposed Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment PR-1: Proposed 1 Runoff = 4.66 cfs @ 12.15 hrs, Volume= 0.241 af, Depth= 3.03" Routed to Pond 1 P : Infiltrtion Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.22" Area (sf) CN Description 19,429 98 Paved parking, HSG B 12,120 98 Unconnected roofs, HSG B 10,101 61 >75% Grass cover, Good, HSG B 41,650 89 Weighted Average 10,101 24.25% Pervious Area 31,549 75.75% Impervious Area 12,120 38.42% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, ❑ Runoff M o 1 I/ • II I� 0 ........ • 52 54 56 58 .• Time (hours) Proposed Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment PR-2: Proposed 2 Runoff = 0.88 cfs @ 12.16 hrs, Volume= 0.044 af, Depth= 1.91" Routed to Pond 2P : Infiltrtion Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.22" Area (sf) CN Description 0 98 Paved parking, HSG B 4,920 98 Unconnected roofs, HSG B 7,165 61 >75% Grass cover, Good, HSG B 12,085 76 Weighted Average 7,165 59.29% Pervious Area 4,920 40.71% Impervious Area 4,920 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment PR-2: Proposed 2 Hydrograph ❑ Runoff 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Proposed Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment PR-3: Proposed 3 Runoff = 0.33 cfs @ 12.17 hrs, Volume= 0.018 af, Depth= 0.93" Routed to Pond 0-1 : NW Outlet Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.22" Area (sf) CN Description 0 98 Paved parking, HSG B 0 98 Unconnected roofs, HSG B 10,204 61 >75% Grass cover, Good, HSG B 10,204 61 Weighted Average 10,204 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment PR-3: Proposed 3 Hydrograph ■ Runoff 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Proposed Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 15 Summary for Pond 1 P: Infiltrtion Basin 1 Inflow Area = 0.956 ac, 75.75% Impervious, Inflow Depth = 3.03" for 10-Year event Inflow = 4.66 cfs @ 12.15 hrs, Volume= 0.241 of Outflow = 0.59 cfs @ 12.62 hrs, Volume= 0.222 af, Atten= 87%, Lag= 28.4 min Discarded = 0.05 cfs @ 12.62 hrs, Volume= 0.161 of Primary = 0.54 cfs @ 12.62 hrs, Volume= 0.060 of Routed to Pond 0-1 : NW Outlet Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 952.92' @ 12.62 hrs Surf.Area= 4,743 sf Storage= 6,392 cf Plug -Flow detention time= 895.6 min calculated for 0.222 of (92% of inflow) Center -of -Mass det. time= 859.3 min ( 1,645.7 - 786.4 ) Volume Invert Avail.Storaae Storaae Description #1 951.00' 9,422 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 951.00 1,973 0 0 952.00 3,371 2,672 2,672 953.00 4,868 4,120 6,792 953.50 5,655 2,631 9,422 Device Routina Invert Outlet Devices #1 Discarded 951.00' 0.450 in/hr Exfiltration over Surface area #2 Primary 952.80' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.05 cfs @ 12.62 hrs HW=952.92' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.53 cfs @ 12.62 hrs HW=952.92' (Free Discharge) L2= Broad -Crested Rectangular Weir (Weir Controls 0.53 cfs @ 0.83 fps) Proposed Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 16 3 0 LL Pond 1 P: Infiltrtion Basin 1 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) li Inflow 0 Outflow ■ Discarded ❑ Primary Proposed Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 17 Summary for Pond 2P: Infiltrtion Basin 2 Inflow Area = 0.277 ac, 40.71% Impervious, Inflow Depth = 1.91" for 10-Year event Inflow = 0.88 cfs @ 12.16 hrs, Volume= 0.044 of Outflow = 0.02 cfs @ 15.14 hrs, Volume= 0.044 af, Atten= 98%, Lag= 178.8 min Discarded = 0.02 cfs @ 15.14 hrs, Volume= 0.044 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routed to Pond 0-1 : NW Outlet Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 952.70' @ 15.14 hrs Surf.Area= 2,108 sf Storage= 1,303 cf Plug -Flow detention time= 637.3 min calculated for 0.044 of (100% of inflow) Center -of -Mass det. time= 636.9 min ( 1,451.5 - 814.6 ) Volume Invert #1 952.00' Avail.Storaae Storaae Description 4,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 952.00 1,633 0 0 953.00 2,314 1,974 1,974 954.00 3,379 2,847 4,820 Device Routing Invert Outlet Devices #1 Discarded 952.00' 0.450 in/hr Exfiltration over Surface area #2 Primary 953.50' 20.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.02 cfs @ 15.14 hrs HW=952.70' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=952.00' (Free Discharge) L2= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 18 N U 3 0 LL Pond 2P: Infiltrtion Basin 2 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ■ Inflow ■ Outflow ■ Discarded ■ Primary Proposed Mastercraft MSE 24-hr 3 10-Year Rainfall=4.22" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 19 Summary for Pond 0-1: NW Outlet Inflow Area = 1.468 ac, 57.04% Impervious, Inflow Depth = 0.64" for 10-Year event Inflow = 0.60 cfs @ 12.61 hrs, Volume= 0.079 of Primary = 0.60 cfs @ 12.61 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Pond 0-1: NW Outlet Hydrograph ❑ Inflow ❑ Primary 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Proposed Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment PR-1: Proposed 1 Runoff = 8.27 cfs @ 12.15 hrs, Volume= 0.445 af, Depth> 5.58" Routed to Pond 1 P : Infiltrtion Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=6.87" Area (sf) CN Description 19,429 98 Paved parking, HSG B 12,120 98 Unconnected roofs, HSG B 10,101 61 >75% Grass cover, Good, HSG B 41,650 89 Weighted Average 10,101 24.25% Pervious Area 31,549 75.75% Impervious Area 12,120 38.42% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, N 3 -L LL Subcatchment PR-1: Proposed 1 Hydrograph I ❑ Runoff Proposed Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment PR-2: Proposed 2 Runoff = 1.90 cfs @ 12.15 hrs, Volume= 0.096 af, Depth= 4.14" Routed to Pond 2P : Infiltrtion Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=6.87" Area (sf) CN Description 0 98 Paved parking, HSG B 4,920 98 Unconnected roofs, HSG B 7,165 61 >75% Grass cover, Good, HSG B 12,085 76 Weighted Average 7,165 59.29% Pervious Area 4,920 40.71% Impervious Area 4,920 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, N 3 LL Subcatchment PR-2: Proposed 2 Hydrograph r ' I/ I� •� 11 1 II 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ❑ Runoff Proposed Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment PR-3: Proposed 3 Runoff = 1.01 cfs @ 12.16 hrs, Volume= 0.051 af, Depth= 2.61" Routed to Pond 0-1 : NW Outlet Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=6.87" Area (sf) CN Description 0 98 Paved parking, HSG B 0 98 Unconnected roofs, HSG B 10,204 61 >75% Grass cover, Good, HSG B 10,204 61 Weighted Average 10,204 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment PR-3: Proposed 3 Hydrograph ■ Runoff 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) Proposed Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 23 Summary for Pond 1 P: Infiltrtion Basin 1 Inflow Area = 0.956 ac, 75.75% Impervious, Inflow Depth > 5.58" for 100-Year event Inflow = 8.27 cfs @ 12.15 hrs, Volume= 0.445 of Outflow = 5.51 cfs @ 12.24 hrs, Volume= 0.422 af, Atten= 33%, Lag= 5.4 min Discarded = 0.06 cfs @ 12.24 hrs, Volume= 0.169 of Primary = 5.45 cfs @ 12.24 hrs, Volume= 0.254 of Routed to Pond 0-1 : NW Outlet Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 953.27' @ 12.24 hrs Surf.Area= 5,292 sf Storage= 8,159 cf Plug -Flow detention time= 491.6 min calculated for 0.422 of (95% of inflow) Center -of -Mass det. time= 468.3 min ( 1,242.6 - 774.4 ) Volume Invert Avail.Storaae Storaae Description #1 951.00' 9,422 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 951.00 1,973 0 0 952.00 3,371 2,672 2,672 953.00 4,868 4,120 6,792 953.50 5,655 2,631 9,422 Device Routina Invert Outlet Devices #1 Discarded 951.00' 0.450 in/hr Exfiltration over Surface area #2 Primary 952.80' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.06 cfs @ 12.24 hrs HW=953.26' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=5.36 cfs @ 12.24 hrs HW=953.26' (Free Discharge) L2= Broad -Crested Rectangular Weir (Weir Controls 5.36 cfs @ 1.68 fps) Proposed Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 24 N U 3 0 LL Pond 1 P: Infiltrtion Basin 1 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ■ Inflow ■ Outflow ■ Discarded ■ Primary Proposed Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 25 Summary for Pond 2P: Infiltrtion Basin 2 Inflow Area = 0.277 ac, 40.71% Impervious, Inflow Depth = 4.14" for 100-Year event Inflow = 1.90 cfs @ 12.15 hrs, Volume= 0.096 of Outflow = 0.03 cfs @ 16.62 hrs, Volume= 0.096 af, Atten= 98%, Lag= 268.1 min Discarded = 0.03 cfs @ 16.62 hrs, Volume= 0.096 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routed to Pond 0-1 : NW Outlet Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 953.45' @ 16.62 hrs Surf.Area= 2,797 sf Storage= 3,132 cf Plug -Flow detention time= 1,180.9 min calculated for 0.096 of (100% of inflow) Center -of -Mass det. time= 1,180.7 min ( 1,979.5 - 798.9 ) Volume Invert #1 952.00' Avail.Storaae Storaae Description 4,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 952.00 1,633 0 0 953.00 2,314 1,974 1,974 954.00 3,379 2,847 4,820 Device Routing Invert Outlet Devices #1 Discarded 952.00' 0.450 in/hr Exfiltration over Surface area #2 Primary 953.50' 20.0' long + 4.0 '/' SideZ x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.03 cfs @ 16.62 hrs HW=953.45' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=952.00' (Free Discharge) L2= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 26 N U 3 0 LL Pond 2P: Infiltrtion Basin 2 Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ■ Inflow 7 Outflow Discarded ❑ Primary Proposed Mastercraft MSE 24-hr 3 100-Year Rainfall=6.87" Prepared by Bogart Pederson & Associates Printed 6/6/2024 HydroCADO 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Page 27 Summary for Pond 0-1: NW Outlet Inflow Area = 1.468 ac, 57.04% Impervious, Inflow Depth = 2.49" for 100-Year event Inflow = 6.16 cfs @ 12.23 hrs, Volume= 0.304 of Primary = 6.16 cfs @ 12.23 hrs, Volume= 0.304 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-60.00 hrs, dt= 0.05 hrs Pond 0-1: NW Outlet Hydrograph 6.16 cfs 6.16 cfs I fl ea 1. 6 6 5 4 3 2 1 0 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ❑ Inflow ❑ Primary Appendix C Additional Design Information Infiltration basin/Infiltration trench (aboveground) V = I Ao 2 Am* (DO)] Overflow tsurface area Overflow depth (D ) Media surface area (A,.,) Required treatment volume Surface area at overflow [ Ao ] Media surface area [Am ] Overflow depth [ Do ] Underlying soil - Hydrologic Soil Group Infiltration rate of underlying soils User defined infiltration rate Required drawdown time Volume reduction capacity of BMP [V] Volume of retention provided by BMP Infiltration Basin 1 Infiltration basin/Infiltration trench (aboveground) _ f Ao + AM Overflow surface area (A„) Overflow depth (Do) Media surface area (AM) Required treatment volume Surface area at overflow [ Ao ] Media surface area [ AM ] Overflow depth [ Do ] Underlying soil - Hydrologic Soil Group Infiltration rate of underlying soils User defined infiltration rate Required drawdown time Volume reduction capacity of BMP [V] Volume of retention provided by BMP Infiltration Basin 2 2915 ft3 4569 ft2 1973 ft2 1.8 ft 6 SM (HSG B. 0.45 in/hr) 0.45 in/hr in/hr 48 his 5888 ft3 2915 ft3 439 ft3 2847 ft2 1633 ft2 1-5 ft 6 SM (HSG B. 0.45 in/hr) 0.45 in/hr in/hr 48 hrs 3360 ft3 439 ft3 Project Information Calculator Version: Project Name: User Name / Company Name: Date: Project Description: Construction Permit?: Site Information Retention Requirement (inches): Site's Zip Code: Annual Rainfall (inches): Phosphorus EMC (mg/1): TSS EMC (mg/1): Total Site Area Version 4: July 2020 Mastercraft Outdoors Bogart, Pederson & Associates 5-28-2204 Monticello, MN Yes 1.1 55362 29.2 0.3 54.5 Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 0.63 0.63 other turf to be mowed/managed Impervious Area (acres) 0.84 Total Area (acres) 1.47 Site Areas Routed to BMPs Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 0.38 0.38 other turf to be mowed/managed Impervious Area (acres) 0.84 Total Area (acres) 1.22 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 3354 ft3 Volume removed by BMPs towards performance goal: 3354 ft3 Percent volume removed towards performance goal 100 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.0236 acre-ft Annual runoff volume removed by BMPs: 1.897 acre-ft Percent annual runoff volume removed: 94 % Post development annual particulate P load: 0.9082 Ibs Annual particulate P removed by BMPs: 0.851 Ibs Post development annual dissolved P load: 0.743 Ibs Annual dissolved P removed by BMPs: 0.697 Ibs Total P removed by BMPs 1.548 Ibs Percent annual total phosphorus removed: 94 % Post development annual TSS load: 300 Ibs Annual TSS removed by BMPs: 281.2 Ibs Percent annual TSS removed: 94 % BMP Summary Performance Goal Summary BMP Volume Volume Volume Volume Percent BMP Name Capacity Recieved Retained Outflow Retained (%) (ft3) (ft3) (ft3) (ft3) Infiltration Basin 2 3360 439 439 0 100 Infiltration Basin 1 5888 2915 2915 0 100 Annual Volume Summary Volume Volume From Volume Volume Percent From Direct BMP Name Upstream Retained outflow Retained Watershed BMPs (acre-ft) (acre-ft) (%) (acre-ft) (acre-ft) Infiltration Basin 2 0.2946 0 0.2946 0 100 Infiltration Basin 1 1.6195 1 0 1 1.6024 0.0170999999 99 Particulate Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) Infiltration Basin 2 0.1322 0 0.1322 0 100 Infiltration Basin 1 1 0.7268 1 0 1 0.7191 1 0.0077 1 99 Dissolved Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) Infiltration Basin 2 0.1082 0 0.1082 0 100 Infiltration Basin 1 0.5947 0 0.5884 0.0063 99 Total Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) Infiltration Basin 2 0.2404 0 0.2404 0 100 Infiltration Basin 1 1 1.3215 1 0 1 1.3075 1 0.014 1 99 TSS Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) Infiltration Basin 2 43.66 0 43.66 0 100 Infiltration Basin 1 240.08 0 237.55 2.53 99 BMP Schematic Infiltration Basin 1 In tration Basin 2 USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Wright County, Minnesota May 14, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface.................................................................................................................... 2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Wright County, Minnesota...............................................................................13 406—Dorset sandy loam, 0 to 2 percent slopes ......................................... 13 References............................................................................................................15 :l How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and I. Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. N. 45° 17 33" N IL _o � In 0 t � g Soil Map may not be valid at this ale. �3 45° 17 29" N I I Z i - 45° 1729" N 438240 438250 438260 438M 438280 438290 438300 438310 438320 438330 438340 438350 438360 438370 438380 3 3 fn ro Map Scale: 1:702 if printed on A landscape (11" x 8.5") sheet. 4 Meters N 0 10 20 40 60 ° Feet 0 30 60 120 180 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 9 Custom Soil Resource Report Soil Map Bo F F v v M M m m 438240 438250 43M 436270 438280 438290 438300 438310 438320 438330 438.W 438&90 43M 438370 438.W I I I MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils 0 Soil Map Unit Polygons ^/ Soil Map Unit Lines 0 Soil Map Unit Points Special Point Features V Blowout ® Borrow Pit Clay Spot 0 Closed Depression Gravel Pit Gravelly Spot O Landfill ALava Flow 46 Marsh or swamp �i Mine or Quarry OMiscellaneous Water OPerennial Water V Rock Outcrop + Saline Spot Sandy Spot Severely Eroded Spot O Sinkhole Slide or Slip 0o Sodic Spot Custom Soil Resource Report ,--y Spoil Area Q Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails N Interstate Highways US Routes Major Roads Local Roads Background W Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Wright County, Minnesota Survey Area Data: Version 17, Sep 10, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 29, 2023—Sep 13, 2023 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 406 Dorset sandy loam, 0 to 2 2.3 100.0% percent slopes Totals for Area of Interest 2.3 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 11 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Wright County, Minnesota 406—Dorset sandy loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2wOm2 Elevation: 660 to 1,710 feet Mean annual precipitation: 25 to 33 inches Mean annual air temperature: 37 to 48 degrees F Frost -free period: 120 to 170 days Farmland classification: Farmland of statewide importance Map Unit Composition Dorset and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Dorset Setting Landform: Flats Landform position (three-dimensional): Talf Down -slope shape: Linear Across -slope shape: Linear Parent material: Loamy glaciofluvial deposits over sandy and gravelly outwash Typical profile Ap - 0 to 11 inches: sandy loam Bt - 11 to 20 inches: sandy loam 2Bk - 20 to 38 inches: gravelly coarse sand 2C - 38 to 79 inches: gravelly coarse sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.0 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (nonirrigated): 3s Hydrologic Soil Group: B Ecological site: R057XY012MN - Sandy Prairie Forage suitability group: Sloping Upland, Neutral (G091AN002MN) Other vegetative classification: Sloping Upland, Neutral (G091AN002MN) Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Corliss Percent of map unit: 10 percent Landform: Flats Landform position (three-dimensional): Rise Down -slope shape: Linear Across -slope shape: Linear Other vegetative classification: Sandy (G091AN022MN) Hydric soil rating: No Oylen Percent of map unit: 5 percent Landform: Flats Landform position (three-dimensional): Talf Down -slope shape: Linear Across -slope shape: Linear Other vegetative classification: Sloping Upland, Neutral (G091AN002MN) Hydric soil rating: No Forada Percent of map unit: 3 percent Landform: Swales Down -slope shape: Concave Across -slope shape: Linear Other vegetative classification: Level Swale, Low AWC, Neutral (G091AN0031VIN) Hydric soil rating: Yes Forada, occasionally ponded Percent of map unit: 2 percent Landform: Depressions Down -slope shape: Concave Across -slope shape: Concave Other vegetative classification: Level Swale, Low AWC, Neutral (G091AN0031VIN) Hydric soil rating: Yes 14 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 15 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/deta il/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 09 MINUTES JOINT MONTICELLO PLANNING COMMISSION/CITY COUNCIL WORKSHOP Tuesday, January 2, 2024 — 5:00 p.m. Monticello Community Center Planning Commissioners Present: Chair Paul Konsor, Vice Chair Andrew Tapper, Rob Stark Planning Commissioners Absent: City Councilmembers Present: City Councilmembers Absent: Staff Present: 1. Call to Order Teri Lehner, Melissa Robeck Mayor Lloyd Hilgart, Charlotte Gabler, Tracy Hinz Lee Martie, Sam Murdoff Angela Schumann, Steve Grittman, Ron Hackenmueller, Hayden Stensgard Chair Paul Konsor called the joint workshop of the Monticello Planning Commission and City Council to order at 5:01 p.m. Added Item Recently appointed Planning Commissioner Rob Stark was administered the Oath of Office by Chair Konsor. 2. Concept Stage Planned Unit Development Submittal for the potential Phased Development of an Industrial Services principal use in the 1-2, Heavy Industrial District PID: 155-249-001010 Applicant: Tim Flander/Big Bear Holdings, LLC. Community Development Director Angela Schumann provided an overview of the purpose of the joint workshop meeting. The purpose was for a concept stage Planned Unit Development review aimed at providing helpful and constructive feedback to the development team that presented the concept. Notices were sent out for this meeting to the surrounding area where the development is proposed. Ms. Schumann added that the meeting did not involve a public hearing, but if time allows, residents present may address the group. City Planner Steve Grittman provided an overview of the agenda item to the City Council, Planning Commission, and the public. Previously, the submitter applied for various zoning ordinance amendments that were later withdrawn, as the applicant stated it was not his intention to amend the zoning ordinance in its entirety. Rather, the submitter sought flexibility specifically for their lot in the Oakwood Industrial Park for development of the site to accommodate their Industrial Services business. With this concept stage PUD submittal, the submitter requested flexibility from design standards related to exterior building finish, surfacing of vehicle use and storage areas, and an increase in the maximum allowed square footage of outdoor storage. The group was asked to have an open discussion on the proposed flexibility areas, and how they would coincide with the City's overall land use goals. Mayor Lloyd Hilgart asked how many undeveloped lots were left in Oakwood Industrial Park. Ms. Schumann said that there are 3, including the subject site, that are not developed. Mayor Hilgart said that he did not have an issue with proposed surfacing materials, as that was allowed for the development of the Nuss Truck & Equipment site. However, that development was required to construct a principal building with enhanced materials beyond the minimum standards established by the zoning ordinance. Mr. Hilgart added that the most recent industrial development included brick/stone exterior on a percentage of the buildings, and would not expect there be flexibility to that standard with the subject concept. Joe Elam, Commercial Realty Solutions, noted that the wainscot requirement is somethinE that thev clan to address and hP rnnfnrming with the Citv'c rnr p requirements. Additionally, Mr. Elam added that the proposed metal siding would be coated with a finish that would reflect an EIFS or stucco finish from the public street. Tim Flander, submitter and of Mastercraft Outdoors, addressed the group and the public, and passed around examples of the proposed metal siding for the building. Mr. Flander also noted that the building would include an enhanced gable as well. Andrew Tapper asked what the proposed building's front facade is anticipated to look like. Mr. Elam said that the closest representation would be the industrial building located at 211 Dundas Road within the City. Ms. Schumann noted that variation in the front facade includes more options than the brick/stone requirement proposed by the applicant. Mr. Grittman clarified that the departure from the ordinance standard in this regard is on the metal exterior finish of the building walls, and the submitters have referenced that the proposed walls would include textured finish, rather than plain metal siding. Ms. Schumann asked if the proposed textured metal siding was proposed to be on the entire building, or a portion of it. Mr. Flander clarified that the front wall facing Fallon Avenue, as well as the wall facing north on the proposed layout, would be the textured siding. The remainder of the building that is not as visible to the public would be standard metal siding. Mr. Tapper noted that the most important facades of the building, given the proposed layout, are those that will be sided with coated metal. Mayor Hilgart asked if the site was proposed to have a fence. Mr. Flander clarified that a privacy & security fence is identified on the plan. Mr. Tapper asked if the designated truck & trailer parking is planned to be paved. Mr. Elam clarified that the intention would be to have crushed concrete for the truck & trailer parking, the drive aisle behind the building, as well as the outdoor storage area. Mayor Hilgart reiterated that he did not see an issue with the requested flexibility areas from the code, given the submitters proposed to enhance to sides of the building and surround the storage and private parking area with a fence. Mr. Konsor noted that it is anticipated that Fallon Avenue will see improvements in the future, and that if this site is developed, any opportunity to proactively plan for that would be beneficial. Mr. Tapper expressed concern regarding the request for flexibility from the limitations on outdoor storage in the 1-2 district, given the amount of effort the Planning Commission and Industrial & Economic Development Committee (IEDC) put towards establishing these updated standards in 2021-2022. Councilmember Charlotte Gable concurred, though noted that a little bit of flexibility would be considered but not at the level requesting double the maximum allowable area for outdoor storage. Mr. Tapper said he would feel more comfortable offering flexibility, if the area was proposed to be paved, rather than the request for crushed concrete. Councilmember Gabler asked Mr. Flander to explain what type of business he has. Mr. Flander explained that they run a year-round landscaping business, including snow control for sites in the winter. He further stated that the need for crushed concrete rather an asphalt surface is because the heavy equipment maneuvering around the site that could damage that type of surface material. Councilmember Gabler asked what type of things would be stored outside. Mr. Flander said that it would be commercial equipment such as trailers and equipment accessories like skid loader attachments. Councilmember Gabler asked whether the need for that amount of outdoor storage is necessary for accessibility, rather than storage area itself. Mr. Flander emphasized that the intention is to develop the site initially so they can move the business to Monticello, with the expectation of an expansion of the building area in the future. Councilmember Gabler reiterated that she would be fine with a little flexibility on the amount of outdoor storage area allowed for the site, but it will ultimately come down to a decision being made by the Planning Commission. Mr. Tapper expressed concern about the potential precedent this type of flexibility would set for other potential developments in Monticello. Mr. Elam asked for clarification on whether parking vehicles in the proposed storage area is C.UIIJIUereu uuruuur storage or parking. ivis.'Scnuniann c1arnieU tnat it the vehicles are parked in the area for longer than 24 hours at a time, the zoning ordinance would define it as outdoor storage. The surface of the area where the vehicles would be parked would factor into that as well. Mr. Tapper reiterated that his concern does not focus on the flexibility given for outdoor storage, but rather, what the Planning Commission reasoning for allowing this flexibility would be if the next applicant asked for the same. Councilmember Tracy Hinz asked what the alternative plan would be if 200% of outdoor storage compared to total building square footage was not allowed. Mr. Elam noted that it would make development of the site in this regard difficult, as the concept plan proposed was to eliminate any unnecessary storage space on the site. Councilmember Gabler asked how many employees Mr. Flander has, and where they would park on site. Mr. Flander said at current there are four employees, and they would park in the front parking lot area that would be surfaced with asphalt. Mayor Hilgart said in regard to the outdoor storage flexibility request to enhance the building design as much as possible. Public Comment Mike Mossey, 12777 Aetna Ave NE, Monticello, MN 55362, addressed the City Council, Planning Commission, and the public. Mr. Mossey noted that he did not have any concern for the amount of outdoor storage requested, but rather the material the outdoor storage is located on. He noted that dust control is a concern for the City on industrial sites, and crushed concrete would likely cause an issue with dust in that regard. If dust and other external impacts are a concern to the City, they should review whether the need for impervious surface in these areas is necessary. 3. Adjournment By consensus, the meeting was adjourned at 5:52 p.m. Recorded By: Hayden Stensgard §3 Date Approved: February 6, 2024 ATTEST: Angela Schumao) C*�nunity Development Director CITY OF Monticello June 20th, 2024 Re: Master Craft PUD City Planning File # 2024-19 General Comments PHONE:763-295-2711 FAx:763-295-4404 505 Walnut Street I Suite 1 I Monticello, MN 55362 The City is not responsible for errors and omissions on the submitted plans. The owner, developer, and engineer of record are fully responsible for changes or modifications required during construction to meet the City's standards. After review of the most recent land use application plans dated 06-03-24 for the proposed development in the City of Monticello, we have determined the following based on the 2020 MN State Fire Code: 1. The applicant will verify that all access drive spacing in the parking lots are at least 24ft wide for aerial apparatus access and circulation within this lot. The allowed decrease is from the required 26 feet width specified in Fire Code Appendix D105.2. 2. The applicant will verify and provide full turning radius in access roads for the City's aerial apparatus as required in Fire Code Appendix D103.3. 3. The city requires that you install a fire key box on the outside of your building. Please work with the Fire Inspector on this requirement. 4. If a fire suppression system is required, we require that you work with the Fire Chief/Fire Inspector on locating your Fire Department Connection for the sprinkler system. The Fire Inspector must approve the location before it is installed. www.ci.monticello.mn.us t ciry of �0100M Monticello PHONE:763-295-2711 Fax:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 5. Finally, if a fire suppression system is required, we are requiring hydrant spacing at 400 feet based on Fire Code Section 507.5.1 exception number 2. These items are subject to approval of the Monticello Fire Chief and Fire Inspector. This is a preliminary list of items that would need to be addressed. Sincerely, 40*7 4ac.����. Chief Building Official/Zoning Administrator www.ci.monticello.mn.us CITY OF Mont e o June 24, 2024 Re: Mastercraft Concept City Project # 2023-46 OFFICE:763-295-2711 FAX:763-295-4404 505 Walnut Street Suite 1 I Monticello, MN 55362 The Engineering Department has reviewed the Preliminary Plans dated 6/6/24 as prepared by Bogart Pederson and offers the following comments: General Comments 1. An NPDES/SDS Construction Storm Water General Permit (CSWGP) and SWPPP shall be provided with the grading permit or with the building permit application for review prior to any construction if 1 acre or more will be disturbed. 2. Follow city Design manual for stormwater design, if 1 acre or more of new or fully reconstructed impervious is created a stormwater report will be required. 3. Tracer wire shall follow Appendix D of the Monticello specifications (https://www.ci.monticello.mn.us/DocumentCenter/View/881/Appendix-D-Tracer- Wire) 4. The building department will review required fire hydrant location(s) and emergency vehicle access/circulation. Fire truck circulation will need to accommodate the City's ladder truck, provide an exhibit showing turning movements when building plans are available. S. Streets, parking lots, and utilities shall be designed in accordance with the applicable City Subdivision Ordinances and the City's General Specifications and Standard Details Plates for Street and Utility Construction. 6. Plans shall include the required notes from the design manual #10 required notes on page 3(https://www.ci.monticello.mn.us/DocumentCenter/View/121/Design-Manual--- Plan-Requirements-and-Design-Guidelines-PDF) 7. Show all easements on construction plan set. Future building appears to be encroaching into drainage easement. 8. Perimeter curb is required around the parking lot, ribbon curb is acceptable. 9. Provide pretreatment for infiltration basin (if basin is required) meeting MPCA requirements 10. Shift trees and fence from North property line to not obstruct drainage ditch. 11. ROW permit will be required when connecting to utilities across Fallon. Detour plan will be required to be submitted by contractor. 12. Provide pipe sizing calculations for storm pipe under parking lot. 13. It should be noted that future assessments are proposed for street and utility improvements along Fallon Ave in accordance with the City's assessment policy. The City is not responsible for errors and omissions on the submitted plans. The owner, developer, and engineer of record are fully responsible for changes or modifications required during construction to meet the City's standards. www.ci.monticello.mn.us CITY OF OFFICE:763-295-2711 FAX:763-295-4404 Mont e O 505 Walnut Street Suite 1 I Monticello, MN 55362 Please have the applicant provide a written response addressing the comments above. Please contact the Engineering Department with any questions. Sincerely, V, 2 t Ryan Melhouse Assistant City Engineer www.ci.monticello.mn.us Planning Commission Agenda — 07/02/2024 2C. Public Hearine - Consideration of a D ment Stage Permit for the Pointes at Cedar District for proposed Commercial Lodging and Restaurants as Principal Uses in the Populus Sub -District; Variance to 15-foot minimum setback to property line abutting a public right-of-way for a freestanding sign. Applicant: Ted Thompson o/b/o Monticello Hospitality Group LLC Prepared by: Meeting Date: Council Date (pending Stephen Grittman, Grittman 07/02/2024 Commission action): Consulting, City Planner 07/22/2024 Additional Analysis by: Community Development Director, Assistant City Engineer, Chief Building Official ALTERNATIVE ACTIONS Decision 1: Administrative Lot Combination, combining Lots 3 and 4, Deephaven 3 into a single parcel 1. Motion to adopt Resolution No. PC-2024-29 recommending approval of an Administrative Lot Combination, combining Lots 3 and 4, Deephaven 3 into a single parcel, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-29 recommending approval of an Administrative Lot Combination, combining Lots 3 and 4, Deephaven 3 into a single parcel, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-29. Decision 2: Consideration of a Conditional Use Permit for Development Stage Permit for the Pointes at Cedar District for proposed Commercial Lodging and Restaurants as Principal Uses in the Populus Sub -District. 1. Motion to adopt Resolution No. PC-2024-30 recommending approval of a Conditional Use Permit for Development Stage PCD Permit subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-30 recommending approval of a Conditional Use Permit for Development Stage PCD Permit based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-30. Planning Commission Agenda — 07/02/2024 Decision 3: Variance to 15-foot minimum setback to property line abutting a public right-of- way for a freestanding sign. 1. Motion to adopt Resolution No. PC-2024-31 approving a Variance to 15-foot minimum setback to property line based on findings in said resolution. 2. Motion to deny Resolution No. PC-2024-31 approving a Variance to 15-foot minimum setback to property line, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-31. REFERENCE AND BACKGROUND Property: Legal Description: Lots 3 & 4, Block 1, Deephaven 3 PID #: 155278001040and 155278001030 Planning Case Number: 2024-29 Request(s): 1. Administrative Lot Combination 2. Conditional Use Permit for Pointes at Cedar Development Stage Permit 3. Variance to setback, free-standing signage Deadline for Decision: August 13, 2024 (60-day deadline) October 12, 2024 (120-day deadline) Land Use Designation: Commercial and Residential Flex Zoning Designation: PCD, Pointes at Cedar District Overlays/Environmental Regulations Applicable: NA Current Site Uses: Vacant Commercial Surrounding Land Uses: North: B-3 Commercial East: Commercial/Industrial South: Multi -Family Residential West: PCD Commercial Pj Planning Commission Agenda — 07/02/2024 Project Description: The applicant proposes a mixed commercial project on the subject property, consisting of a hotel, full -service restaurant complex (including meeting room space), and a quick -service restaurant facility on the west end of the building. All three business entities, though separate, are within a single attached building. The property consists of approximately 3.6 acres and is currently platted as two separate parcels. The applicants are also pursuing a combination of the lots into a single building site, a variance to the required minimum setback for a proposed free-standing monument sign, and a vacation of the internal drainage and utility easements as companion applications. The vacation of easements will be considered by Council following a public hearing. The proposed project is in the PCD, Pointes at Cedar Zoning District, which is designed to encourage a mix of residential and commercial uses. At the north and west boundaries of the district, commercial uses are expected to dominate. The proposed site sits at the northern boundary of the district, within the Populus sub -district of the PCD, at the intersection of Chelsea Road and Edmonson Avenue NE. As a component of the PCD zoning, the project is designed to coordinate with surrounding development for access, parking, and pedestrian systems related to the public spaces to be created in the district. The proposed project would gain its principal access from Chelsea Road on the north but will incorporate shared access from Edmonson with the adjoining multi -family project (Deephaven Apartments) and to Cedar Street via an existing internal private roadway. The project was presented at a joint Planning Commission/City Council Concept Review workshop in April. There was still some uncertainty at that meeting as to the extent and timing of the various component uses. Originally, the quick -service restaurant had not been included as an aspect of the project, however, there was additional undeveloped land at the west edge of the site. The applicants have supplemented the Development Stage Permit plan by incorporating the quick -service restaurant into the combined building, adding some parking to the westerly portion of the property, and clarifying the development of a public trail component on the western -most edge of the site. Finally, the applicants have included additional signage information in the Development Stage Permit material. The proposal includes a monument sign that will identify the hotel entrance from the Chelsea Road access point. This sign is proposed to be setback from the right of way approximately 6 feet, rather than the required 15 feet per City regulations. The applicants are seeking a variance for that proposed sign. The hotel would also rely on wall signage for broader identification, taking advantage of the proposed building height of 4 stories. The site users are also pursuing a potential option that would forgo separate freestanding signage in consideration of a Pointes at Cedar entry gateway, off -site at the southeast corner of Cedar Street and Chelsea Road. That concept could be incorporated into land that the City Planning Commission Agenda — 07/02/2024 reserved from the original plat for purposes of entry monumentation for the Pointes project area. This concept is not fully developed, but if realized, the restaurants would otherwise rely on wall signage for identification. ANALYSIS As noted, the applicant proposed a concept review of this project that was presented to a joint Planning Commission/City Council workshop in April of this year. Comments from Council, Commission, and staff were positive with regard to land use and consistency with both Comprehensive Plan goals for the site, as well as the development expectations for the property. Development details were the primary feedback, along with adherence to the City's general zoning standards. PCD Land Uses and Design Requirements The Pointes at Cedar District was designed to create a flexible zoning approach based on the goals, objectives, and design direction included in the Pointes at Cedar Small Area Plan. The Ordinance identifies the purpose of The Pointes at Cedar District as follows: The purpose of The Pointes at Cedar District (PCD) is to implement the goals, policies and specific design requirements of The Pointes at Cedar Small Area Plan (SAP), a chapter of the Monticello 2040 Comprehensive Plan. In accordance with the SAP, the PCD ordinance establishes three subdistricts. Each subdistrict with its specific uses and development expectations are clustered around a separate pool of The Pointes at Cedar lake and its public spaces. Each subdistrict's public and private improvements are intended to be developed in accordance with the applicable "biome" concept as identified in The Pointes SAP. Architecture, la] Planning Commission Agenda — 07/02/2024 landscape architecture, and all site elements are to be designed and constructed in consistency with the biome theme within which the site is located. The three subdistricts are: • Populus: Reflects Northern Minnesota coniferous forest areas • Tilia: Reflects Central Minnesota's Big Woods and more heavily populated/developed regions • Quercus: Reflects Southwestern Minnesota's prairie and oak savanna Project proposals must demonstrate how they advance the goals of the SAP and the PCD District as a precondition of successful consideration. A finding by the City Council that the proposed development activity is inconsistent with the Pointes at Cedar Small Area Plan (SAP), or with this Ordinance, is grounds for denial of any application for such development. It is the exclusive role of the City Council, with consideration of recommendation and analysis from various advisory bodies of the City, including City staff, to determine whether a development proposal reaches the requirement of consistency with The Pointes SAP and this ordinance. The proposed project lies within the Populus subdistrict of the PCD. Building materials and design, landscape components, and other features are required to reflect a northern Minnesota environment. The Pointes planning documents focus on a variety of commercial uses that support the vitality and use of the district, specifically including hospitality and similar uses that will both capitalize on, and contribute to, visits to the area. The proposed hotel and restaurant uses are well - aligned with the Pointes at Cedar intent and goals. In regard to site design, the project designers have chosen a variety of stone and wood timber building elements, alternative pavements, and a landscape that includes northern forest plant selections and boulder outcrops. Those building and site development components are consistent with the intent of the Northern (Populus) Biome. Development Stage Permit (CUP) Site Planning. The site plan relies on its principal access from Chelsea Road, which will be a "right -in, right -out" access, given the median in the Chelsea Road right of way. The City Engineer has provided comment on the configuration requirements of Chelsea Road as related to this access point. Additional access will come through a new, shared access drive along the south edge of the property from Edmonson which will connect to both the parking areas for the proposed project. Planning Commission Agenda — 07/02/2024 A Conditional Use Permit for cross access was previously granted with the platting of Deephaven 3 to allow the shared access between the Lot 1, Block 1 of Deephaven (multi -family lot) with the commercial lots platted as part of the Deephaven 3 plat. This access also connects with the internal driveway system that serves the Deephaven Apartments. That driveway system also provides westerly access to Cedar Street. The applicant will be required to verify and amend as necessary the existing cross access documents supporting the new legal descriptions of property. The site layout incorporates a single building with connected spaces for the 98-room hotel on the east, the full -service restaurant in the middle, and a quick -service restaurant at the west end of the building. There are no drive -through facilities planned for the project. Parking facilities and landscape areas for the project surround the building, which also includes a covered porte cochere area for the hotel entry. In conformance with The Points at Cedar's direction, the site plan includes patio seating areas on the south side of the hotel building, and along the north side of the restaurant complex. Pedestrian Access. The Development Stage plans show a public trail along the west boundary of the site, which will provide access from Cedar Street south through the Deephaven residential site, eventually leading to the public spaces planned as a part of the Pointes at Cedar development district. This trail is viewed as an important site plan enhancement, creating another connection point into the central Pointes area from both Chelsea Road and this project. A public easement is required to be executed to dedicate this connection. Sidewalk currently extends along Chelsea Road serving this project to the east and to the west. The plans shows additional required pedestrian facilities along Edmonson Avenue, which will extend to the south past Deephaven and to other areas of the PCD. The sidewalk is required to be constructed with this project. Under the development contract for Deephaven, the underlying property owner and developer of Deephaven is required to complete a half -street reconstruction of Edmonson Avenue no later than 2025, which shall include this sidewalk. Internally, the applicants provide connection to the Chelsea Road sidewalk through the porte cochere entry point, as well as to a southerly connection to the Deephaven site. Staff would suggest an additional pedestrian connection to the public pathway on the west directly to the restaurant portion of the complex. Pedestrian or bicycle traffic from the west will otherwise cross through landscaped areas to access the restaurants and vice versa. Parking. The site plan has been designed to provide a total of 235 parking spaces for the combined facility. The hotel parking requirement would be approximately 110 spaces, while the restaurant spaces (including the event space) would result in a demand of approximately 120 spaces, a total site requirement of 230 parking spaces. There will be some shared parking and 11 Planning Commission Agenda — 07/02/2024 overlap between the uses. As such, parking should be sufficient to serve the facility without concern for overflow issues. In addition to the private cross access agreements noted earlier, the PCD zoning district requires that all parking be shared with the public. As such, the applicant is required to execute a shared public parking and access easement for the parking on site. Landscape. The applicants have provided a landscape plan that includes significant planted spaces surrounding the hotel site which are consistent with the species expectations for the Populus sub -district of the PCD, as well as the use of boulder and stone accents in the landscape and on the building, and material accents such as wood timbers that complement the intent of the PCD for this area. The site includes some perimeter tree planting, but two areas of the plan would benefit from additional focus. The plans show a continuous paved area in front of the restaurant complex with no green spaces or planting areas. A portion of that space is devoted to patio seating, however, the bulk of the space is pavement only. This area should be considered for additional planting. Staff recommends introducing some pine tree planting sites, particularly red pine and white pine, reflecting the northern Minnesota biome, and complementing the theme of the restaurant. In addition, incorporating the boulder accents proposed for the hotel building area would further the general themes of the district. The second area that should receive additional attention is the south boundary where the parking field adjoins the Deephaven Apartments' parking. This area shows no planting but should be supplemented with buffering landscape. Pine and Spruce trees, as shown in other areas of the site, would help enhance this edge, and create a buffer between the active commercial and residential land uses. Finally, staff would recommend that some of the species shrub selections for the entire site include more evergreens to add both winter interest and variety. The plan shows just 6 arborvitae shrubs on the site. Juniper varieties would be a suitable additional shrub selection for the area. As a project within The Pointes, on -going compliance and maintenance with the approved landscaping plan will be a condition of approval. Building Design/Materials. Building materials for the hotel -meeting -restaurant complex are consistent with the City's architectural and materials requirements, and with similar commercial buildings found in other areas. The applicants have proposed the use of colors and materials on both portions of the combined structure that are consistent with the intent of the PCD and this northern biome subdistrict. 7 Planning Commission Agenda — 07/02/2024 There is a notable use of timber and stone that is well suited to the PCD requirements, and the addition of boulders and landscape materials noted above should be fully consistent with the zoning district expectations. The applicant has not provided rear and side elevations for the restaurant area of the building. The applicant is required to provide updated elevations for review prior to the City Council consideration. These elevations are to be consistent with the materials and detailing required for the Populus sub -district. Further, the elevation drawings are required to be updated to detail material specifications in compliance with the PCD ordinance. A trash enclosure is shown at the rear of the restaurant area. No detail has been provided for the enclosure. Detail for the enclosure demonstrating compliance with code requirements and the building materials is a condition of approval. Floor Area Ratio. The desire to increase the floor area ratio was noted at the concept review. The applicants have increased floor area ratio for the site with the addition of the quick -service restaurant. The PCD includes FAR (Floor Area Ratio) requirements for commercial uses in the Pointes at Cedar. The FAR requirements vary by location (park/lake frontage v. district exterior frontage), and by building type (single-, two, or three+ -story buildings). In addition, the district accommodates a plan -specific determination for mixed use projects in the PCD. In this case, the subject property is a component of the Deephaven plat development, which initially created the residential project south of this site and reserved the Cedar and Chelsea frontage sites for commercial use. With a mix of single- and multi -story buildings on this site, the FAR is calculated as an average. The Pointes at Cedar District permits the City to factor in the mixed -use design to establish the FAR for this project. With that flexibility, the FAR will be set by the Development Stage permit. Staff finds the FAR for this project to be consistent with the intent for development within the Pointes, especially given the uses for this site, which are directly supported by the SAP and zoning. Signage/Setback Variance. For the Hotel, a single monument sign is proposed in terms of free- standing signage. The applicants are seeking a variance to accommodate a lesser setback than the current 15 foot setback from property line. The applicants have proposed a modest monument sign at the primary Chelsea Road entrance, with a setback of approximately 6 feet. The proposed sign is shown conceptually, at approximately 8 feet in height and 12 feet in width — 96 square feet for the entire structure, including the base. To meet the 15 foot setback, the back edge of the sign would extend into the circulation/driveway area — even though the proposed sign is not out of character for commercial signage. Moreover, it would be entirely obscured from view by parked vehicles and landscaping. When considering variances, the City is required to find that there are unique circumstances on the subject property that interfere with putting the property to reasonable use. In the case of H., Planning Commission Agenda — 07/02/2024 signage, reasonable use is effective visibility and communication with passing traffic. The City's signage objectives are favorably skewed toward monument signage, rather than individual pole or similar freestanding signs. However, the configuration of the site for a monument sign meeting the required setback would defeat this objective. Staff supports the variance for this purpose, and indeed would support an amendment that permits monument signs to be located closer to the front property lines, as this applicant's sign is proposed. For free-standing signage for the restaurant, there is a consideration for accommodating an off - site gateway identification as a part of the Pointes at Cedar development area. This concept is not yet fully realized but could facilitate better sign visibility for the restaurant proposal. For commercial buildings in the PCD, wall signs are the preferred sign display method. The hotel illustrates wall signs near the top of the four-story building, all well below the standard maximum allowance. Additional sign detail will be required for both the full -service and quick - service restaurants, to be compliant with the zoning ordinance and Pointes at Cedar requirements. Lighting. Additional lighting information is required as a condition of Development Stage PCD approval. Particularly sensitive will be lighting of the building and parking areas adjacent to the residential uses to the south and compliance with PCD zoning standards. Lot Combination The applicant is proposing to combine the existing Lots 3 and 4 of the plat of Deephaven 3 into a single development parcel. As fully compliant existing lots of record, the applicant is requesting an administrative lot combination rather than plat. Such combinations are allowed as exception to platting under the City's subdivision ordinance. Staff believes the combination is acceptable, subject to the comments and acceptance by Wright County for recording. To facilitate the combination, the property owner has requested the City vacate the drainage and utility easement lying along the lot line between the two parcels, leaving the perimeter easements in place. STAFF RECOMMENDED ACTION Staff recommends approval of the Development Stage PCD Permit, as well as the variance to monument sign setback, reducing the required setback from 15 feet to 6 feet. The proposed uses are in direct alignment with The Pointes at Cedar District and the site and building plans are consistent with expectations for the PCD, providing landscaping, patio and pedestrian enhancements to reflect PCD requirements. Staff's recommendation is contingent on compliance with the conditions in Exhibit Z. Planning Commission Agenda — 07/02/2024 SUPPORTING DATA A. Resolution PC-2024-029, Administrative Lot Combination B. Resolution PC-2024-30, Conditional Use Permit for PCD Development Stage Permit C. Resolution PC-2024-31, Variance to Sign Setback D. Aerial Site Image E. Applicant Narrative F. Certificate of Survey and Lot Combination Exhibit G. Plans, Including: a. Site Plan b. Preliminary Floor Plans c. Exterior Renderings d. Hotel Exterior Elevations e. Exterior Materials Description H. Civil Plans, Including: a. Civil Plan b. Standard Notes & Specifications c. Standard Details d. Grading Plan e. SWPPP f. Utility Plan g. Paving Plan I. Stormwater Report J. Monument Sign Detail K. Plat of Deephaven 3 L. Excerpts, Pointes at Cedar Zoning Ordinance M. Excerpts, Subdivision Ordinance N. Concept Stage Review Minutes O. City Engineer's Letter, dated June 27, 2024 P. City Building Official's Letter, dated June 20, 2024 Z. Conditions of Approval 10 Planning Commission Agenda — 07/02/2024 EXHIBIT Z Conditions of Approval Conditional Use Permit for Development Stage Permit Lots 3 and 4, Deephaven 3 1. Provide an easement for public access over the trail along the west boundary of the site. 2. Provide an easement for public parking and access over the site parking areas. 3. Amend and execute as required any required cross -access and cross -parking agreements required for the site and adjoining parcels. 4. Provide updated elevation plans for the full extent of the building which include all facades, details all materials, and which are consistent with the materials requirements of The Pointes at Cedar District. 5. Provide additional signage detail regarding the proposed monument sign at the Chelsea entrance. 6. No freestanding (pole -mounted) signs shall be allowed on the site related to the hotel project. 7. Continue to work with the City on development of a common entry gateway incorporating identification signage for businesses in the district. 8. Supplement the landscaping plan with additional planting in the front paved areas of the restaurant portion of the building, with a focus on red and white pine plantings. 9. Supplement the landscaping plan with additional evergreen shrub plantings throughout the site. 10. Supplement the landscaping plan with additional pine and spruce tree plantings along the south boundary of the site to buffer the commercial parking areas from the Deephaven residential site. 11. Supplement the landscaping plan with the use of boulders in the restaurant areas, similar to those on the hotel side of the site. 12. Continued and on -going compliance with the approved landscaping plan is required. 13. Add a pedestrian connection from the public trail/sidewalk to the restaurant side of the facility. 11 Planning Commission Agenda — 07/02/2024 14. Complete the pedestrian path along Edmonson per City requirements. 15. Provide detail for the trash enclosure; the enclosure materials are required to be consistent with the building materials. 16. Provide lighting plans and specifications consistent with The Pointes at Cedar ordinance. 17. The administrative lot combination is subject to review and recording by Wright County. Should the County decline the combination, a plat will be required. 18. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024. 19. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 20. Comments and recommendations of other Staff and Planning Commission. 12 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�*f [@ RESOLUTION NO. PC 2024-29 RECOMMENDING APPROVAL OF A AN ADMINISTRATIVE LOT COMBINATION LOTS 3 AND 4, BLOCK 1, DEEPHAVEN 3RD ADDITION WHEREAS, the applicant is seeking development approval in the Pointes at Cedar District, among other concurrent applications, for two parcels of currently undeveloped land; and WHEREAS, the proposed development would incorporate opportunity for hospitality and related commercial uses and directly associated accessory uses as allowed in the proposed Pointes at Cedar zoning district; and WHEREAS, the subject property encompasses two platted parcels of land in the same plat; and WHEREAS, the combination of the lots facilitates a more cohesive development; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Commercial -Residential Flex; and WHEREAS, the Planning Commission has reviewed the application for the Administrative Combination pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd, 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the PCD, Pointes at Cedar District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan and the Points at Cedar Small Area Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed development accommodates additional public and private improvements, including pedestrian facilities, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed development accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details, as supplemented in further submissions, meet the intent and requirements of the applicable subdivision regulations. 7. The proposed PCD Development Stage Permit is not anticipated to negatively impact surrounding residential properties. 8. Approval of the development will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed Administrative Lot Combination be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. Provide an easement for public access over the trail along the west boundary of the site. 2. Provide an easement for public parking and access over the site parking areas. Amend and execute as required any required cross -access and cross -parking agreements required for the site and adjoining parcels. 4. Provide updated elevation plans for the full extent of the building which include all facades, details all materials, and which are consistent with the materials requirements of The Pointes at Cedar District. 5. Provide additional signage detail regarding the proposed monument sign at the Chelsea entrance. 6. No freestanding (pole -mounted) signs shall be allowed on the site related to the hotel project. 7. Continue to work with the City on development of a common entry gateway incorporating identification signage for businesses in the district. 8. Supplement the landscaping plan with additional planting in the front paved areas of the restaurant portion of the building, with a focus on red and white pine plantings. 9. Supplement the landscaping plan with additional evergreen shrub plantings throughout the site. 10. Supplement the landscaping plan with additional pine and spruce tree plantings along the south boundary of the site to buffer the commercial parking areas from the Deephaven residential site. 11. Supplement the landscaping plan with the use of boulders in the restaurant areas, similar to those on the hotel side of the site. 12. Continued and on -going compliance with the approved landscaping plan is required. 13. Add a pedestrian connection from the public trail/sidewalk to the restaurant side of the facility. 14. Complete the pedestrian path along Edmonson per City requirements. 15. Provide detail for the trash enclosure; the enclosure materials are required to be consistent with the building materials. 16. Provide lighting plans and specifications consistent with The Pointes at Cedar ordinance. 17. The administrative lot combination is subject to review and recording by Wright County. Should the County decline the combination, a plat will be required. 18. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024. 19. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 20. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 211 day of July, 2024 by the Planning Commission of the City of Monticello, Minnesota. �L�7►��[y���il»_1►1�11►LeIKiI► I �l[.Y.y[�7►1 -32 ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�*f [@ RESOLUTION NO. PC 2024-30 RECOMMENDING APPROVAL OF A CONDITIONAL USE PERMIT FOR DEVELOPMENT STAGE APPROVAL IN THE POINTES AT CEDAR DISTRICT LOTS 3 AND 4, BLOCK 1, DEEPHAVEN 3RD ADDITION WHEREAS, the applicant is seeking a Development Stage Permit approval in the Pointes at Cedar District, among other concurrent applications, for of currently undeveloped land; and WHEREAS, the proposed development would incorporate opportunity for hospitality and related commercial uses and directly associated accessory uses as allowed in the Pointes at Cedar zoning district; and WHEREAS, the PCD provides for a hotel and restaurant business uses, on a single development parcel, and utilizes existing right of way for access to and from the PCD business(es); and WHEREAS, the PCD incorporates a series of development standards that the applicant will meet with the submitted, or supplemental, plans and documents; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Commercial -Residential Flex; and WHEREAS, the Planning Commission has reviewed the application for the Development Stage PCD pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on July 2nd, 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the PCD, Pointes at Cedar District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan and The Pointes at Cedar Small Area Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed development accommodates additional public and private improvements, including pedestrian facilities, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed development accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details, as supplemented in further submissions, meet the intent and requirements of the applicable zoning regulations. 7. The proposed PCD Development Stage Permit is not anticipated to negatively impact surrounding residential properties. 8. Approval of the development will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed Development Stage Permit be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. Provide an easement for public access over the trail along the west boundary of the site. 2. Provide an easement for public parking and access over the site parking areas. Amend and execute as required any required cross -access and cross -parking agreements required for the site and adjoining parcels. 4. Provide updated elevation plans for the full extent of the building which include all facades, details all materials, and which are consistent with the materials requirements of The Pointes at Cedar District. 5. Provide additional signage detail regarding the proposed monument sign at the Chelsea entrance. 6. No freestanding (pole -mounted) signs shall be allowed on the site related to the hotel project. 7. Continue to work with the City on development of a common entry gateway incorporating identification signage for businesses in the district. 8. Supplement the landscaping plan with additional planting in the front paved areas of the restaurant portion of the building, with a focus on red and white pine plantings. 9. Supplement the landscaping plan with additional evergreen shrub plantings throughout the site. 10. Supplement the landscaping plan with additional pine and spruce tree plantings along the south boundary of the site to buffer the commercial parking areas from the Deephaven residential site. 11. Supplement the landscaping plan with the use of boulders in the restaurant areas, similar to those on the hotel side of the site. 12. Continued and on -going compliance with the approved landscaping plan is required. 13. Add a pedestrian connection from the public trail/sidewalk to the restaurant side of the facility. 14. Complete the pedestrian path along Edmonson per City requirements. 15. Provide detail for the trash enclosure; the enclosure materials are required to be consistent with the building materials. 16. Provide lighting plans and specifications consistent with The Pointes at Cedar ordinance. 17. The administrative lot combination is subject to review and recording by Wright County. Should the County decline the combination, a plat will be required. 18. Compliance with the terms of the City's Engineering Staff letter dated June 27, 2024. 19. Compliance with the terms of the City Building Official's letter dated June 20, 2024. 20. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 2nd day of July, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION :a FA19:.119 Paul Konsor, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2024-31 APPROVING A VARIANCE TO THE REQUIRED SETBACK FOR A MONUMENT SIGN IN THE PCD, POINTES AT CEDAR DISTRICT WHEREAS, the applicant is requesting a variance to the setback requirements for a monument sign in the PCD, Pointes at Cedar District to shift the sign into the required setback; and WHEREAS, the zoning ordinance currently requires, subject to potential amendment, a setback for signs that requires such signs to be setback from the right of way at least 15 feet; and WHEREAS, the proposed sign is designed to mark the entrance to the site from the public street; and WHEREAS, the applicant is seeking the location to increase visibility of the sign from the street, which would otherwise be screened by parked vehicles if located to meet the required setback; and WHEREAS, the proposed sign is much smaller in size that otherwise could be developed and the site relies primarily on wall signage for visibility to the surrounding area; and WHEREAS, the proposed sign will not obstruct traffic visibility for vehicles on the street or leaving the site at the driveway location; and WHEREAS, the applicant's use is not expected to create negative impacts or interference with the other commercial uses of the property; and WHEREAS, the Planning Commission held a public hearing on July 2nd, 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution; and WHEREAS, the Planning Commission of the City of Monticello makes the following Findings of Fact in relation to the approval of the variance: 1. The applicant has demonstrated practical difficulties in using the property in a reasonable manner, due to the lack of visibility of a property located sign, which is the purpose of commercial signage. 2. The existing parcel is of otherwise sufficient size and area to accommodate the proposed use. 3. The proposed sign is more consistent with the City's intent to moderate large sign displays in favor of building architecture and wall or monument signage, and with the intent of The Pointes at Cedar District. 4. The proposed sign will not be inconsistent with area uses, nor create interference due to size and hours/days of operation. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota, that the requested variance is approved based on the conditions provided in Exhibit Z of the referenced staff planning report, as follows: 1. Provide additional signage detail regarding the proposed monument sign at the Chelsea entrance. 2. No freestanding (pole -mounted) signs shall be allowed on the site related to the hotel project. 3. Any additional recommendations of other Staff or Planning Commission. ADOPTED this 2nd day of July, 2024, by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION Paul Konsor, Chair ATTEST: Angela Schumann, Community Development Director Consideration of a Conditional Use Permit for Development Stage Permit PID: 155-278-001030, 155-278-001040 Lots 3 & 4, Blk 1 Deephaven 3 Created by: City of Monticello Fairfield Inn and Suites City of Monticello Pointes at Cedar Submittal Lot Combination Submital EXECUTIVE SUMMARY GoodNeighbor Properties is excited to propose the development of a 98 room Fairfield Inn and Suites and a Branded 130 seat Restaurant on property in The Pointes at Cedar District. The hotel's owner, Monticello Hospitality Group, LLC., will bring Monticello its first Marriott brand hotel. The four-story hotel will feature 98 rooms, an indoor pool, meeting space, exercise area, and breakfast dining space for guests. The Hotel project will be situated on the southwest quadrant of the intersection of Chelsea Road and Edmonson Ave. Launched in 1987, Fairfield Inn & Suites by Marriott is designed for today's traveler who is looking to be productive on the road, whether for business or leisure. In addition to complimentary Wi-Fi and breakfast, Fairfield Inn & Suites offers thoughtfully designed rooms and suites that provide separate living, working, and sleeping areas. With more than 700 properties throughout the United States, Canada and Mexico, Fairfield Inn & Suites hotels participate in the award -winning Marriott Rewards' frequent travel program that allows members to earn hotel points or airline miles for every dollar spent during each stay. Fairfield Inn's rustic roots are a perfect fit for the Pointes at Cedar Populus District. The development team has worked at length with Marriott to make subtle tweaks to exterior design to fully embrace the "Up North" feel of the Populus District by including the following building elements and exterior finishes: • Modification of Porte Cochere design to include glulam timber structural elements • Use of stone accent walls near entrances • Incorporating stone outcroppings in landscape elements • Use of Coniferous plantings as well as Aspen species for tree plantings • Adjacent restaurant development also utilizes natural stone elements on building exterior as well as a Timber Frame structure at entrance and patio area. PROJECT CONTACTS Owner/Developmer: Rob Thompson Ted Christianson Monticello Hospitality Group - Managing Member Monticello Hospitality Group - Managing Member rob.thompson@gnproperties.net ted.christianson@gnproperties.net 612-812-1563 701-361-3734 AEC Team Cl Construction — Developer/CM/Owner Rep Ted Thompson - Project Executive - ted.thompson ciconstruction.com Tanek — Architectural Ken Piper - Principle - kpiper@tanek.com Tim VanHouten - Project Manager - tvanhouten@tanek.com Elisa Richardson - Project Architect - erichardson@tanek.com Schultz Engineering and Site Design - Civil Brian Schultz - Professional Civil Engineer - schultzeng@live.com ERA Structural Engineering —Structural Matt Kahle - Client Lead - mkahle@eraeng.com Michaud Cooley Erickson — MEP Thomas Torborg - Project Manager - ttorborg@michaudcooley.com We kindly thank the City of Monticello for their attention to our submission. We look forward to delivering a development that makes the community proud and brings positive synergy with the surrounding developments and local businesses. Respectfully, Rob Thompson and Ted Christianson GoodNeighbor Properties I I I I I I I I 0 r 0 M N 7 - - - - -------- I I — — — — L— — — — — - \�-Ingress and Egress Easement per Doc. No 1433685 I i - - - ------------------------------------- - - -1 I I ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE WRIGHT COUNTY COORDINATE SYSTEM NAD 83 (2007 ADJ.) Drainage and utility easements as dedicated on the underlying plat are shown thus: Rear lot line N N 66 Side I lot I I line --_J L-- Public way Being six feet in width and adjoining side lot lines and being 12 feet in width and adjoining public ways and rear lot lines, unless otherwise indicated on this plat. , , , �/, •• •••• •• • • • • • • • • • • • •••• • • ••,• •••••: et • •••• •e• , — — — — — — 0 30 60 SCALE IN FEET CHELSEA ROAD -- C 000 A7' 7A" W AAA nr; ---- PROPERTY BOUNDARY MONUMENT LEGEND O SET IRON PIPE WITH CAP STAMPED "DELEO 40341" • FOUND IRON MONUMENT rNO. REVISIONS SINCE INITIAL DATE OF DATE 1120Industnel Park Road Bralnera; MN 58401 218-8295333 K__ 13 North 11 th Avenue LD St Cloud, MN 56303 320-259-1288 Legal Description Lots 3 Et 4, Block 1, DEEPHAVEN 3, Wright County, Minnesota. I HEREBY CERTIFY THAT THIS PLAN, SURVEY, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED LAND SURVEYOR UNDER THE LAWS OF THE STATE OF MINNESOTA. KRAMER LEAS DELEO SURVEYING • ENGINEERING • PLANNING Signature: QI>7�t S R A I N E R D S T. C L G U D Samuel J. DeLeo, MN License No. 40341 PROJECT NO. CICON2401 04/01/2024 Date i W cr_ ceft Ln .»..«.... .t CHELSEA ROAD i00 I ' i i �- - 20 foot wide Permanent Easement t for drainage and utility purposes I per Doc. No. 697451 ; — I I i I 100 -Not tangent I � � I � i M i o I S I Q I g I Cr. O I I V I I p �- 20- - I 83 CERTIFICATE OF SURVEY Property Boundary Survey C.I. Construction PIDs: 155-278-001030 &t 155-278-001040 City of Monticello, County of Wright, State of Minnesota Located in Section 14, Township 121 North, Range 25 West V RIM= 963.31 INV= 959.38 , A. , - - - - - - --- --- --- --- - -- - -- - -- II11 RIM= 964.24 ' RIM= 964.21- - _ G INV= 958.14 ; I NV= 952.61 ST - - - -� i- - --- ----- - Ln ST—————-- Ingress and Tess Easement I A433hR5 I i ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE WRIGHT COUNTY COORDINATE SYSTEM NAD 83 (2007 ADJ.) 0 30 60 SCALE IN FEET Drainage and utility easements as dedicated on the underlying plat are shown thus: Rear lot line -=-166r=- Side lot I I line - — 616 Public way Being six feet in width and adjoining side lot lines and being 12 feet in width and adjoining public ways and rear lot lines, unless otherwise indicated on this plat. Legal Descriptions Existing PID: 155-278-001030 Lot 3, Block 1, DEEPHAVEN 3, according to the recorded plat thereof, Wright County, Minnesota. Existing PID: 155-278-001040 Lot 4, Block 1, DEEPHAVEN 3, according to the recorded plat thereof, Wright County, Minnesota. Proposed Description for Combined Lots: Lot 3 and Lot 4, Block 1, DEEPHAVEN 3, according to the recorded plat thereof, Wright County, Minnesota. PROPERTY BOUNDARY MONUMENT LEGEND O SET IRON PIPE WITH CAP STAMPED "DELEO 40341" • FOUND IRON MONUMENT rNO. REVISIONS SINCE INITIAL DATE OF DATE 11201ndustnelParkRoad I HEREBY CERTIFY THAT THIS PLAN, SURVEY, OR REPORT Brainerd MN5sa01 WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION 218-8295333 AND THAT I AM A DULY REGISTERED LAND SURVEYOR K-- 13North 11thAvenue UNDER THE LAWS OF THE STATE OF MINNESOTA. LD St Cloud, MN 56303 320-259-1288 K R A M E R LEAS D E E p /V l�LGO 6/25/2024 SURVEYING ENGINEERING PLAA c� NNING Signature: Qh'rt S R A I N E R D S T. C L G U D Samuel J. DeLeo, MN License No. 40341 Date PROJECT NO. CICON2402 1rp �—I 83 .«..«.... .t CERTIFICATE OF SURVEY Survey to Combine Lots C.I. Construction PIDs: 155-278-001030 Et 155-278-001040 City of Monticello, County of Wright, State of Minnesota Located in Section 14, Township 121 North, Range 25 West oil . z 235 PAWING STALLS (8 of WHICH ARE n, ADA ACCESSIBLE) 18 n W !J- 19 19 19 W"WWWO."W' 24 -' 12 12 II � .'•3 Zyt7 31i{ I I24I-0I 24 4 PATIO; ATIN WWW RESTAURANTS W 1-STORY BUILDING L AF1 ROX. 20-0" IN WEIGHT XIT W W 11,633 SQ FT FOOTPRINT C .0 W . F•i W W W W W � W _ LL C N31(01-111 , i'22 TO PROPERTY LINE .WWW.WWW.. O N T 00- 0 TALL -MOUNTED SIGN, LVL 04 ION S1TE FLAN 1" = 30-0" HOTEL 4-STORY BUILDING: APPROX. 54' -0" IN HEIGHT W-ROOMS 15,501 SQ FT FOOTPRINT 5iTE AND 51JI L IDIN INFOIAT I ON SIZE PERCENTAGE OF NOTES SITE TOTAL SITE AREA 15i,389 SQ. FT IMPERVIOUS ; 130051 SQ. FT. • 83.190 PERVIOUS f 26,538 $a FT. f 1(0.99- NOTE: Ndr fBEIRS NIAY C�­IANGE SLIGHTLY AS SIDEWALKS AIRE FINALIZED BUILDING SIZE PERCENTAGE OF FLOORS SITE BUILDING FOOTPRINTS HOTEL 15,501 SQ. FT. 13Z90 4 FLOORS RESTAURANTS %291 SQ. FT. 12% 1 FLOOR LINK 342 SQ. FT. 02% 1 FLOOR TOTAL 21,140 SQ. FT. 112% g A - SITE LIGHTING POLE FIXTURE A N 4011111 1I L X. CONSTRUCT11W DEVELOP DESIGN I MANAGE 1910 42nd Avenue W, Suite 300 Alexandria, Minnesota 56308 ciconstruction.com 320.763.2889 THIS SET OF PLANS IS THE PROPERTY OF C.I. CONSTRUCTION, LLC. IT HAS BEEN ISSUED AS A CONFIDENTIAL DISCLOSURE. COPY OR DUPLICATION OF ANY PART OF THIS DISCLOSURE IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN CONSENT OF C.I. CONSTRUCTION, LLC. t n k 118 E. 26th Street Suite 300 Minneapolis, MN 55404 P:612-879-8225 F:612-879-8152 www.tanek.com REVISIONS NO. DESCRIPTION DATE Monticello Hotel site plan Date June 3, 2024 Drawn by TVH / ER aOl 1 Scale as noted N O N L �L 0 U NORTH FIRST FLOOR RE5TAURANT FLAN (EVENT CENTER + BOULDER TAP HOUSE + JERSEY MIKES) V16" = 1'-0" I I PORT C 1CHERE I I I I I I FIRST FLOOR HOTEL FLAN (11 ROOMS + AMENITIES) V16" = 1'-0" t�FICAL UFFER FLOOR HOTEL FLAN (29 ROOMS PER FLOOR) 1/I/_" = V—/All NORTH NORTH I I I I lC.l. CONSTRUCTION-]� DEVELOP I DESIGN MANAGE 1910 42nd Avenue W, Suite 300 Alexandria, Minnesota 56308 ciconstruction.com 320.763.2889 THIS SET OF PLANS IS THE PROPERTY OF C.I. CONSTRUCTION, LLC. IT HAS BEEN ISSUED AS A CONFIDENTIAL DISCLOSURE. COPY OR DUPLICATION OF ANY PART OF THIS DISCLOSURE IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN CONSENT OF C.I. CONSTRUCTION, LLC. ti *nk 118 E. 26th Street Suite 300 Minneapolis, MN 55404 P:612-879-8225 F:612-879-8152 www.tanek.com REVISIONS NO. DESCRIPTION DATE Monticello Hotel prelim. floor plans Date June 3, 2024 Drawn by TVH / ER al 00 Scale as noted N O N L �L 0_ 0 U ELEVATED VIEW FROM NORTt 4E ,5T NOT TO SCALE C.I. CONSTRUCTION DEVELOP I DESIGN I MFINFIGE 1910 42nd Avenue W, Suite 300 Alexandria, Minnesota 56308 ciconstruction.com 320.763.2889 THIS SET OF PLANS IS THE PROPERTY OF C.I. CONSTRUCTION, LLC. IT HAS BEEN ISSUED AS A CONFIDENTIAL DISCLOSURE. COPY OR DUPLICATION OF ANY PART OF THIS DISCLOSURE IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN CONSENT OF C.I. CONSTRUCTION, LLC. ti *nk 118 E. 26th Street Suite 300 Minneapolis, MN 55404 P:612-879-8225 F:612-879-8152 www.tanek.com REVISIONS NO. DESCRIPTION DATE Monticello Hotel exterior renderings Date June 3, 2024 Drawn by TVH / ER a200 Scale as noted N O N L �L 0_ 0 U _ mt. w M VIEW FROM 50UTHWE5T NOT TO SCALE VIEW FROM NORTHWEST NOT TO SCALE C.I. CONSTRUCTION DEVELOP I DESIGN I MFINFIGE 1910 42nd Avenue W, Suite 300 Alexandria, Minnesota 56308 ciconstruction.com 320.763.2889 THIS SET OF PLANS IS THE PROPERTY OF C.I. CONSTRUCTION, LLC. IT HAS BEEN ISSUED AS A CONFIDENTIAL DISCLOSURE. COPY OR DUPLICATION OF ANY PART OF THIS DISCLOSURE IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN CONSENT OF C.I. CONSTRUCTION, LLC. t n k op-'-'o 118 E. 26th Street Suite 300 Minneapolis, MN 55404 P:612-879-8225 F:612-879-8152 www.tanek.com REVISIONS NO. DESCRIPTION DATE Monticello Hotel exterior renderings Date June 3, 2024 Drawn by TVH / ER a201 Scale as noted N 0 N L .T 0 U ELEVATED VIEW FROM NORTt 4L SST NOT TO SCALE C.I. CONSTRUCTION DEVELOP I DESIGN I MFINFIGE 1910 42nd Avenue W, Suite 300 Alexandria, Minnesota 56308 ciconstruction.com 320.763.2889 THIS SET OF PLANS IS THE PROPERTY OF C.I. CONSTRUCTION, LLC. IT HAS BEEN ISSUED AS A CONFIDENTIAL DISCLOSURE. COPY OR DUPLICATION OF ANY PART OF THIS DISCLOSURE IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN CONSENT OF C.I. CONSTRUCTION, LLC. ti *nk 118 E. 26th Street Suite 300 Minneapolis, MN 55404 P:612-879-8225 F:612-879-8152 www.tanek.com REVISIONS NO. DESCRIPTION DATE Monticello Hotel exterior renderings Date June 3, 2024 Drawn by TVH / ER a202 Scale as noted N O N L �L 0 U T.O. TOWER �w, WEST ELEVATION 1/16" a 1'-0" EAST ELEVATION 1/16" = 1'-0" _ T.O. TOWER 56' 05-ROOF 4 04-FOURTH FLOOR 41F) 03-THIRD FLOOR 2 02-SECOND FLOOR 1 01-GROUND FLOOR 0 SOUTH ELEVATION 1/16" = 1'-0" 111111151II` EmilO�I�I�IO�■DEC 1 =11=1111�1��11�■. ■I� _ �-...- CISiiiiiiiiiiiiii 111 11Ia .. � 11 11 11 11 1�1�=11=1111'—'�'—°'I'���:11=11: 11 11 11 11 .. GROUND FLOOR 0 00 NORTH ELEVATION 1/16" = P-0" 01-GROUND FLOOR 0'-0.1 0 0 L 1- 1 - -CONSTRIJ GTIOIN, DEVELOP I DESIGN I MANAGE 1910 42nd Avenue W, Suite 300 Alexandria, Minnesota 56308 ciconstruction.com 320.763.2889 THIS SET OF PLANS IS THE PROPERTY OF C.I. CONSTRUCTION, LLC. IT HAS BEEN ISSUED AS A CONFIDENTIAL DISCLOSURE. COPY OR DUPLICATION OF ANY PART OF THIS DISCLOSURE IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN CONSENT OF C.I. CONSTRUCTION, LLC. 118 E. 26th Street Suite 300 Minneapolis, MN 55404 P:612-879-8225 F:612-879-8152 www.tanek.com REVISIONS NO. DESCRIPTION DATE Monticello Hotel exterior elevations Date June 13, 2024 Drawn by TVH / ER a300 Scale as noted N O N L �L 0_ 0 U WALL MATERIAL TAKEOFF TYPE MATERIAL: MATERIAL: NAME AREA EX - stone veneer 04 Cultured Stone 154 EX-8" CMU w/ Stone Veneer 2 04 Cultured Stone 41 04 Cultured Stone: 2 195 EX - 3" EIFS on Wd. Stud -EF2/EF2B-upper floors 05 Metal Zinc 11 EX - 3" EIFS on Wd. Stud EF2/EF2B 05 Metal Zinc 584 EX - 3" EIFS on Wd. Stud EF3 stairtower 05 Metal Zinc 62 EX - 3" EIFS on Wd. Stud EF4/EF4 sidebay 05 Metal Zinc 49 EX - 3" EIFS on Wd. Stud EF4/EF4A 05 Metal Zinc 215 EX - SP1 on Wd. Stud 05 Metal Zinc 15 05 Metal Zinc: 27 936 EX - 3" EIFS on Wd. Stud w/ Pearlescent Finish EF1 07 EIFS 1 pearlescent 1107 EX - EIFS Corner wall -EIFS 2 07 EIFS 1 pearlescent 134 07 EIFS 1 pearlescent: 3 1241 EX - 3" EIFS on Wd. Stud w/ Pearlescent Finish EF1 07 EIFS 1 reveals 1578 EX - EIFS Corner wall -EIFS 2 07 EIFS 1 reveals 207 07 EIFS 1 reveals: 7 1785 EX - 3" EIFS on Wd. Stud EF2A 07 EIFS 2 98 EX - 3" EIFS on Wd. Stud EF3 stairtower 07 EIFS 2 55 EX -Elevator Overrun 07 EIFS 2 63 07 EIFS 2: 4 217 EX - 3" EIFS on Wd. Stud EF2A 07 EIFS 2a light base side entrance 542 EX - 3" EIFS on Wd. Stud EF2B 07 EIFS 2a light base side entrance 1 07 EIFS 2a light base side entrance: 12 542 EX - 3" EIFS on Wd. Stud -EF2/EF2B-upper floors EX - 3" EIFS on Wd. Stud EF2/EF2B 07 EIFS 2b -dark base smooth 1933 07 EIFS 2b -dark base smooth 2495 EX - 3" EIFS on Wd. Stud EF2A 07 EIFS 2b -dark base smooth 120 EX - 3" EIFS on Wd. Stud EF2B 07 EIFS 2b -dark base smooth 212 07 EIFS 2b -dark base smooth: 23 4760 EX - 3" EIFS on Wd. Stud EF3 stairtower 07 EIFS 3 Stairtower 4945 07 EIFS 3 Stairtower: 22 4945 EX - 3" EIFS on Wd. Stud EF3 stairtower 07 EIFS 4 - Main Building Color 66 EX - 3" EIFS on Wd. Stud EF4/EF4 sidebay 07 EIFS 4 - Main Building Color 3210 EX - 3" EIFS on Wd. Stud EF4/EF4A 07 EIFS 4 - Main Building Color 13139 EX -Elevator Overrun 07 EIFS 4 - Main Building Color 31 07 EIFS 4 - Main Building Color: 46 16447 EX - 3" EIFS on Wd. Stud EF2/EF2B 07 EIFS 4 reveals 3653 EX - 3" EIFS on Wd. Stud EF3 stairtower 07 EIFS 4 reveals 13 EX - 3" EIFS on Wd. Stud EF4/EF4 sidebay 07 EIFS 4 reveals 1813 EX - 3" EIFS on Wd. Stud EF4/EF4A 07 EIFS 4 reveals 6777 07 EIFS 4 reveals: 33 12256 EX - 3" EIFS on Wd. Stud EF3 stairtower 07 EIFS 4a 58 EX - 3" EIFS on Wd. Stud EF4/EF4 sidebay 07 EIFS 4a 1189 EX - 3" EIFS on Wd. Stud EF4/EF4A 07 EIFS 4a 1231 07 EIFS 4a: 20 2478 EX -Elevator Overrun 07 EIFS -generic 112 07 EIFS -generic: 4 112 EX - SP1 on Wd. Stud 07 Wood Siding 4752 07 Wood Siding: 18 4752 EX - 3" EIFS on Wd. Stud EF2/EF2B 09 paint -warm grey-01 344 EX - SP1 on Wd. Stud 09 paint -warm grey-01 710 09 paint -warm grey-01: 3 1055 EX - 3" EIFS on Wd. Stud EF2A 09 WC dark wood market 98 EX - 3" EIFS on Wd. Stud EF3 stairtower 09 WC dark wood market 113 09 WC dark wood market: 3 EX - stone veneer Cl Cultured Stone EX-6" CMU w/ cultured stone Cl Cultured Stone EX-8" CMU w/ Stone Veneer 2 Cl Cultured Stone Cl Cultured Stone: 9 EX - 3" EIFS on Wd. Stud -EF2/EF2B-upper Finishes - Exterior - EIFS - Exterior Insulation and Finish System floors Finishes - Exterior - EIFS - Exterior Insulation and Finish System: 4 EX-6" CMU w/ cultured stone Masonry - Concrete Masonry Units EX-8" CMU w/ Stone Veneer 2 Masonry - Concrete Masonry Units 211 184 127 409 720 2021 2021 119 376 Masonry - Concrete Masonry Units: 6 495 EX-6" CMU w/ cultured stone Masonry - Stone 1 119 Masonry - Stone: 2 119 C.I. CONSTRUCTION DEVELOP I OE51GN I MANAGE 1910 42nd Avenue W, Suite 300 Alexandria, Minnesota 56308 ciconstruction.com 320.763.2889 THIS SET OF PLANS IS THE PROPERTY OF C.I. CONSTRUCTION, LLC. IT HAS BEEN ISSUED AS A CONFIDENTIAL DISCLOSURE. COPY OR DUPLICATION OF ANY PART OF THIS DISCLOSURE IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN CONSENT OF C.I. CONSTRUCTION, LLC. REVISIONS NO. DESCRIPTION DATE HOTEL GROUP - MONTICELLO EXTERIOR TAKEOFFS Project number 3875-23 Date Issue Date Drawn by Author Checked by Checker X002 Scale ►j 51 P—BUR P—BU Sr FL- ST MH (60") W/ SOLID CASTING RIM 956.50 INV E 953.00 (18" RCP) INV S 953.00 (18" RCP) INV NW 953.00 (18 RCP) ST MH (48") W/ SOLID CASTING RIM 964.00 INV N 954.09 (18" RCP) MH (48") 964.20 SW 953.04 (6" PVC E 953.04 (8" PVC) AREA CIVIL FLAN 1" = 301-0" Drainage Basin �T I I " ST MH (48) W/ I � I INLET CASTING AND GRATE I cn RIM 964.80 I / I / INV W 959.47 (1 PVC) I INV N 956.01 (1 PVC) I U~ I FIRE IYDRANT M= 9 4.60 V= 960.94 M=��5.26 L X CONSTRUCTION' DEVELOP I DESIGN I MFINFIGE 1910 42nd Avenue W, Suite 300 Alexandria, Minnesota 56308 ciconstruction.com 320.763.2889 THIS SET OF PLANS IS THE PROPERTY OF C.I. CONSTRUCTION, LLC. IT HAS BEEN ISSUED AS A CONFIDENTIAL DISCLOSURE. COPY OR DUPLICATION OF ANY PART OF THIS DISCLOSURE IS STRICTLY PROHIBITED WITHOUT PRIOR WRITTEN CONSENT OF C.I. CONSTRUCTION, LLC. - I IVI Y b 5 . LU— INV 4-W-961.08 (15" RCP) INV $ 961.08 (15" RCP) I IST MH (48") W INLET CASTING f IRIM 966.30 IINV N 961.41 (1 I � I I I 118 E. 26th Street Suite 300 Minneapolis, MN 55404 P:612-879-8225 F:612-879-8152 www. tanek. com REVISIONS NO. DESCRIPTION DATE I PVC INLET RIM 964.30 INV N 960.30 (12" HDPE INV S 960.30 (12" HDPE Monticello Hotel area civil plan Date March 4, 2024 Drawn by TVH / ER a010 Scale as noted N O N L �L 0 U STANDARDS AND REFERENCES Materials and construction methods specified in the plans reference the Minnesota Department of Transportation (MNDOT) Standard Specifications for Construction. The Contractor shall obtain a current copy of MNDOT's Standard Specifications for Construction and review the specification sections applicable to the plans. It is mandatory that the Contractor be knowledgable of the applicable MNDOT specification sections during construction. No additional compensation will be paid to the Contractor for additional work due to unfamiliarity with the applicable specification sections. Contractor shall refer to the geotechnical report for additional requirements and recommendations. EARTHWORK NOTES PROTECTION 1) The Contractor shall maintain all benchmarks, monuments and other reference points. If any are disturbed or destroyed, they shall be replaced at the Contractor's expense. 2). The Contractor shall contact the Engineer immediately if any unknown functioning underground utilities are discovered during the course of the project, which may interfere with construction. The Contractor shall wait for instructions before proceeding. 3) The Contractor shall be responsible for any damage to functioning underground or overhead utility lines. Damaged utilities shall be repaired immediately and service restored at no additional cost to the Owner. 4) The Contractor shall provide barricades, shoring and other safety measures required by OSHA. 5) The Contractor shall protect all adjacent existing facilities from damage, including, but not limited to settlement due to excavations, erosion, etc. The Contractor shall be responsible for the repair of such damages. PROJECT CONDITIONS 1) The Contractor shall become familiar with the project site, and compare actual conditions in the field with those shown on the project drawings. The Contractor shall contact the Engineer immediately if any inconsistencies are found between the existing conditions and the project drawings. 2) No extra compensation will be allowed due to unusual conditions which could have reasonably been determined or anticipated by examination of the project site and project drawings. PLAN GRADES 1) Elevations shown on the project drawings are finished grade elevations, unless noted otherwise. Elevations not specifically indicated shall be determined by interpolation of uniform slope between spot elevations and/or contours, or between such points and existing elevations. Adequate slope shall be constructed to provide positive drainage away from structures. 2) If inconsistencies exist on the plans between contours and spot elevations, the spot elevations shall govern. TOPSOIL 1) Adequate imported and/or stockpiled salvageable topsoil shall be utilized for this project. 2) Topsoil shall be free of clay lumps, roots, brush, large stones, and debris, and shall have a minimum organic content of 5 percent. 3) Remove topsoil to its entire depth from areas, which are to be disturbed by new construction work. Existing lawn areas, which are not in the proposed construction area(s) shall remain in place. The Contractor shall field verify topsoil depths between any soil borings, and remove to greater depths than indicated in the soils report if such conditions are encountered. Salvaged topsoil shall be maintained in stockpiles. 4) Stockpiled topsoil shall only be used for finish grading of new lawn areas. Excess topsoil shall be removed from the site by the Contractor. 5) Protect all existing lawn areas, plantings, and other landscaping to remain in place. Any damaged areas shall be replaced at the Contractor's expense. UNFORESEEN OBSTACLES 1) The Engineer shall be contacted immediately if any unforeseen major obstacles are encountered during excavation, such as abandoned wells, abandoned or functioning utilities, subsurface streams or rock, etc., which would add significant expense to the Contractor. 2) The Contractor shall still be responsible for completing all work required for this project where encountered conditions may be reasonably determined from a soils/geotechnical report and review of the project site and contract documents. DEWATERING 1) Surface drainage shall be provided during construction in a manner so as not to create a nuisance to adjacent areas. 2) All excavations shall be free of water during construction within the excavations. Dewatering shall be accomplished by pumping or trenching, and shall be conducted regardless of the cause, source, or nature of the water. 3) Berms, cofferdams, or piling shall be provided as necessary to protect excavations. 4) Excavations shall be sloped to drain, and necessary pumps, hoses and other equipment shall be provided to keep excavation free of water. 5) All temporary equipment used for dewatering shall be removed from the site when no longer necessary. FILLING AND GRADING 1) Rough grading of all areas within the construction limits, including adjacent transition areas shall be reasonably smooth and compacted. The rough graded subgrade surface generally shall not be more than 6 inches above or below the established subgrade elevations. All ditches, swales, and gutters shall be graded to drain adequately. The subgrade shall be evenly sloped to provide drainage away from building walls in all directions at a minimum slope of 1 %. The Contractor shall provide rounded transitions at top and bottom of banks and other breaks in grade. 2) Fill and backfill materials shall be inorganic soils free of roots, rocks, boulders, and debris. 3) Bedding material or granular backfill larger than 2" in its largest dimension shall not be allowed within 2 feet of new underground pipes. Material larger than 3" in its largest dimension shall not be allowed within 1 foot of subgrade elevation. 4) Imported compacted fill material shall have a maximum of 12 percent passing the #200 sieve, by weight. The proposed fill material shall be tested by an independent testing lab for suitability as compacted fill for this project. The Contractor shall pay for the testing services and provide a copy of the test results to the Engineer. 5) The Contractor shall fill and grade as necessary to bring surface to required elevations, and provide all materials necessary, whether obtained on or off the project site. 6) The Contractor shall place compacted material in uniform horizontal lifts not exceeding 8" in depth for clay soils, and 12" in depth for sandy soils, and compact as required to achieve specified density. 7) Compaction shall be obtained with the use of vibratory rollers or rammers. During compaction, fill material shall contain moisture content, as necessary, for the required compaction as indicated by an independent testing laboratory. The moisture shall be uniform throughout each lift. If the material is too dry, water shall be added with approved equipment and methods, which will not wash out fine material. If the material is too wet, it shall be dried by harrowing, disking, blading, or other approved methods recommended by the independent testing laboratory. 8) Areas designated for pavement in excavated (cut) areas shall be scarified to a depth of 1 foot. The Contractor shall bring the subgrade material to optimum moisture content as indicated by the independent testing laboratory, and compact the subgrade to the specified density listed below for soils underneath pavements. 9) The Contractor shall not place fill material when either the fill material, or the material on which it is to be placed, is frozen. Any soft or yielding areas appearing in the fill resulting from frost, rain, or any other reason whatsoever shall be scarified, removed, recompacted and/or otherwise rectified to the satisfaction of the Engineer before any new fill is placed. COMPACTION TESTS 1) Utility Trench Backfill: The Contractor's independent soils technician and approved testing laboratory shall perform in -place density and moisture tests at random depths in trench backfill at 100 foot intervals, or fraction thereof. Compaction of trenches shall be a minimum of 95% of the maximum dry density (as determined by the independent testing laboratory) in lawn areas, and at depths greater than 3 feet below areas designated for pavement. Compaction of trenches at depths within 3 feet of paved surfaces shall be a minimum of 100% of the maximum dry density. 2) Compacted Fill Under Pavements: Compaction tests shall not be required beneath new pavements. Adequate compaction of materials under pavements shall be determined by test rolling the subgrade, and checking for excessive rutting. Test rolling shall be performed as per MNDOT Spec. 21 1 1. 3) Areas exhibiting a failed compaction test shall be re -compacted and re-m tested to the satisfaction of the Engineer prior to acceptance of the project. 4) Copies of all compaction testing and test roll observation reports shall be provided to the Engineer. 5) Optimum moisture -density relationship will be determined by testing laboratory in accordance with ASTM D698 and maximum density determination made by Method D of ASTM D698 unless otherwise noted in these specifications. SUBGRADE PREPARATION 1) Finished subgrade elevations shall be as follows: a) Light duty bituminous pavement: 9" below finish grade. b) Heavy duty bituminous pavement: 9�' below finish grade. c) Concrete pavement/apron: 12" below finish grade. d) Concrete sidewalk: 8" below finish grade. e) Lawn areas: 4" below finish grade. f) Planting areas: See Landscaping Plans/Details 2) The tolerance for areas to be paved shall not exceed 0.15 feet above or below plan subgrade. 3) The Contractor shall protect newly graded areas from erosion. Settlement or washing that occurs prior to acceptance of the Work shall be repaired and grades re-established. DISPOSAL OF EXCESS WASTE MATERIALS 1) The Contractor shall remove excess excavated material, debris, and waste materials, from the Owner's property and legally dispose of it in accordance with all governing codes. SPREADING TOPSOIL AND FINISH GRADING 1) Scarify subgrade to depth of 3" prior to placing topsoil. Spread topsoil evenly over complete subgrade as follows: a) Lawn Areas on Private Property: Spread 4" lightly compacted layer of topsoil. b) Lawn Areas in Public Right-of-way: Per City requirements c) Planting Areas: See Landscape Plan/Details 2) Finish grade accurately within 0.15 feet of finish grades shown on the project drawings, less the thickness of any sod where it is to be installed. Slope all grades away from buildings to provide positive drainage. 3) Prepare topsoil suitable to receive seed and/or sod. Grading of areas designated for topsoil shall be reasonably smooth and even, and in accordance with MNDOT Spec. 2105.3G and 2574.3A4. All debris and stones exceeding 3" in diameter shall be removed from the soil surface of these areas prior to seeding. Areas compacted by vehicles or storage of materials shall be plowed, disked and harrowed to match texture of other finish graded areas. 4) Grass seed shall be in accordance with MnDOT Spec. 3876, seed mix No. 25-131, applied at the rate of 220 pounds per acre or as indicated on the landscape plans. Mulch shall be applied and discanchored to all seeded areas and shall meet the requirements of MnDOT Spec. 3882, Type 3 or as otherwise indicated by the Engineer. UTILITY NOTES STANDARD SPECIFICATIONS 1) The following standard specifications shall apply to this project: a) Minnesota Plumbing Code - MN Rules Chapter 4714 (MN Dept. of Labor and Industry-MNDLI) b) Uniform Plumbing Code, latest edition (UPC) c) "What you need to know about utility service connections in the 2015 Minnesota Plumbing Code" http://www.dli.mn.gov/CCLD/PDF/pe_usc.pdf d) City Engineers Association of Minnesota (CEAM) Standard Specifications e) American Society for Testing Materials (ASTM) f) American National Standards Institute (ANSI) g) American Water Works Association (AWWA) h) Minnesota Department of Transportation "Standard Specifications for Construction" (MN/DOT) 2) The Contractor shall comply with all local ordinances and codes 3) Certifications of all utility materials, as well as shop drawings, shall be submitted to the Engineer for review POLYVINYL CHLORIDE IPVC) PIPE AND FITTINGS - SANITARY 1) Smooth walled polyvinyl chloride pipe and fittings shall consist of SDR 26 or SDR 35 pipe, unless noted otherwise, and meet the requirements of ASTM D3034 and Section 2621.2A5 of the CEAM Standard Specifications 2) All pipe and fittings shall be SDR 35 for depths of up to 20 feet, and SDR 26 for depths exceeding 20'. 3) Pipe joints shall meet the requirements of Section 2621.3A3 of the CEAM Standard Specifications. DUCTILE IRON (DIP) PIPE AND FITTINGS - WATER 1) Ductile iron pipe and fittings shall meet the requirements of Table 604.1 of the UPC, and Section 2611.2A1 of the CEAM Standard Specifications 2) Pipe joints shall meet the requirements of Section 605.5 of the UPC, and Section 261 1.3B of the CEAM Standard Specifications. Stainless steel fasteners shall be prohibited. 3) 6' pipe shall be Class 52. 8" and larger pipe shall be Class 50. POLYVINYL CHLORIDE (C900 PVC) PIPE AND FITTINGS - WATER 1) Polyvinyl chloride pressure pipe and fittings shall meet the requirements of Table 604.1 of the UPC, and Section 261 1.2A3 of the CEAM Standard Specifications 2) Pipe joints shall meet the requirements of Section 605.4 of the UPC, and Section 261 1.3B of the CEAM Standard Specifications. GATE VALVES - WATER 1) Gate valves shall meet the requirements of Sections 261 1.2C and 261 1.3D of the CEAM Standard Specifications HYDRANTS - WATER 1) Hydrants shall meet the requirements of Sections 261 1.2B and 2611.3D of the CEAM Standard Specifications 2) Hydrants shall be Waterous WB67, or approved equal BLOCKING AND ANCHORING - WATER 1) Water main blocking and anchoring shall meet the requirements of Section 261 1.3A4 of the CEAM Standard Specifications 2) Provide thrust reaction blocking consisting of concrete with a minimum 28 day compressive strength of 2000 psi. 3) Place between undisturbed ground and the fitting to be anchored. Place thrust blocking so that the pipe and fitting joints are accessible for repair. 4) Mega -Lugs may be used in lieu of thrust block if allowed by local utility. WATER SERVICE PIPE AND CURB STOPS 1) Copper tubing for water services shall meet the requirements of Table 604.1 of the UPC, and Section 261 1.2D of the CEAM Standard Specifications 2) HDPE pressure pipe for water services shall meet the requirements of ASTM D2239, ASTM D2737, ASTM D3035, AWWA C901, CSA B137.1, and Section 261 1.2D of the CEAM Standard Specifications 3) Curb stops for water services Section 261 1.2D of the CEAM Standard Specifications HIGH DENSITY POLYETHYLENE PIPE (HDPE) AND FITTINGS - STORM 1) HDPE pipe and fittings shall meet the requirements of ASTM F2306, and Section 2621.2A8 of the CEAM Standard Specifications 2) Pipe joints shall meet the requirements Section 2621.3A3 of the CEAM Standard Specifications 3) Minimum wall thickness shall be 0.035 inches for 12 and 15 inch diameter pipe, and shall be 0.05 inches for 18 and 24 inch diameter pipe. 4) Storm sewer crossing above and within 10-ft of existing or proposed water main or services shall meet the requirements of schedule 40 PVC. POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS - STORM 1) PVC storm sewer pipe and fittings within 10-ft of a building and/or water pipe crossing, or when specified on the plans, shall consist of Schedule 40 PVC, and meet the requirements of ASTM D1785, ASTM D2665, and ASTM F794, and Section 2621.2A5 of the CEAM Standard Specifications 2) If further than 10-ft from a building and/or water pipe crossing, PVC storm sewer pipe and fittings may consist of SDR 26 or SDR 35 pipe, unless noted otherwise, and meet the requirements of ASTM D3034 and Section 2621.2A5 of the CEAM Standard Specifications 3) All pipe and fittings shall be SDR 35 for depths of up to 20 feet, and SDR 26 for depths exceeding 20'. 4) Pipe joints shall meet the requirements of Section 2621.3A3 of the CEAM Standard Specifications. REINFORCED CONCRETE SEWER PIPE (RCP) AND FITTINGS - STORM 1) RCP pipe and fittings shall meet the requirements of ASTM C76, and Section 2621.2A3 of the CEAM Standard Specifications 2) Pipe joints shall meet the requirements of Section 2621.3A3 of the CEAM Standard Specifications 3) The ASTM strength class of pipe shall be Class III unless otherwise shown on the Plans. 4) The pipe shall be drawn together by some approved method of jacking or winching. This pressure must be maintained until sufficient backfill is placed to keep the joint from opening. END SECTIONS - STORM 1) End sections shall be provided at all pipe inlets and outlets. 2) The end sections shall consist of material matching the material of the pipe, which it is being connected to. Materials and joints shall be as per the specifications described above for the applicable pipe material. 3) The last 3 joints of RCP shall be tied, and the end section shall the be provided with an approved trash guard. MANHOLES AND CATCH BASINS - SANITARY AND STORM 1) Unless otherwise noted, manhole and catch basin structures shall consist of precast concrete, and meet the requirements of Section 719.6 of the UPC (sanitary only), and Sections 2621.2C and 2621.3D of the CEAM Standard Specifications 2) Catch basins shall be provided with the following castings: a) Along curbline: 27" Structure: Neenah R-3075-L, 48" (or larger) Structure: Neenah R-3067-L b) Isolated (in paved area): Neenah R-2553 c) Isolated (in vegetated area): Neenah R-2560-EA w/ type "C" grate 3) Manholes shall be provided with the following castings: a) Sanitary: Neenah R-1733 w/ concealed pick hole b) Storm: Neenah R-1733 lettered "STORM", center pick hole INSTALLATION 1) Unless otherwise noted, installation of all water and sewer pipe, fittings, and appurtenances shall be as per the CEAM Standard Specifications. TESTING REQUIREMENTS 1) Water and sewer pipe, fittings, and appurtances shall be inspected and tested as per Sections 261 1.3E-2611.3H and 2621,3F-2621.3H of the CEAM Standard Specifications. 2) In the event of discrepancies between the testing requirements of the MN Plumbing Code and the CEAM Standard Specifications, the most stringent will govern. BITUMINOUS PAVEMENT NOTES STANDARDS 1) Minnesota Standard Specifications for Highway Construction, most recent edition. GRANULAR BASE COURSE 1) Compacted thickness of finished base course: 6" 2) Process material for aggregate base shall meet the requirements of MNDOT Spec. 3138, Class 5.. 3) The subgrade shall be tested and observed to the satisfaction of the Engineer prior to placement of aggregate base material. Install base material as required to accommodate new plan grades. 4) Wet base material to approximate optimum moisture content either prior to delivery to job site or as soon as practical after being placed on subgrade. 5) Place in layers not exceeding 4" thickness (loose). 6) Compact with pneumatic or vibrating steel drum rollers. 7) After base course has been graded and compacted, thoroughly wet and slush roll with roller until all aggregates are thoroughly embedded. 8) Allow base course to cure for a minimum of 72 hours prior to bituminous course application. BITUMINOUS BASE AND SURFACE COURSE 1) Mix Designation Numbers for the bituminous mixtures on this project are per MNDOT Spec. 2360 2) Pavement smoothness requirements will be waived for this project. 3) Density for the bituminous mixture on this project will be the ordinary compaction method (MNDOT 2360.6C). 4) Light Duty: Bituminous Base course shall conform to MnDOT 2360, Type SPNWB330B and shall be 1J inches thick after compaction. Bituminous Surface course shall conform to MnDOT 2360, Type SPWEA340B and shall be 4 inches thick after compaction. 4) Heavy Duty: Bituminous Base course shall conform to MnDOT 2360, Type SPNWB330B and shall be 2 inches thick after compaction. Bituminous Surface course shall conform to MnDOT 2360, Type SPWEA340B and shall be 1J inches thick after compaction. 5) Place no asphaltic mixture when the atmospheric temperature is below 45 degrees and falling, nor should pavement be placed under wet conditions. 6) Mixing a) Paving mixture: Uniform mixture of course aggregate, fine aggregate, mineral filler and asphaltic material. b) Grading and mixing: Conform to applicable sections of the Minnesota Standard Specifications for Highway Construction, Section 2360. CONSTRUCTION METHODS 1) Properly clean base course and deliver hot mix asphaltic concrete in clean tight vehicles with covers if necessary. 2) Lay to a smooth surface without segregation of material and attain compaction as early as possible. Commence rolling while the material is hot, (minimum spread temperature 250 degrees F.) as soon as it will support the roller without undue displacement or hairline cracking and continue until a minimum of 96% of maximum has been attained, no further compression can be attained and all roller marks are eliminated. 3) The completed surface: Smooth, free of pockets that will retain water and shall not vary more than 1 /16" per foot nor more than 1 /4" under a 16' straight edge. Entire surface must drain. No flat areas are permitted. 4) Perform all Work in accordance with the applicable requirements of the Minnesota Standard Specifications for Highway Construction. PAINTED LINES 1) Special marking paint compound especially for striping bituminous paving in one coat. 2) Manufacturers: Pratt & Lambert, Inc.; Sherwin Williams Co. or DuPont Co. 3) Colors: Use white paint for concrete and asphalt. 4) All surfaces to be painted must be thoroughly clean and dry. 5) Lay out painted lines with chalk on pavement in accordance with Project Drawings. 6) Accurately apply paint to the chalk marks, using striping machines, 4" wide stripes. 7) Apply paint in strict accordance with the manufacturer's directions. 8) Protect all paint from damage by traffic until dry. 9) Apply handicap logo at handicap stall. FIELD QUALITY CONTROL 1) Aggregate Base Testing: a) The granular base course shall be test rolled and observed by the Contractor's independent soils technician as per MNDOT 221 1.3C2 (Quality Compaction Method). Once the base course has been tested to the satisfaction of the Engineer, pavement may be placed. b) One mechanical analysis (ASTM D-422) per 500 cubic yards of base or fraction thereof. 2) Bituminous Testing: a) Test temperature of first truck. b) Ordinary compaction (MNDOT 2360.6C) CONCRETE PAVEMENT, CURB & GUTTER, AND SIDEWALK STANDARDS 1) ACI 318, ACI 315, CRSI, ACI 301, latest adoptions. 2) Minnesota Standard Specifications for Construction, most recent edition GRANULAR BASE COURSE MATERIAL 1) Compacted thickness of finished base: 6' - Concrete Pavement/Aprons 4" - Concrete Sidewalk 2) Base material shall consist of MNDOT 3149.2132 Select Granular Borrow. AGGREGATES 1) Coarse: MnDOT Spec. 3137. 2) Fine: MnDOT Spec. 3126. WATER 1) Clean, fresh and potable, MnDOT Spec. 3906. AIR ENTRAINING ADMIXTURES 1) ASTM C260. 2) Provide entrainment of 4 - 7 percent by volume. PORTLAND CEMENT 1) ASTM C150, Type I plus an approved air entraining agent, or Type IA air -entraining Portland cement. OTHER ADMIXTURES 1) MnDOT Spec. 3113. 2) Calcium Chloride or materials containing chlorides or nitrates shall not be allowed. PROPORTIONING AND DESIGN OF MIXES 1) Concrete Classifications a) Curb and gutter, slip -formed concrete: MNDOT Spec. 2461, Mix Design 31`32 b) Sidewalk, aprons, incidental concrete, manual curb & gutter: MNDOT Spec. 2461, Mix Design 31`52 c) Concrete pavements: MNDOT Spec. 2301, Mix Design 3A41 d) Repair concrete, fast strength concrete: MNDOT Spec. 2301, Mix Design 3A41 HE 2) Concrete Specifications: a) 3F32: - 3" slump, 4500 psi, 5-8% air b) 3F52: 2 - 5" slump, 4500 psi, 5-8% air c) 3A41: 2 - 5" slump, 4500 psi, 5-8% air d) Temperatures of all concrete during placement shall be 50-deg F to 90-deg F CONCRETE PLACEMENT 1) Place concrete as soon as possible after mixing. Place before initial set has occurred, and in no event after it has contained its water content for more than one hour. 2) Avoid overworking concrete or allowing concrete to fall unrestricted for excessive vertical distances, and other situations which can cause segregation of the aggregates. 3) Concrete pavements shall be placed in accordance with applicable portions of MnDOT 2301. 4) Sidewalks shall be placed in accordance with MnDOT 2521. 5) Curb and gutter shall be placed in accordance with MnDOT 2531. PROTECTION 1) Provide adequate protection against rain, sleet and snow before and during placement and finishing of concrete. 2) Protect concrete from premature drying. Provide temporary covering as required. Keep concrete continuously moist for 7 days. 3) Treat concrete with membrane curing compound in accordance with MnDOT 2531.3G. COLD WEATHER CONCRETE 1) Do not place concrete when the atmospheric temperature is below 40 degrees F., or when the concrete is likely to be subjected to freezing temperatures within 24 hours after it has been deposited unless adequate temporary heating is provided. 2) Maintain concrete temperature of 40 to 90 degrees F. for 3 days. Protect from freezing for the following 5 days. 3) No frozen materials may be used in the concrete. Chemicals may not be used to prevent freezing unless approved by the Engineer. 4) Perform all cold weather concreting in accord with ACI 306. HOT WEATHER CONCRETE 1) Do not place concrete when the atmospheric temperature is above 100 degrees F. 2) Maintain concrete temperature of 40 to 90 degrees F. for 3 days. Protect from temperatures over 90 degrees for the following 5 days. 3) Thoroughly wet dry porous surfaces before concreting. 4) Water reducing admixtures with retarding properties are required for all concrete placed when the temperature exceeds 80 degrees F. 5) Perform all hot weather concreting in accord with ACI 305. FINISHING 1) Provide a broomed finish on exterior sidewalks and ramps unless noted otherwise. QUALITY CONTROL 1) The Contractor shall hire an independent testing firm to provide the following tests: a) The independent testing technician shall perform random field testing of the fresh concrete including slump, air content, and temperature. (ASTM C143, C173, C231 and C138). One series of the aforementioned tests shall be performed on the first load of concrete. b) The independent testing technician shall cast a set of four compression test cylinders for the first load of concrete as well as 1 set for every 100 cubic yards, or fraction thereof, of concrete thereafter. Compression tests shall be performed on one test cylinder at 7 days and two test cylinders at 28 days. The fourth test cylinder shall be retained in the event of failing compression tests on the 28-day test cylinders. Note: The Contractor shall comply with the City of Monticello General Specifications and Standard Detail Plates for Street and Utility Construction. Coordinate with the City, as necessary. N O N (`) O CO O i W W J Q m U) U J > U Z O U D r 1- Z O U r O IL 1- O Z i Q Z J W d W U N Q U) N O N SCHULTZ ENGINEERING & SITE DESIGN 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA BRIAN J. SCHULTZ, PE LICENSE NO.: 43129 DATE: xx/xx/2024 REVISIONS NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN STANDARD NOTES & SPECIFICATIONS C1 MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS-I-PF (BY MA INDUSTRIAL INC.) CONFORMING TO ALL OSHA REGULATIONS AND SPACED 16 OC. GROUTING BETWEEN PIPE AND MANHOLE BARREL SHALL BE WITH NON -SHRINKING CEMENT MEGALI USE R-2 JOINT FOR ALL MANHOLE JOINTS BARREL TO CONFORM - TO ASTM C-478 LATEST REVISION STANDARD MANHOLE FRAME AND COVER ADJUSTING RINGS MIN 4" - MAX 12" 27" DIA WITH EXTERNAL OR 0 INTERNAL CHIMNEY SEAL 8" t I 48" DIA Standard Plate Library City of Monticello TEE AND BEND BEND NOTES: 1. THRUST BLOCKING TO BE USED FOR BEND 22 1/2' AND OVER. 2. THRUST BLOCKING SHALL ONLY BE USED WHERE WORKING PRESSURES ARE LESS THAN 150 PSI. 3 THRUST BLOCKS BEARING AREA TO BE POURED Cone Section, Casting Steps, and Adjusting Rings late: 03-05 Plate No. Revised: 03-15 1001 WRAP PLUG WITH 4 MIL. POLY PLUG PLUG PIPE SIZE BEARING AREA 6" 4.0 SO FT 8" 6.0 SO FT 10" - 12" 12.0 SO FT 16 20.0 SO FT AGAINST UNDISTURBED SOIL. 4. POURED CONCRETE THRUST BLOCKING SHALL BE USED FOR 12" OR LARGER DIAMETER WATERMAIN 4. ALL PIPE JOINTS WITHIN 10 FT. OF A BEND SHALL BE RESTAINED USING TIE RODS Standard Plate Library City of Monticello Title: Blocking for Watermain Date: 03-05 Plate No. Revised:03-17 2002 USE NEENAH R-1642—A FOR LOW PROFILE APPLICATIONS USE NEENAH R1755—G FOR WATERTIGHT APPLICATIONS LETTERING TO READ: SANITARY SEWER, STORM SEWER OR WATER MAIN WHICH EVER IS APPLICABLE. tiP"FtiAH R-1642 WITH B SOLID LID NE BEARING OR CONCEALED PICKHOLES (2) EAT OPPOSITE SI EXCEPT FOR LETTER 25 3/4 7� BEARIN SURFACE TO BE MACHINED 1600/11:4 Title: Standard Plate Library City of Monticello FDate: GROUTING BETWEEN PIPE ANC MANHOLE BARREL SHALL BE WITH NON -SHRINKING CEMEN' ALL MANHOLES WITH INSIDE DROP SECTION SHALL BE 5' DIA (I.D.) MANHOLE SECTION TO BE ASTM C-478 CLASS II CIRCULAR REINF LATEST REVISION USE R-2 JOINT FOR ALL MANHOLE JOINTS 24" 26 1/2 36" FRAME Standard Frame and Cover 03-05 Plate No. 03-15 1002 ^"""'^ SEALS (INTERNAL OR EXTERNAL) DR APPROVED EQUAL" STANDARD MANHOLE FRAME AND COVER ADJUSTING RINGS MIN 4" - MAX 12" STEPS AT 16' OC� 8" "CRE-SEAL","RESEAL", OR APPROVED EQUAL o 8" PRECAST GASKET CONNECTION SHALL BE USED FOR CONNECTION PIPE TO MANHOLE VARIABLE MAX. 24" 27 PRECAST BOTTOM SECTION WITH INVERT #5 AT 12" OC EACH WAY 0 STANDARD MANHOLE FOR SANITARY SEWER NO SCALE NOTES: 1[� MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS-I-PF (BY MA INDUSTRIAL INC.) CONFORMING TO ALL OSHA REGULATIONS AND SPACED 16" OC. Q2 IF DROP IS GREATER THAN 24" INCHES, USE OUTSIDE DROP. Standard Plate Library City of Monticello 6" MIN Title: Standard Sanitary Manhole late: 03-05 Plate No. Revised:03-15 3001 TOP OF PROPOSED SUBGRADE HE TOP 3' SHALL BE COMPACTED T A M IN OF 100% OF STANDARD PROCTOR DENSITY (MN/DOT 2105) /- A MAX OF 2' LIFTS TO BE WETTED AND CONSOLIDATED BY VIBRATORY MEANS AND COMPACTED TO A MIN OF 95% OF STANDARD PROCTOR DENSITY (MN/DOT 2105) 4' COVER COMPACTED TO 95% OF STANDARD PROCTOR DENSITY WITHOUT THE USE OF HEAVY ROLLER EQUIPMENT GRANULAR BEDDING AS PER MN/DOT 3149.2F GRANULAR FOUNDATION WHERE ORDERED BY THE ENGINEER SHOVEL, PLACE, AND HAND COMPACT AROUND PIPE TO 12" ABOVE PIPE. VIBRATORY COMPACTION REQUIRED EACH SIDE OF PIPE, AS DIRECTED BY THE ENGINEER. Standard Plate Library City of Monticello Typical Trench Compaction and Class B Bedding late: 03-05 Plate No. Revised: 03-15 1007 f// STREET BUILDING INSTALLED BY PRIVATE CONTRACT - INSTALLED AS PER CITY CONTRACT TRACER WIRE LOCATE BOX I GROUND LINE -- TRACER WIRE SPLICE I` - CURB BOX STANDPIPE I � COPPER -CLAD STEEL AWG 12 GAUGE 2' SPOOL COPPER -CLAD STEEL AWG 12 TRACER WIRE 30 MIL HIGH DENSITY GAUGE TRACER WIRE 30 MIL HIGH DENSITY I j POLYETHYLENE GREEN COLORED JACKET POLYETHYLENE GREEN COLORED JACKET TO BE PROVIDED UNDER PRIVATE TO BE PROVIDE UNDER CITY CONTRACT I CONTRACT �� L 1" COPPER WATERMAIN j COPPER -CLAD STEEL AWG 12 GAUGE TRACER WIRE 30 MIL HIGH DENSITY POLYETHLNE GREEN COLORED JACKET TO BE PROVIDED UNDER CITY CONTRACT SANITARY SERVICE LINE SANITARY SEWER Title: Tracer Wire Standard Plate Library (New Developments) City of Monticello Date: 03-08 Plate No. 3005 HYDRAFINDER FLAG 2 LAYERS OF POLY (4 mil) 3' DIAMETER BY 3' DEEP PIT UNDER HYDRANT FILLED WITH A MINIMUM OF 1 C.Y. OF 1 1-1/2" CLEAR STONE 1'- 0" OR 5' IN BACK OF CURB IF CONCRETE WALK OR BITUMINOUS PATH ARE PRESENT WATEROUS MODEL 67 HYDRANT YELLOW OUT OF ORDER TAG TO BE INSTALLED ON PUMPER CONN. AFTER BACK -FILL EXISTING OR FUTURE STREET BREAKOFF FLANGE CURB OR GUTTER LINE 1" TO 2" MAXIMUM ABOVE BURY LINE (FINISHED GRADE) FINISHED GRADE VALVE BOX AS WATERMAIN SPECIFIED 1 " TO 2" z 0 2'- 6" AS REQUIRED 10' i; TYPICAL w z �z io 1/4 STEEL VALVE BOX ADAPTOR I = WITH PROTECTIVE COATING AS MANUFACTURED BY ADAPTOR INC. o OR APPROVED EQUAL MEGALUG 1 l THRUST MEGALUG BLOCKING BEHND HYDRANT PRECAST CONCRETE BASE AS SPECIFIED (15"x 15"x 4") 7 GATE VALVE BLOCKING BELOW GATE VALVE Standard Plate Library City of Monticello USE 4" OR 6" CISP PLUG AND CAP, TOP TO BE 1/2 BELOW FINISHED GRADE VARIES 10' TO 20' BLOCKING BEHIND TEE Title: Typical Hydrant Installation 03-05 Plate No. Revised:03 —17 2001 TIES REQUIRED TO CLEAN OUTS r FINISHED GRADE 6" PVC RISER FOR NON-RESIDENTIAL 4" PVC RISER FOR RESIDENTIAL 4" OR 6" VERTICAL WYE (PVC) 1/8 BEND CONCRETE ENCASEMENT 12" ALL AROUND (INCIDENTAL) WATER TIGHT GASKET OR CEMENTED PLUG PVC HORIZONTAL WYE (PVC) THRUST BLOCKING FOR CLEANING EQUIPMENT 1. PAYMENT FOR 6" RISER PIPE, 6" VERTICAL WYE 45' BEND AND PLUG WILL BE PAID FOR AT UNIT PRICE BID PER EACH. 2. CLEAN -OUTS REQUIRED AT 70' INTERVALS FROM MAIN SEWER LINE. Standard Plate Library City of Monticello Title: Sanitary Clean -Out late: 03-05 Plate No. Revised: 03 —15 3006 N O 00, N C0 /0 0 O / I W W J Q 2 11111 5 SCHULTZ ENGINEERING U) & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 PH: (320) 339-0669 U FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY Ir LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA Z 0 LL OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 0}C REVISIONS Q Z J W 11 NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN STANDARD DETAILS C2 NEENAH R-2553 (ISOLATED IN PAVED AREA) NEENAH R-3075-L (IN C&G) NEENAH R-2560-EA "BEEHIVE" (ISOLATED IN GREEN AREA) TYPE "C" GRATE 2" HDPE ADJUSTMENT RINGS 5 RINGS MAXIMUM (INSTALL ADJ. RINGS PER MANUFACTURER'S SPECIFICATIONS) 2'-3" PRECAST CONCRETE BARREL WATERSTOP GASKET, OR APPROVED EQUIVALENT W/ NON -SHRINK PATCHING Q 5 COMPOUND, AT PIPE/STRUCTURE � CONNECTION C?GROUT INVERT TO 9 PROVIDE POSITIVE DRAINAGE TO PIPE CATCH BASIN SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATE 4006 p . 41 SEE PLAN FOR PIPE DIAMETER 3'41 8" PRECAST CONCRETE BASE CATCH BASIN (MNDOT DESIGN "H" EXPANSION JOINT NOTES: 1. STEP RISER HEIGHT = 7" STEP TREAD WIDTH = 11 2. SEE PLAN FOR NUMBER OF STEPS 3. CONTRACTION AND EXPANSION JOINTS SHALL BE CONSTRUCTED AS PER MNDOT SPEC. 2521.3C2 CONCRETE STEPS SECTION CONCRETE CURB AND GUTTER EXPANSION NTS ADJACENT SURFACE REINFORCEMENT: #4 BARS AT 8" O.C., EACH WAY 4" MNDOT 3149.2132 SELECT GRANULAR BORROW APPROVED COMPACTED SUBGRADE NTS EXPANSION JOINTS JOINTS B 6' A �' B Al . ° . a 5, 18 CONCRETE TO BE EXPANSION POURED INTEGRALLY EXPANSION WITH CURB JOINTSL—A JOINTS PLAN B618 CONCRETE CURB AND GUTTER a VARIABLE 1 /4 PER N 7" MIN. 7 3/4 WIDTH VARIES 5' MIN. SECTION B—B SECTION A —A Title: Commercial Driveway Standard Plate Library Entrance City of Monticello Date: 03-05 Plate No. Revised: 15008 03-15 CASTING — (SEE ABOVE) RIM ELEV SEE PLAN PLASTIC STEPS a CASTINGS MANHOLES: NEENAH R-1733-1 (LETTERED "STORM") W/ CONCEALED PICKHOLE CATCH BASINS: NEENAH R-3067-L (IN C&G) NEENAH R-2553 (ISOLATED) NEENAH R-2560-EA (ISOLATED BEEHIVE) - TYPE C GRATES 2" HDPE ADJUSTMENT RINGS 5 RINGS MAXIMUM (INSTALL ADJ. RINGS PER MANUFACTURER'S SPECIFICATIONS) PRECAST CONCRETE COVER PRECAST CONCRETE BARREL(S) WITH RUBBER GASKET(S) ASTM C443-79 SEE PLAN FOR INTERIOR DIAMETER (ID) WATERSTOP GASKET, OR APPROVED EQUIVALENT W/ NON -SHRINK PATCHING COMPOUND, AT PIPE/STRUCTURE CONNECTION SEE PLAN FOR PIPE DIAMETER GROUT INVERT TO PRECAST CONCRETE BASE — PROVIDE POSITIVE DRAINAGE TO OUTLET NOTES 1. SEE PLAN FOR INTERIOR DIAMETERS (ID) OF PRECAST CONCRETE BARREL SECTIONS 2. SEE PLAN FOR PIPE CUT-OUT SECTIONS 3. CONSTRUCT GROUTED FLOW LINES WITHIN STRUCTURE TO DIRECT FLOW TO OUTLET WITH NON -SHRINK GROUT 4. FILL ANNULAR SPACE BETWEEN PIPE AND BARREL WITH NON -SHRINK GROUT. 3. PRECAST CONCRETE COVERS, BARREL SECTIONS, AND BASES SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATES 4011 AND 4020 4. PLASTIC STEPS SHALL BE AS PER MNDOT STANDARD PLATE 4180 AND SHALL BE PLACED OVER THE OUTLET PIPE STORM MANHOLE OR CATCH BASIN 1�' BITUMINOUS WEARING COURSE (MNDOT 2360 TYPE SPWEA340B) TACK COAT BETWEEN BITUMINOUS COURSES 12" BITUMINOUS BASE COURSE (MNDOT 2360 TYPE SPNWB330B) 6" MNDOT CLASS 5 AGGREGATE BASE APPROVED COMPACTED SUBGRADE LIGHT DUTY BITUMINOUS PAVEMENT SECTION NTS NOTE: CROSS -DRAIN NEENAH R-4990-C v, CONCRETE TO BE PLACED TRENCH FRAME WITH Op WITH ONE CONCRETE POUR TYPE "C" LID 7sJ 1 /2" EXPANSION 014, V ` 1 1 /2" FROM FRONT JOINT (BOTH SIDES) 01� a f � P� FACE OF THICKENED EDGE SIDEWALK ° 4. FACE OF SIDEWALK A Pod .o G ° e G ° a p: d A A. y �G $ ° A PLAN VIEW SIDEWALK CROSS -DRAIN 1�' BITUMINOUS WEARING COURSE (MNDOT 2360 TYPE SPWEA340B) TACK COAT BETWEEN BITUMINOUS COURSES 2" BITUMINOUS BASE COURSE (MNDOT 2360 TYPE SPNWB330B) 6' MNDOT CLASS 5 AGGREGATE BASE APPROVED COMPACTED SUBGRADE HEAVY DUTY BITUMINOUS PAVEMENT SECTION NTS NOTE: ALL DIMENSIONS ARE TYPICAL AND APPLY TO BOTH SIDES OF THE CROSS-SECTION — 12" CONCRETE d 4 SIDEWALK °.I 10" d 1/2" EXPANSION 3, °' °a :° 6„' JOINT (BOTH SIDES) 8 " I°.. a.: . . '• .0 4 I d f d ° ° ° A REINFORCEMENT: j ° °' ° . a Al A U-SHAPED #4 BARS A° L ---- --_ -- °° --J d . AT 12" O.C. d° A 22" PROFILE VIEW NTS \ " / NTS CONTRACTION JOINTS L 12" GRANULAR BORROW OR 6" CLASS 5 4" OR 6" CONCRETE WALK BOULEVARD WIDTH VARIES(AVERAGE 8') SIDEWALK DIMENSIONS WIDTH — 6' DEPTH — 6" FOR NEW DEVELOPMENTS — *4" MINIMUM FOR EXISTING AREAS, 6" AT DRIVEWAYS AND CROSSWALKS GRANULAR BORROW DEPTH — 12" GRANULAR BORROW OR 6" CLASS 5 CONTRACTION JOINTS — 6' INTERVALS EXPANSION JOINTS — 60' INTERVALS (APPROX.) *MATCH EXISTING DEPTH, 4" MINIMUM INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS Title: Typical Sidewalk Standard Plate Library ( PUBLIC) City of Monticello Date: 03-05 Plate No. Revised: 5 012 03-17 NOTES 4' PER FT SLOPE 1. FOR AREAS WHERE DRAINAGE IS DIRECTED AWAY FROM THE CURB, THE GUTTER SHALL BE TILTED TO CONCRETE DRAIN FROM THE CURB 2. CONCRETE SHALL MEET THE REQUIREMENTS OF 6„ MNDOT CONCRETE MIX 3F32 3. MNDOT B612 CURB AND GUTTER SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATE 7100 A. .�1A' °4. 2" MIN. COMPACTED MNDOT — — — — — — CLASS 5 AGGREGATE BASE I—_III—_III-1 I I— III —III —I III BELOW CURB AND GUTTER III III III=1 APPROVED COMPACTED 20" � SUBGRADE CURB & GUTTER (MNDOT B612) DCII,ICrI0I`CAACK1T• 4A DADC NOTE: PLACE CONCRETE REINFORCEMENT AT THE MIDDLE OF THE PAVEMENT THICKNESS CONCRETE APRON SECTION NTS 6" CONCRETE (MNDOT CONCRETE MIX 3A41) 6" MNDOT 3149.2B2 SELECT GRANULAR BORROW APPROVED COMPACTED SUBGRADE 2'-0" 1 '-0.- !., 8" __ __ •4 y� __ __ __ __ VALLEY GUTTER CONCRETE SEE PLANS FOR GUTTER SLOPE 2" MIN COMPACTED CLASS 5 BELOW VALLEY GUTTER APPROVED COMPACTED SUBGRADE NTS 4" (TYP) JOINT CONCRETE FLOOR SLAB #4 BARS r-4" (TYP) `CONCRETE APRON NOTES: 1. REINFORCEMENT SHALL BE PROVIDED AT ALL BUILDING ENTRANCES WHERE CONCRETE APRONS ABUT CONCRETE FLOOR SLABS 2. BAR SPACING: 12" O.C. FOR 8" CONCRETE APRONS 18" O.C. FOR 6" CONCRETE APRONS 3. BARS SHALL BE PLACED AT THE CENTER OF THE THINNEST APRON OR SLAB, BUT SHALL HAVE A MINIMUM BAR COVER OF 3" 4. BARS SHALL BE PLACED ACROSS TOTAL WIDTH OF BUILDING ENTRANCE APRON/FLOOR SLAB JOINT REINFORCEMENT NTS �' NTS N O N co O / O i i- W U) J Q SCHULTZ ENGINEERING & SITE DESIGN 0 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 PH: (320) 339-0669 (� FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY fr LICENSED ENGINEER UNDER THE LAWS F-- OF THE STATE OF MINNESOTA 0 0 OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 QREVISIONS Z_ J W NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX Cl -STANDARD NOTES & SPECS. C2 -STANDARD DETAILS C3 -STANDARD DETAILS C4 -STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN STANDARD DETAILS C3 4" CONCRETE (MNDOT CONCRETE MIX 3F52) 4" MNDOT 3149.2132 SELECT GRANULAR BORROW APPROVED COMPACTED SUBGRADE CONTRACTION AND EXPANSION JOINTS SHALL BE CONSTRUCTED AS PER MNDOT SPEC. 2521.3C2 CONCRETE SIDEWALK/PATIO SECTION (PRIVATE) NTS TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A FLARED CONCRETE (TYP) SLOPE TOWARDS ADJACENT STREET 1.5% 2.5" BITUMINOUS WEARING COURSE (MNDOT 2360 TYPE SP 9.5 SPWEB230B) 10-FT WIDE, AT 2.0% SLOPED TOWARDS PINECONE ROAD 6 MNDOT CLASS 5 AGGREGATE BASE APPROVED COMPACTED SUBGRADE BITUMINOUS TRAIL SECTION BACK OF CURB (TYP) Q a 4 (TYP) N a Q4 0,�� / 0 6" CURB FLUSH W/ PAVEMENT 4 FACE a a b TRUNCATED DOMES ES AS PER MNDOT STD. a �P*. a 5 PLATE 7038A ° � PAVEMENT 1.10 ° 6 PAVEMENT . 12" GUTTER. (TYP) 6 CURB FACE PEDESTRIAN ADA RAMPS W/ LANDING IN SIDEWALK 6' CURB FACE (TYP) PEDESTRIAN ADA RAMP W/ FLARED CURB NTS CURB FACE (TYP) (MAY BE OMITTED IF ADJACENT TO LANDSCAPING) 49 P OTC _ o a 0000 CURB FACE _noo0o j (TYP) 75 6 CONCRETE RAMP \ MAX. SLOPE OF 12:1:1 TRUNCATED DOMES ep AS PER MNDOT STD. PLATE 7038A CONCRETE LANDING (FLUSH W/ ADJACENT PAVEMENT) PEDESTRIAN ADA RAMP ADJACENT TO SIDEWALK TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A S\00 ° 6 CURB ° FACE a PAVEMENT FLUSH W/ PAVEMENT PEDESTRIAN ADA RAMP W/ LANDING TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A S\p�N� � a 6" CURB ° FACE ,`ldQp a �a b PAVEMENT . . . . . . . . . . . . . . . . . . . . . . . . . . 6" CURB FACE PEDESTRIAN ADA RAMPS W/ LANDING NTS NTS BACK OF CURB (TYP) CURB TAPER �\ (TYP) o� 4 FLUSH W/ PAVEMENT q 6' CURB TRUNCATED DOMES FACE (TYP) AS PER MNDOT STD. PLATE 7038A SIDEWALK PAVEMENT ..... .... . 12" GUTTER (TYP) PEDESTRIAN ADA RAMP ALONG RADIUS CURB NTS \v-j NTS \ILJ NTS � J NTS It N O N Cf) O / O O i WNf U) J SCHULTZ ENGINEERING & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 PH: (320) 339-0669 () FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY fr LICENSED ENGINEER UNDER THE LAWS � OF THE STATE OF MINNESOTA Z O U IIr 0 O BRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 QREVISIONS Z J W NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX Cl -STANDARD NOTES & SPECS. C2 -STANDARD DETAILS C3 -STANDARD DETAILS C4 -STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN STANDARD DETAILS C4 = 963.31 959.38 STORMTECH SYSTEM NOTES: 1. TRAFFIC FROM CONSTRUCTION EQUIPMENT SHALL BE LIMITED AS MUCH AS POSSIBLE ACROSS AREA DESIGNATED FOR STORMTECH SYSTEM, AND BE ONLY LOW IMPACT TRACK EQUIPMENT. DESIGNATED AREA SHALL BE EXCAVATED WITH A BACKHOE STATIONED OUTSIDE OF THE AREA AS MUCH AS POSSIBLE. 2. THE BOTTOM OF THE STORMTECH EXCAVATION SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 24 INCHES WITH THE USE OF APPROPRIATE EQUIPMENT (TILLER, RIPPER, ETC.) PRIOR TO PLACEMENT OF THE CRUSHED ROCK BASE 3. ONCE THE EXCAVATION AND SCARIFICATION IS COMPLETED, THE CONTRACTOR SHALL ARRANGE AND PAY FOR TESTING THE INFILTRATION RATE OF THE BOTTOM OF THE EXCAVATION PRIOR TO PLACEMENT OF THE CRUSHED ROCK BASE. THE TEST RESULTS SHALL BE SUBMITTED TO THE CITY AND THE ENGINEER. 4. STORMTECH SYSTEM SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. BOTTOM OF BACKFILL/ TOP OF CRUSHED ROC ELEVATION = 961.67 TOP OF CHAMBER ELEVATION = 960.67 \ TOP OF PAVEMENT ELEVATION = 963.00 � mNit�W m a INLET - ELEVATION = 957.59 J (VERIFY W/ MANUFACTURER) OUTLET - ELEVATION = 958.65 (VERIFY W/ MANUFACTURER) OTTOM OF STONE BOTTOM OF CHAMBER ELEVATION = 954.92 ELEVATION = 955.67 BOTTOM OF CLASS 5/ TOP OF BACKFILL ELEVATION = 962.25 NOTE: PAVEMENT AND CLASS 5 ELEVATIONS SHOWN ON THIS DETAIL ARE THE ELEVATIONS AT THE LOWEST PAVEMENT ELEVATION ABOVE THE SYSTEM. SURFACE ELEVATIONS WILL VARY ABOVE THE STORMTECH SYSTEM. FOR ADDITIONAL INFORMATION REGARDING THE STORMTECH SYSTEM, CONTACT THE FOLLOWING: ADS CONTACTS: TOM ROONEY (612) 756-3552 MIKE ARENDS (612) 597-1909 40TE: THE PURPOSE OF THIS DETAIL IS TO SHOW THE RELEVANT ELEVATIONS OF THE STORMTECH AC-3500 UNDERGROUND STORM WATER SYSTEM FOR THIS PROJECT. THE CONTRACTOR SHALL NSTALL THE UNDERGROUND STORM WATER SYSTEM PER SHOP DRAWINGS TO BE PREPARED BY THE ;UPPLIER AND APPROVED BY THE ENGINEER. THE SYSTEM SHALL ALSO BE INSTALLED IN STRICT kCCORDANCE WITH ALL OF THE MANUFACTURER'S REQUIREMENTS AND SPECIFICATIONS. UNDERGROUND STORM STORAGE SYSTEM ELEV NTS GRADING NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING SITE CONDITIONS INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: * LOCATIONS, DEPTHS, SIZES, AND MATERIAL TYPES OF EXISTING SANITARY, WATER, AND STORM SEWER UTILITIES, INCLUDING EXISTING STUBS * RIM AND INVERT ELEVATIONS OF EXISTING SANITARY AND STORM SEWER UTILITIES, INCLUDING EXISTING STUBS * LOCATIONS AND DEPTHS OF EXISTING NON -SEWER AND NON -WATER UTILITIES (IE: GAS, ELECTRIC, COMMUNICATIONS, ETC.) * EXISTING ABOVE -GROUND INFRASTRUCTURE AND SITE FEATURES 2. NOTIFY ENGINEER IMMEDIATELY IF ANY INCONSISTENCIES ARE DISCOVERED BETWEEN ACTUAL SITE CONDITIONS AND WHAT IS SHOWN ON THE PLANS, WHICH ARE SIGNIFICANT ENOUGH TO ALTER THE INTENT OF THE DRAWINGS. 3. EXISTING TOPOGRAPHICAL INFORMATION WAS OBTAINED FROM A TOPOGRAPHICAL SURVEY COMPLETED BY KLD SURVEYING, BRAINERD, MN. (218) 829-5333 4. BENCHMARK: CONTACT SURVEYOR. 5. CONTRACTOR SHALL CONTACT GOPHER ONE CALL AT (800) 252-1 166 FOR A UTILITY LOCATE PRIOR TO THE START OF CONSTRUCTION AND VERIFY LOCATIONS OF EXISTING UTILITIES BEFORE BEGINNING WORK. 6. SEE SHEETS C2, C3, & C4 FOR STANDARD DETAILS. 7. STORM SEWER STRUCTURE DESIGNATIONS: * "CB" DENOTES PRECAST CONCRETE CATCH BASIN * "NP" DENOTES NYLOPLAST CATCH BASIN * "STMH" DENOTES PRECAST CONCRETE STORM SEWER MANHOLE * "STCO" DENOTES STORM SEWER CLEANOUT * "("XX" ID)" DENOTES INTERIOR DIAMETER OF STRUCTURE 8. FINISHED ELEVATIONS OF LANDSCAPED AREAS IMMEDIATELY ADJACENT TO BUILDINGS SHALL BE A MINIMUM OF 6" BELOW FINISHED FLOOR OR TOP -OF -BLOCK ELEVATION, UNLESS NOTED OTHERWISE ON THE PLAN. 9. CONTRACTOR SHALL PERFORM ALL NECESSARY CALCULATIONS TO VERIFY EARTHWORK QUANTITIES. CONTRACTOR'S BID RELATED TO EARTHWORK, CUTTING, FILLING, GRADING, ETC. SHALL BE BASED ON EARTHWORK CALCULATIONS COMPLETED BY THE CONTRACTOR. I ON ADJACENT PROPERTY. I 10. SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT FINISHED SURFACE ELEVATIONS, UNLESS NOTED OTHERWISE. SPOT ELEVATIONS LOCATED ALONG CURB & GUTTER OR THICKENED EDGE SIDEWALK REPRESENT FLOWLINE ELEVATIONS OF GUTTER SECTION OR ADJACENT PAVEMENT. TOP -OF -CURB OR TOP -OF -THICKENED EDGE SIDEWALK SURFACE ELEVATIONS ARE 6" ABOVE THE FLOW LINE SPOT ELEVATION SHOWN ON THE PLANS, UNLESS NOTED OTHERWISE. 11. SPOT ELEVATION DESIGNATIONS: * "EX" DENOTES EXISTING SPOT ELEVATION * "HP" DENOTES HIGH POINT * "FL" DENOTES FLOWLINE * "BC" DENOTES BACK OF CURB * "EC" DENOTES EDGE OF CONCRETE * "EP" DENOTES EDGE OF PAVEMENT 12. ALL SPOT ELEVATIONS AND CONTOURS INDICATED ON THIS PLAN ARE INTENDED TO PROVIDE ADEQUATE POSITIVE DRAINAGE TOWARDS CATCH BASINS, CURB CUTS, PONDS, BASINS AND/OR OTHER OUTLETS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CONSTRUCT SPECIFIED SURFACE INFRASTRUCTURE TO ELEVATIONS AND GRADES INDICATED ON THIS PLAN, AS WELL AS ENSURE THAT ADEQUATE POSITIVE DRAINAGE IS CONSTRUCTED AND MAINTAINED THROUGHOUT THE ENTIRE SITE AND/OR CONSTRUCTION AREA. 13. CONTRACTOR SHALL CONTRACT WITH A LICENSED STRUCTURAL ENGINEER FOR DESIGN OF ANY RETAINING WALLS SHOWN ON THIS PLAN. 14. LINEAL FOOTAGE AND HEIGHTS OF ANY RETAINING WALLS SHOWN ON THIS PLAN ARE ESTIMATED, BASED ON THE TOPOGRAPHIC SURVEY BACKGROUND, AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. 15. CONTRACTOR SHALL PROVIDE RAILING ALONG RETAINING WALL AS REQUIRED BY CODE. IF REQUIRED BY THE MN DEPT. OF LABOR AND INDUSTRY (MNDLI), OWNER AND/OR CONTRACTOR SHALL SUBMIT FOR STATE PLUMBING REVIEW, AND OBTAIN AN APPROVED PLUMBING REVIEW REPORT FROM MNDLI, PRIOR TO THE INSTALLATION OF ANY STORM SEWER UTILITIES. CONSTRUCTION OF STORM SEWER UTILITIES SHALL NOT COMMENCE UNTIL AFTER THE APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED, AND ANY AND ALL PERTINENT COMMENTS HAVE BEEN ADDRESSED ON THE PLANS AND IN THE PROJECT SPECIFICATIONS. CONTRACTOR IS ADVISED TO ORDER STORM SEWER UTILITY MATERIALS AFTER APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED FROM MNDLI NOTE: CADD FILES FOR ESTIMATING EARTHWORK QUANTITIES ARE AVAILABLE TO CONTRACTOR: FOR PREPARING BIDS. IN ORDER TO RECEIVE THE CADD FILES, THE CONTRACTOR WILL NEED TO SIGN A HOLD -HARMLESS AGREEMENT PROVIDED BY SCHULTZ ENGINEERING & SITE DESIGN, AND AGREE TO PAY A $50 PROCESSING FEE. THE CADD FILES WILL BE RELEASED UPON RECEIPT OF THE CHECK U z O U D z O U rr O O z Q z_ J W SCHULTZ ENGINEERING &SITE DESIGN 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA BRIAN J. SCHULTZ, PE LICENSE NO.: 43129 DATE: xx/xx/2024 REVISIONS NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS (D SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX C1 -STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN GRADING PLAN SCALE: 1 "=30' 0 30 60 C5 PROJECT INFORMATION VICINITY MAP NTS Project Description This project will consist of the construction of a new hotel & restaurant building with an approximate footprint of 27,000-SF. Some storm water management will be required for this project, which will consist of an underground storm water detention system. Disturbed Area & Impervious Surface Tabulation Proposed Construction Area (includes adjacent property) Only Subject Property Anticipated Disturbed Area 4.0 acres Existing Impervious Area 0.00 acres Proposed Impervious Area 3.13 acres Net Impervious Area Increase 3.13 acres Permanent Site Drainaae Anticipated Disturbed Area 3.6 acres Existing Impervious Area 0.0 acres Proposed Impervious Area 3.00 acres Net Impervious Area Increase 3.00 acres Site drainage from the majority of the proposed development will be routed directly to an existing regional storm water facility located on the property to the south. Storm water will be conveyed via proposed and existing storm sewer. Based on information provided by the City of Monticello, the downstream storm water facility is designed and sized to provide water quality and rate control for impervious area from the proposed project equal to 75% of the total site area. The proposed project includes proposed impervious surfacing equal to 83% of the total site area. This equates to proposed impervious surfacing, in excess of the originally assumed 75%, of 8% of the total site area or 12,600-SF. It is proposed for site drainage from an area with greater than 12,600-SF of impervious area be directed to a proposed StormTech underground storm water detention system to provide water quality and rate control for the excess impervious area. The StormTech system has been designed to treat drainage from 1.1" of runoff off the excess impervious area as per City MS4 and MPCA NPDES permit requirements. For larger events, the StormTech system and associated outlet has been designed to limit discharges such that post developed site runoff rates do not exceed predeveloped site runoff rates from 2, 10, and 100-year, 24-hour storm events, from the contributing drainage area. Pre-treatment has been provided for the proposed StormTech system via a catch basin sumps. STORMTECH SYSTEM CALCULATIONS Total contributing impervious surfacing = 18,600 sf Required water quality volume = 18,600 sf x 1.1-in = 1,710cf StormTech System Provided infiltration volume: 3,430 cf (See Storm Water Calculation Report) Draw Down Time Assumed underlying soils: Poorly graded sand with silt (SP-SM) (based on geotechnical report) Assumed groundwater elevation: Below 930 (based on geotechnical report) Assumed infiltration rate: 1.60 in/hr (based on MN storm water manual) Maximum time of infiltration = 48 hrs, 0 min Design time of infiltration = 48 in (4.0-ft) / 1.60 in/hr = 30 hrs, 00 min (assuming full system to outlet) Receiving Surface Waters The following surface waters could receive storm water runoff from this project, and are within 1 mile of the project site: Surface Water Type of Surface Water Impaired Water? Special Water? USEPA Approved TMDL for Impaired Water? Comments Downstream Ponds Pond No No Distance = 0.1 to 0.3 miles Mississippi River River No Yes Distance = 0.9 miles SEDIMENT AND OTHER POLLUTANTS This SWPPP has been designed mainly to provide erosion and sediment control of naturally occurring soils at this site (ie: sands, loams, and clays). Although this SWPPP does address pollution prevention of other man-made materials, it is assumed that these materials will consist of debris from existing structures and pavements to be demolished, or debris and chemicals fie: fuels, new paints, etc.) resulting from new construction. There are no known solid wastes or hazardous materials buried below grade at this site. If such wastes or hazard materials are discovered during construction, the SWPPP Coordinator (described below) will be responsible for notifying the Engineer. This SWPPP will then be revised to address he presence and disposal of these additional pollutants EROSION PREVENTION AND SEDIMENT CONTROL RESPONSIBILITIES SWPPP Design Engineer and Qualifications Design Engineer Brian J. Schultz, PE Training Course Design of SWPPP Recert. Training Entity University of Minnesota Instructor John Chapman Dates of Training Course I Spring 2023 (Online Course) Total Training Hours 7.0 SWPPP Coordinator and Qualifications * "Design of SWPPP" is a recertification course offered by the University of Minnesota. The Engineer's certification for "Design of SWPPP" is current, and will expire May 31, 2026. Certification documentation is on file at the Engineer's office and a copy can be provided upon request. The Contractor shall provide an individual who shall serve as the SWPPP Coordinator for this project. The SWPPP coordinator shall oversee the implementation of this SWPPP, as well as the necessary inspections (described below) of erosion prevention and sediment control BMPs. The SWPPP Coordinator shall also oversee the installation, maintenance, and repair of the BMP's to be completed in accordance with this SWPPP. The SWPPP Coordinator shall be responsible for the items listed above during the period from the start of the project to the establishment of final stabilization. During this period, the SWPPP Coordinator, or their assigned, qualified (see below) representative shall be available for an on -site inspection within 72 hours upon request by the MPCA. It shall be the Contractor's responsibility to complete the table below, which will identify the SWPPP Coordinator and that person's qualifications. This person shall acknowledge that he/she has been assigned to serve as SWPPP Coordinator and will be overseeing the items listed in this section, by providing their signature in the space below. Please note that this SWPPP will not be considered complete if the table below is not filled in. * Typically, the identity of the SWPPP Coordinator is unknown until the project is awarded. The SWPPP Coordinator may be identified at the project's Preconstruction Conference. SWPPP Coordinator Company Name Office Phone # Cell Phone # Training Course Training Entity Instructor Dates of Training Course Total Training Hours I, , hereby (Printed Name) acknowledge that I will be serving as SWPPP Coordinator for this project and will be responsible for overseeing the items identified in this section. (Signature) The SWPPP Coordinator may assign other personnel to supervise or perform the duties listed above. However, in completing the duties listed above, at least one person shall be trained in erosion prevention and sediment control as related to that particular part of the SWPPP. If the SWPPP Coordinator chooses to delegate some of the duties and responsibilities listed above to other personnel, a list of the personnel, as well as their qualifications, shall be kept with and shall become part of this SWPPP. The qualifications shall be documented in a manner similar to the table shown above. A copy of this list shall be provided to the Engineer. Once the project has been completed and accepted by the Owner, and Final Stabilization has been established and "Notice of Termination" submittedto the MPCA, the Owner assumes responsibility for the long term maintenance of the storm water management system. The SWPPP Coordinator shall be responsible for ensuring that the Contractor properly disposes of the temporary erosion and sediments control measures within 30 days after site stabilization is achieved or after the temporary measures are no longer needed. Record Retention The SWPPP and associated records shall be stored and maintained by an employee or representative of the Owner for 3 years after the submission of the Notice of Termination (NOT) Responsibility for overseeing the records will be transferred to another employee or representative should the current personnel become uninvolved with the project or Owner. These records shall include the following: 1). The final SWPPP 2). Any other stormwater related permits required for the project 3). Records of all inspection and maintenance conducted during construction 4). All permanent operation and maintenance agreements that have been implemented, including all right-of-way, contracts, covenants and other binding requirements regarding perpetual maintenance 5). All required calculations for design of the temporary and permanent Stormwater Management Systems BMP INSPECTIONS Inspection Frequency The SWPPP Coordinator shall inspect, or designate someone else who is qualified to inspect (see above), the construction site erosion prevention and sediment control BMPs per the following time frames: 1). Once every 7 days 2). Within 24 hours of a rain event (1 /2" or greater over 24 hours) Inspections shall be conducted per the time frames listed above with the following exceptions: 1). Where parts of the construction site have permanent cover, but work remains on other parts of the site, inspections of areas with permanent cover may be reduced to once per month 2). Where construction sites have permanent cover on all exposed soil areas and no construction activity is occurring anywhere on the site, the site must be inspected for a period of 12 months (inspections may be suspended during frozen ground conditions). Following the 12th month of permanent cover with no construction activity, inspections may be terminated until construction activity is once again initiated or sooner if notified in writing by the MPCA. 3). Where work has been suspended due to frozen ground conditions, the required inspections and maintenance schedule must begin within 24 hours after runoff occurs at the site or prior to resuming construction, whichever occurs first. Inspection Records The SWPPP Coordinator shall maintain inspection records during construction. These must be recorded in writing within 24 hours of the inspection and/or maintenance activity. The inspection records shall include the following: 1). Date and time of inspections 2). Name of person(s) conducting inspection 3). Findings of inspections, including recommendations for corrective actions 4). Corrective actions taken (including dates, times, and party completing maintenance activities) 5). Date and amount of any rainfall events greater than 1 /2" in 24 hours a). The Contractor shall install and maintain a rain gauge at the construction site in order to verify rainfall amounts. 6). If any discharge is observed to be occurring during the inspection, a record of all points of the property from which there is a discharge must be made, and the discharge shall be described (i.e., color, odor, floating, settled, or suspended solids, foam, oil sheen, and other obvious indicators of pollutants) and photographed. 7). Documentation of any changes to the SWPPP made during construction a). If the SWPPP coordinator observes that a BMP fails on a regular basis and believes that it is ineffective, it shall be his/her responsibility to notify the Engineer of such deficiencies. The Engineer may then amend the SWPPP (see "Amending the SWPPP") Note: Copies of all inspection records shall be submitted to the Engineer. AMENDING THE SWPPP During the construction of this project it may become necessary to amend this SWPPP. Should the responsibility of installing, inspecting and maintaining the erosion and sediment control devices and techniques described in this SWPPP be transferred from the current Contractor to another Contractor, or from the current Contractor to the Owner, this SWPPP shall be updated accordingly. The Owner will also be required to complete an "Permit Modification Form". Should it be determined, during construction, by the SWPPP Coordinator, Engineer, or Regulatory Officials that deficiencies in this SWPPP exist, or if significant changes are made to the design/scope of this project that impact erosion prevention and sediment control, the Engineer shall be notified immediately. The Engineer will then review potential deficiencies and/or significant changes to project design/scope, and make necessary changes to the SWPPP. After changes are made to the SWPPP, the Engineer will issue the necessary documentation, reflecting the changes, to the owner and to the SWPPP Coordinator. The SWPPP Coordinator shall be responsible to make sure that this documentation is added to the on -site SWPPP copy and that the changes described in the documentation is implemented on -site. EROSION PREVENTION AND SEDIMENT CONTROL BMPS Standards and References Materials and construction methods of all BMPs included in this SWPPP shall be as per the Minnesota Department of Transportation (MNDOT) Standard Specifications for Construction, latest edition. The Contractor and SWPPP Coordinator shall obtain a current copy of MNDOT's Standard Specifications for Construction and familiarize themselves with the specification sections applicable to this SWPPP, as there are several BMPs that specifically reference these sections. The Contractor and SWPPP Coordinator shall be expected to be familiar with the applicable MNDOT specification sections during construction. No additional compensation will be paid to the Contractor for additional work due to unfamiliarity with these specification sections. Undisturbed Areas If shown on the plan, the Contractor shall delineate areas that are not to be disturbed on the site. This may be done with flags, stakes, signs, silt fence, etc., and shall be completed prior to the start of any grading operations. Regardless of the delineation method the Contractor chooses to use, the Contractor must communicate to his/her personnel and subcontractors that these areas are not to be disturbed and construction equipment (including trucks and personal vehicles) shall not be allowed in these areas. The Contractor shall minimize compaction and preserve topsoil as much as possible at the site. In pervious ("green") areas that are not essential to the construction of the project, the Contractor shall avoid construction traffic and maintain the existing condition of these areas. Temporary and Permanent Stabilization All exposed soil areas (including stockpiles) shall be provided with temporary or permanent cover within 7 days of construction activity temporarily or permanently ceasing in that portion of the site. Temporary or permanent drainage ditches or swales, which drain off -site or to a surface water, and are within 200 lineal feet of the property line or surface water shall be provided with temporary or permanent cover within 24 hours of construction. Placement of temporary or permanent cover shall be initiated immediately upon suspension or completion of excavation operations. Temporary Cover: If the Contractor chooses to halt grading operations in a portion of the site (or the whole site) for a period exceeding 7 days, and grading operations (rough or finish grading) in the affected areas has not yet been completed, temporary cover shall be placed. Affected areas consisting of drainage ditches or swales connected to, and within, 200 lineal feet of a property line or surface water shall be provided with temporary cover within 24 hours of connection. Depending on the Contractor's schedule, the temporary cover shall consist of one of the following BMPs: 1). Discanchored Mulch a). Discanchored mulch may be used in an area of the site for the whole site) if the Contractor is halting grading operations for a period that is relatively short, but exceeds 7 days. b). The mulch shall be Type 3 per MNDOT Spec. 3882 c). An adequate quantity of mulch shall be evenly distributed to achieve 90% coverage of the exposed soils. d). Mulch shall be placed as per MNDOT 2575.3C. e). All mulch shall be disc anchored as per MNDOT 2575.3D. Prior to the placement and discanchodng of the mulch, the soils shall be loosened and the area smooth -rough graded per MNDOT 2574. f). Any areas that are exposed as a result of wind action after the initial mulch placement shall be covered with additional mulch to maintain 90% coverage. 2). Temporary Seeding with Mulch a). Temporary seeding with mulch may be used in areas of the site (or the whole site) if the Contractor is halting grading operations for a period that is relatively long. Although mulch still needs to be applied as described above, once the temporary seeding/turf is established, the mulch will no longer need to be maintained. The temporary seeding/turf will require very little maintenance. b). Prior to the sowing of temporary seed, the soils shall be loosened and the area smooth -rough graded per MNDOT 2574. c). Contractor shall utilize Seed Mixes 21-1 1 1, 21-1 12, or 21-1 13 per MNDOT Spec. 3876 for temporary seeding. d). Temporary seeding shall be sown per MNDOT Spec. 2575.3B. e). Once temporary seeding has been sown, mulch shall be placed over the area as described above. Permanent Cover: Upon completion of finish grading and/or placement of topsoil, initiation of the placement of permanent cover shall begin immediately over all exposed areas. This includes areas designated for impervious surfacing fie: buildings, pavements/gravel bases, sidewalks, etc.). Where the construction schedule will not allow for the placement of the permanent impervious surfacing within 7 days of the completion of finish grading, temporary cover shall be provided in these areas, as described above, until the permanent impervious surfacing can be constructed. Affected areas consisting of drainage ditches or swales connected to, and within, 200 lineal feet of a property line or surface water, shall be provided with permanent cover within 24 hours of connection. Areas designated for permanent turf establishment shall be provided with one or more of the following BMPs (see plan): 1). Permanent Seeding with Mulch a). Unless otherwise noted on the plans, all areas designated for turf establishment shall be provided with permanent seeding. b). In addition to the plan included as part of this SWPPP, the Contractor shall verify if a Landscaping Plan has been included in the plans by the Architect. If a Landscape Architect has specified higher quality permanent cover (ie: sod, hydroseeding, etc.), the Contractor shall provide this permanent cover in lieu of the permanent seeding specified in this SWPPP. c). Prior to the sowing of permanent seed, the soils shall be loosened and the area smooth -rough graded per MNDOT 2574. d). Contractor shall utilize Seed Mix 25-131 per MNDOT Spec. 3876 for permanent seeding. e). Permanent seeding shall be sown per MNDOT Spec. 2575.313. f). Once permanent seeding has been sown, mulch shall be placed over the area as described above (under Temporary Cover), unless noted otherwise. 2). Erosion Control Blanket a). Erosion control blanket shall be placed in areas as shown on the plan included in this SWPPP. These areas shall still be provided with permanent seeding, as described above, beneath the erosion control blanket. b). Erosion control blanket shall meet the requirements indicated in MNDOT Spec. 3885. See plan for category(s) of erosion control blanket. c). Erosion control blanket shall be installed as per MNDOT Spec. 2575.3G2. d). Erosion control blanket specified in drainage ditches and swales connected to, and within 200 lineal feet, of a property line or surface water shall be installed within 24 hours of the completion of finish grading (including permanent seeding). 3). Riprap a). Riprap shall be placed in areas as shown on the plan included in this SWPPP. b). All riprap shall be underlain with Type 4 geotextile fabric. The fabric shall meet the requirements of MNDOT Spec. 3733 and shall be installed as per MNDOT Spec. 251 1.3B2. c). Riprap materials shall meet the requirements of MNDOT Spec. 3601, and shall be Class 3, unless noted otherwise on the plans. d). Riprap shall be considered "Random Riprap" and shall be placed as per MNDOT Spec. 251 1. e). Although it is permitted for the riprap to be placed with machinery, it will be necessary for the Contractor to hand place some of the riprap in order to provide a dense, well -keyed layer of stones with the least practical quantity of void space. f). The minimum thickness of the riprap shall be 18 inches, unless otherwise noted on the plans. g). Riprap designated at the end of pipe outlets shall be placed within 24 hours of installation of the pipe outlet end section. h). Riprap specified in drainage ditches and swales connected to, and within 200 lineal feet, of a property line or surface water shall be installed within 24 hours of the completion of finish grading. Sediment Control The following sediment control BMPs shall be implemented as part of this project: 1). Silt Fence a). Silt fence shall be installed at the locations shown on the plan included in this SWPPP. b). Silt fence shall be machine sliced and materials shall meet the requirements of MNDOT Spec. 3886. c). Silt fence shall be installed as per MNDOT Spec. 2573.3132. d). Silt fence shall be installed prior to any upgradient grading operations, and shall remain in place and maintained adequately until upgradient areas achieve Final Stabilization (see below) e). Silt fence shall be repaired or replaced if damaged during, or after, rain events, or if accumulated sediment on the upstream side of the fence reaches 1 /3 of the height of the fence. Repair or replacement of silt fence shall be completed within 24 hours of discovery. f). Portions of silt fence may be removed to accommodate short-term activities, such as vehicle passage. Short-term activities shall be completed as quickly as possible, and new silt fence installed immediately after completion of the short-term activity. If rainfall is imminent or forecasted in the near future, new silt shall be installed regardless of if the short term activity has been completed or not. The Contractor is advised to schedule short term activities during dry weather as much as practicable. No additional compensation will be paid due to additional silt fence associated with short-term activities. g). Temporary soil stockpiles shall be placed on the site in areas upgradient from silt fence. Where the Contractor chooses to place temporary soil stockpiles outside designated silt fenced areas, the stockpiles shall be surrounded by additional silt fence. Under no circumstances shall temporary soil stockpiles be placed over surface waters, curb and gutter, catch basins, culvert inlets or outlets, or ditches. 2). Catch Basin Protection a). WIMCO Road Drain protection devices, as manufactured by WIMCO, shall be used for catch basin protection on this project. WIMCO can be contacted at (952)-233-3055, and their web page is www.roaddrain.com. b). "Road Drain Top Slab" devices shall be installed at all catch basin locations immediately after placement of the catch basin structures. "Road Drain Top Slab" devices shall remain in place and be adequately maintained until permanent surfacing is constructed (ie: curb and gutter, pavements, and/or gravel surfacing). In areas designated for turf establishment, "Road Drain Top Slab" devices shall remain in place until Final Stabilization of all upgradient areas is established. c). Upon construction of the permanent surfacing, the "Road Drain Top Slab" devices shall be replaced with the WIMCO product specified on the plans. The WIMCO devices shall remain in place until Final Stabilization of all upgradient areas has been established. d). The contractor shall install and maintain the catch basin protection devices as per the manufacturer's instructions and specifications. 3). Culvert Inlet Protection a). Culvert inlet protection shall be provided at all culvert inlet locations immediately after construction of the culvert. See plan included in this SWPPP for culvert inlet locations. b). Culvert inlet protection shall consist of the SedJacket, as manufactured by SedCatch Environmental Products. SedCatch Environmental Products can be contacted at (937)-435-5075, and their web page is https://sedcatch.com/collections/sedjacket. c). The culvert inlet protection shall remain in place and adequately maintained until Final Stabilization of all upgradient areas has been established. d). Culvert inlet protection shall be repaired or replaced if damaged during, or after, rain events, or if accumulated sediment reaches 1 /2 of the height of the SedJacket device fabric. Repair or replacement of culvert inlet protection shall be completed within 24 hours of discovery. 4). Temporary Rock Construction Entrance a). Temporary rock construction entrances shall be installed at the locations shown on the plan included in this SWPPP. See detail for temporary rock entrance design. b). If the Contractor chooses to access the site from locations other than where temporary rock entrances are specified on the plans, additional temporary rock entrances shall be placed at these locations, as well. c). Temporary rock entrance shall be constructed prior to the start of grading operations, and shall remain in place and be adequately maintained until Final Stabilization has been established. d). Temporary rock entrances shall be maintained in such a manner that the entrances prevent sediment tracking onto adjacent streets. If a temporary rock entrance is found to be ineffective, it shall be replaced or improved within 24 hours of discovery. e). The Contractor has the option to place Type 4 geotextile fabric beneath the temporary rock entrance. The fabric may extend the life of the entrance as it will reduce rock "sinking" into the underlying soils. If the Contractor chooses to use fabric, it should meet the requirements of MNDOT Spec. 3733 and shall be installed as per MNDOT Spec. 251 1.3B2. f). If sediment tracking from the site is discovered on adjacent streets, the sediment shall be removed with a street sweeper or other approved method within 24 hours of discovery. This shall be done throughout construction of the project. This sediment may be returned and graded over exposed areas of the site, or disposed of off site per MPCA requirements. The City may order street sweeping to be performed at the Contractor's or Owner's expense if City staff find that construction activities are resulting in sediment or debris being tracked onto City streets. 5). Filter Logs a). Filter logs shall be installed at the locations shown on the plan included in this SWPPP. b). Filter logs shall consist of Type Wood Fiber biorolls and meet the requirements of MNDOT Spec. 3897. c). Filter logs shall be installed as per MNDOT Spec. 2573.3F. d). Filter logs shall be installed immediately after placement of erosion control blanket. e). Filter logs shall remain in place for the life of the project, and shall be allowed to degrade naturally. Dewatering If dewatering of sandy subsoils is required for this project, the pump discharge shall be treated prior to discharge off -site or into a surface water. Treatment of discharge shall be achieved with the use of a "Dandy Dewatering Bag" (or approved equivalent), as manufactured by Dandy Products,lnc. Dandy Products, Inc. can be contacted at (877) 307-0141, and their web page is www.dandyproducts.com. The "Dandy Dewatering Bag" shall be installed, utilized, and maintained per the manufacturer's instructions and specifications. Once dewatering water has been treated, it may be discharged off -site or to a surface water. The discharge shall be visually checked to ensure that it is relatively clean and not visibly different from any receiving waters. If discharge is noticeably "dirty", the Engineer shall be contacted as additional treatment methods may be necessary. Adequate erosion control shall be provided at the point of discharge if it is located in an area with exposed soils or established turf. This erosion control may consist of temporarily placed rip rap, or other approved energy dissipation measures. The type of erosion control measure shall be at the Contractor's discretion, depending on the location of the dewatering discharge and the unique site characteristics. The erosion control measures shall be effective and shall be maintained adequately such that no erosion occurs at the point of discharge. ESTIMATED QUANTITIES ESTIMATED BMP QUANTITIES ITEM QUANTITY Temporary Seeding & Mulch 4.0 Acres Permanent Seeding & Mulch 0.87 Acres Silt Fence/Sediment Control Log 1,850 LF Temporary Rock Constr. Entrance 2 EA Catch Basin Protection 27 EA Category 20 ECB 520 SY * Note: Estimated quantities shown above indicate one application of the associated BMP. Additional quantity of BMP over what is indicated above may be required for maintenance of each BMP. Good housekeeping by the Contractor will likly result in less quantity required. Pollution Prevention Management Solid waste accumulated during construction, including collected sediment, construction materials, floating debris, construction debris, paper, plastics, and other solid wastes shall be disposed of in accordance with MPCA disposal requirements: 1). Building products that have the potential to leach pollutants shall be maintained under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by a similarly effective means designed to minimize contact with storm water. 2). Pesticides, herbicides, insecticides, fertilizers, treatment chemicals, and landscape materials shall be maintained under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by similarly effective means designed to minimize contact with stormwater. 3). Hazardous materials, toxic waste, (including oil, diesel fuel, gasoline, hydraulic fluids, paint solvents, petroleum -based products, wood preservatives, additives, curing compounds, and acids) shall be properly stored in sealed containers to prevent spills, leaks or other discharge. Restricted access storage areas shall be provided to prevent vandalism. Storage and disposal of hazardous waste or hazardous materials shall be in compliance with Minn. R. ch. 7045 including secondary containment as applicable. 4). Solid waste shall be stored, collected and disposed of properly in compliance with Minn. R. ch. 7035. 5). Portable toilets shall be positioned so that they are secure and will not be tipped or knocked over. Sanitary waste must be disposed of properly in accordance with Minn. R. ch. 7041. The Contractor shall take steps to prevent the discharge of spilled or leaked chemicals, including fuel, from any area where chemicals or fuel will be loaded or unloaded including the use of drip pans or absorbents unless infeasible. The Contractor shall conduct fueling in a contained area unless infeasible. The Contractor shall ensure adequate supplies are available at all times to clean up discharged materials and that an appropriate disposal method is available for recovered spilled materials. The Contractor shall report and clean up spills immediately as required by Minn. Stat. § 115.061, using dry clean up measures where possible. If the Contractor washes the exterior of vehicles or equipment on the project site, washing shall be limited to a defined area of the site. Runoff from the washing area shall be contained in a sediment basin or other similarly effective controls and waste from the washing activity shall be properly disposed of. The Contractor shall properly use and store soaps, detergents, or solvents. No engine degreasing shall be allowed on site. The Contractor shall provide effective containment for all liquid and solid wastes generated by washout operations (concrete, stucco, paint, form release oils, curing compounds and other construction materials) related to the construction activity. The liquid and solid washout wastes shall not contact the ground, and the containment shall be designed so that it does not result in runoff from the washout operations or areas. Liquid and solid wastes shall be disposed of properly and in compliance with MPCA rules. A sign must be installed adjacent to each washout facility that requires site personnel to utilize the proper facilities for disposal of concrete and other washout wastes. FINAL STABILIZATION Final Stabilization shall be considered established once the following requirements have been achieved: 1). All soil disturbing activities at the site have been completed and all soils are stabilized by a uniform perennial vegetative cover with a density of 70 percent of its expected final growth density over the entire pervious surface area, or other equivalent means necessary to prevent soil failure under erosive conditions. 2). The permanent storm water management system is constructed, and is operating as designed. Temporary or permanent sedimentation basins that are to be used as permanent water quality management basins have been cleaned of any accumulated sediment. All sediment has been removed from conveyance systems and ditches are stabilized with permanent cover. 3). All temporary synthetic and structural erosion prevention and sediment control BMPs have been removed from the project site. BMPs designed to decompose on site may be left in place. ADDITIONAL COMMENTS The Contractor is solely responsible for the cleanup of any wetlands, rivers, streams, lakes, reservoirs, other waters of the State (as defined by the MPCA's General Storm Water Permit), ground or roadway surfaces or other property damaged by construction activity related to this project. Besides the NPDES permit (MPCA General Storm Water Permit), the Contractor and/or Owner shall also be responsible to obtain all other necessary local government permits related to storm water management, and erosion and sediment control, if applicable (ie: Watershed District, City, MNDOT, etc.). This SWPPP is intended to provide a plan for addressing the erosion prevention and storm water management issues associated with this project. It is to be used in conjunction with the project plans, specifications, and the MPCA General Storm Water Permit. In addition to the SWPPP, the Owner, Contractor, and SWPPP Coordinator shall familiarize themselves with the actual requirements indicated in the MPCA General Storm Water Permit itself and are responsible for compliance with the permit's terms, requirements, and conditions. The Engineer can provide a copy of the permit upon request. N O N co O CO O 1 W W J Q r 2 m U) 0 J 0 z 0 I- 0 D Ir C0 Z 0 Ir 0 IL 0 Z i Ir Z 2 J W Ir U) 3 vi N 0 Z I a_ a_ a_ U) N O N SCHULTZ ENGINEERING &SITE DESIGN 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA BRIAN J. SCHULTZ, PE LICENSE NO.: 43129 DATE: xx/xx/2024 REVISIONS NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN SWPPP -STANDARD NOTES C6 Gravel pad(s) MnDOT Class CA-15 or CA-25 Riprop Geotextile fc -. NOTES: Channelize runoff to sediment trapping device V z (n XI w � / Match Existing Grade Original grade -1-mil plates Original grade SECTION B-B (not to scale) J)LU I IUIN A —A (not to scale) Sediment Trapping Device 5U min. �I or Right of Way PLAN Standard Plate Library City of Monticello Z1I v CD .. O a O" O C4 (A I O O cn cn �. • rrw O ~ 0 M.-d 0 Cr•q co 0 0 E E 0 U 0 O U -0 E Title: Commercial Gravel Construction Entrance Date: 06-14 Plate No. Revised: 03 —15 6002 STEEL FENCE POST (T—POST), MINIMUM 5' LONG, 6' MAXIMUM SPACING. POST NOTCHES - TO FACE AWAY FROM FABRIC. ATTACH FABRIC TO POSTS TMINIMUM 3 ZIP TIES 50H LB. NSILE� NSILE�PER POST TOP 8 OF F BRIC. MONOFILAMENT GEOTEXTILE FABRIC PER MNDOT TABLE 3886-1 MACHINE SLICED). MACHINE SLICE 8"-12" DEPTH (PLUS 6" FLAP) EXISTING CURB PLAN WIMCO ROAD DRAIN CG-23* HIGH FLOW INLET PROTECTION CURB AND GUTTER MODEL OR CITY APPROVED EQUAL. * FOR THE NEW R-3290—VB STANDARD CASTING, INSTALL WIMCO ROAD DRAIN CC-3290 OR CITY APPROVED EQUAL. Standard Plate Library City of Monticello BOTTOM OF DRAINAGE WAY 3e 0 J LL ELEVATION PnTNTS A" SHnm n RF OVERFLOW IS Yz OF THE CURB BOX HEIGHT DEFLECTOR PLATE — OVERFLOW IS Y2 OF THE CURB BOX HEIGHT OVERFLOW AT TOP OF FILTER ASSEMBLY r 11I 11-1 -Tv I 11UI\Ili Title: Inlet Protection Catch Basin Insert Date: 03-07 Plate No. Revised: 0 3 —15 6004 3' OVERFLOW Standard Plate Library City of Monticello VG NUT TACHMENT HOOK T FABRIC SLEEVE R MnDOT SPECIAL DVISION 3886 SILT FABRIC SLEEVE PER MnDOT SPECIAL PROVISION 3886 Title: Inlet Protection Grate Inlet Cover Date: 03-07 Plate No. Revised: 0 3 —15 6005 N O 0/ N C0 O O O I W (n J Q SCHULTZ ENGINEERING (n & SITE DESIGN 0 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 PH: (320) 339-0669 (� FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY Itr LICENSED ENGINEER UNDER THE LAWS � OF THE STATE OF MINNESOTA Z 0 0 Iz O LI_ OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 OTC REVISIONS Q Z_ J W W NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX DIRECTION OF SURFACE FIL/ (� v ;• A A 24" MINIMUM 0.7 STAPLES PER SQ. YD. 1.15 STAPLES PER SQ. YD. 3.75 STAPLES PER SQ. YD. 4:1SLOPES 3:1SLOPES HIGH FLOW CHANNEL& SHORELINE C 1 -STANDARD NOTES ES & SPECS. C2-STANDARD DETAILS C3 -STANDARD DETAILS „ . ' • :•• POST EMBEDMENT I C4 -STANDARD DETAILS B B C5 - GRADING PLAN ,. NOTE: coMPAc11oN: THE MACHINE SLICED METHOD (THIS DETAIL) IS THE ®AFTER "SLICING" IN THE FABRIC AND BEFORE INSTALLATION C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS STANDARD SILT FENCE INSTALLATION METHOD. OF STEEL POSTS, DRIVE INSTALLATION EQUIPMENT OVER THE HEAVY—DUTY SILT FENCE INSTALLATION METHODS "SLICE" WHILE FABRIC IS LAYING ON THE GROUND. THEN C8 -SWPPP -PLAN VIEW SHOULD ONLY BE USED WHEN APPROVED OR DIRECTED INSTALL STEEL POSTS AND PULL UP FABRIC TO ATTACH AT BY THE CITY. A UNIFORM HEIGHT. l2•_5• :.3• V�, > r " C9 -UTILITY PLAN C10 - PAVING PLAN A D OAn ;0 Qr ,cc OMO m rr, c 1 Right of Way -D-0 ;u3m MAINTAINANCE: 1. FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL, AND ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USEABLE LIFE AND THE BARRIER MAY STILL BE NECESSARY, THE FABRIC SHALL BE REPLACE PROMPTLY. 3. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT, THEY MUST BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY HALF THE HEIGHT OF THE BARRIER. 4. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE OR FILTER BARRIER IS NO LONGER REQUIRED, SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE, PREPARED AND SEEDED. WINTER Placement of Sediment SUMMER Filter Barrier 7' Behind Residential Curb or Behind Sidewalk Residential Driveway Prior to Snow Plowing Driveway Entrance Right of Way Entrance z A ---------------- --_----- ------------- ----------- --------------------------- ----- ---------------------- 0 c Sidewalk Sidewalk Concrete Curb & Gutter rest Street PLACEMENT AND CONSTRUCTION OF A SEDIMENT FILTER BARRIER Placement of Sediment Filter Barrier Along Curb ------------ ------------ Concrete Curb d Gutter 1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED 2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6• (15an) DEEP X 6' (15an) WIDE TRENCH WITH APPROXIMATELY 12- (3Dan) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12' (30an) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12• (30an) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLESISTAKES SPACED APPROXIMATELY 12- (30an) APART ACROSS THE WIDTH OF THE BLANKET. 3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2'5" (San-12.5an) OVERLAP DEPENDING ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET. 5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3" (7.5an) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE BLANKET WIDTH. NOTE: 'IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6' (15an) MAY BE NECESSARY TO PROPERLY SECURE THE BLANKETS. Standard Plate Library City of Monticello Title: Erosion Control Blanket Stapling Patterns & Installation Date: 03-08 Plate No. Revised: 0 3 —15 6011 FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN SWPPP -STANDARD DETAILS C7 INSTALL CATCH BASIN PROTECTION (TYP) FM = 963.31 959.38 INSTALL CATCH BASIN PROTECTION (TYP) I I I I °• II -PERIMETER S LT FENCE (TYP) TEMPORARY ROCK* CONSTRUCTION ENTRANCE N O N C7 O O O W J Q SCHULTZ ENGINEERING CD & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 > PH: (320) 339-0669 (� FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA Z O U Ir O IL OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 i DATE: xx/xx/2024 0}C REVISIONS Q Z_ J W 3 c n I n n n N N O N NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX Cl -STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN SWPPP - PLAN VIEW SCALE: 1 "=30' 0 30 60 �:3 I I I I I I = 963.31 I I 959.38 T I I I I I I I v I I I I I v I I I v I I I I ` I v I I I I I I RIM= 964.24 INV= 958.14 I I - ---�----rt—l—T— I I I I I I I I F — UTILITY NOTES: 1. WATER MAIN AND ANY WATER SERVICE LINES SHALL BE PLACED AT A MINIMUM DEPTH OF 8 FEET BELOW FINISHED GRADE. 2. IF CONFLICTS ARE DISCOVERED WHERE WATER MAIN OR SERVICES CROSS EXISTING OR PROPOSED SANITARY SEWER, SERVICE LINES, OR STORM SEWER, THE WATER MAIN SHALL BE RAISED OR LOWERED APPROPRIATELY WHILE STILL MAINTAINING A MINIMUM DEPTH OF 8 FEET BELOW FINISHED GRADE. 3. INSULATION SHALL BE PLACED AT ALL LOCATIONS WHERE STORM SEWER CROSSES SANITARY SEWER, WATER MAIN, OR ASSOCIATED SERVICES. INSULATION SHALL CONSIST OF AN 8-FT X 8-FT SQUARE OF 3"-THICK RIGID INSULATION. INSULATION SHALL BE PLACED BETWEEN THE STORM SEWER AND PIPE CROSSING WITH THE EDGES OF THE INSULATION PARALLEL TO THE PIPING AS MUCH AS POSSIBLE. 4. INSTALL SANITARY SEWER SERVICE LINE CLEANOUTS AS REQUIRED BY THE MINNESOTA PLUMBING CODE. 4. INSTALL TRACER WIRE ALONG PROPOSED UNDERGROUND UTILITY PIPE AS PER MINNESOTA RURAL WATER ASSOCIATION STANDARDS AND SPECIFICATIONS. https://www.mrwa.com/wp-content/uploads/2022/06/TracerW ireSpecGuideFi nalwebll.pdf 5. SEE SHEET C5 FOR STORM SEWER ELEVATIONS AND SLOPE, AND SHEET C2 & C3 FOR STANDARD DETAILS RELATING TO THE PLACEMENT OF THE UTILITIES. 6. CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. OWNER AND/OR CONTRACTOR SHALL SUBMIT FOR STATE PLUMBING REVIEW, AND OBTAIN AN APPROVED PLUMBING REVIEW REPORT FROM MNDLI, PRIOR TO THE INSTALLATION OF ANY SANITARY SEWER OR WATER UTILITIES. CONSTRUCTION OF SANITARY SEWER OR WATER UTILITIES SHALL NOT COMMENCE UNTIL AFTER THE APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED, AND ANY AND ALL PERTINENT COMMENTS HAVE BEEN ADDRESSED ON THE PLANS AND IN THE PROJECT SPECIFICATIONS. CONTRACTOR IS ADVISED TO ORDER UTILITY MATERIALS AFTER APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED FROM MNDLI It N O N C7 O O O W W J Q m W U J I SCHULTZ ENGINEERING & SITE DESIGN 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA BRIAN J. SCHULTZ, PE LICENSE NO.: 43129 DATE: xx/xx/2024 REVISIONS NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX Cl -STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN UTILITY PLAN SCALE: 1 "=30' 0 30 60 C9 = 963.31 959.38 MATCH EXISTING CURB & GUTTER (TYP) SURFACING NOTES: 1. SUBGRADES SHALL BE SCARIFIED AND COMPACTED AS NECESSARY TO ATTAIN THE REQUIRED COMPACTION INDICATED IN THE GENERAL NOTES (SHEET Cl). TEST ROLLING OF THE SUBGRADE SHALL BE OBSERVED BY A QUALIFIED GEOTECHNICAL ENGINEER OR TECHNICIAN. LOCATIONS EXHIBITING EXCESSIVE RUTTING (PER MNDOT SPEC. 21 1 1) SHALL BE REPAIRED TO THE SATISFACTION OF THE ENGINEER PRIOR TO THE PLACEMENT OF AGGREGATE BASE. COMPACTION TESTING IN UTILITY TRENCHES SHALL BE PERFORMED BY AN INDEPENDENT TESTING FIRM. 2. AGGREGATE BASE AND SURFACE COURSES SHALL BE ROLLED AND COMPACTED. TEST ROLLING OF THE AGGREGATE BASE AND/OR SURFACING SHALL BE OBSERVED BY A SOILS ENGINEER TO VERIFY STABILITY. MAXIMUM ALLOWED DEFLECTION DURING TEST ROLLING OF AGGREGATE BASE OR SURFACE COURSES SHALL BE 1/2". 3. ALL EXISTING BITUMINOUS OR CONCRETE EDGES, WHICH WILL ABUT NEW BITUMINOUS OR CONCRETE SURFACING SHALL BE SAWCUT TO OBTAIN A VERTICAL EDGE. 4. EXPANSION JOINTS SHALL BE PLACED AT ALL LOCATIONS WHERE NEW CONCRETE ABUTS EXISTING CONCRETE, AND AT ALL LOCATIONS WHERE SEPARATE CONCRETE POURS ABUT EACH OTHER. 5. CONCRETE PAVEMENT OR APRONS, WHICH ABUT DOORWAY OPENINGS SHALL BE TIED TO THE FLOOR SLAB WITH #4 BARS ALONG THE ENTIRE WIDTH OF THE DOORWAY. SEE DETAIL ON SHEET C3. 6. SEE SHEET C1 FOR SPECIFICATIONS REGARDING THE CONSTRUCTION OF HARDSCAPES. N O N C7 0 O / O w J Q °z° SCHULTZ ENGINEERING cn & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 5; PH: (320) 339-0669 U FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS � OF THE STATE OF MINNESOTA Z O U cr O LL. OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 0}C REVISIONS Q Z_ J W NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX C1 -STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN PAVING PLAN SCALE: 1 "=30' 0 30 60 CIO STORM WATER CALCULATIONS FAIRFIELD INN & SUITES MONTICELLO, MINNESOTA PROJECT NUMBER: 24024 Ph: (320) 339-0669 REVISIONS Fx: (866) 633-1830 (e—S& SITE DESIGNNO. DATE DESCRIPTION 18 South Riverside Ave, Suite 230 schultzeng@live.com Sartell, MN 56377 www.schultzengineeringdesign.com I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. Brian J. Schultz DATE: 6/3/2024 REG. NO.: 43129 STORM WATER SUMMARY The purpose of this report is to demonstrate the following: 1. That proposed storm sewer is sufficiently sized to convey storm water runoff generated by the 10-year, 24-hour storm event per the Rational Method 2. That sufficient storage volume has been provided in a proposed StormTech underground storm water detention system to provide water quality and rate control for proposed impervious surfacing in excess of what was originally assumed for the Deephaven development. Impervious surface area originally assumed for the development of the proposed Fairfield Inn & Suites and Restaurant property was 75% of the total area, which equates to 1 18,200-SF. Water Quality and rate control for this 75% impervious area is provided for in an existing downstream storm water pond. Impervious surface area currently proposed for the Fairfield Inn & Suites and Restaurant project is equal to 83% of total area, which equates to 130,800-SF. A StormTech underground storm water detention system is proposed to provide water quality and rate control for the 12,600-SF of proposed impervious area in excess of the originally assumed impervious area. Storm Sewer Pipe Sizing All proposed storm sewer pipe has been sized to convey runoff from a 10-year storm event. The Rational Method was utilized in preparing the associated calculations, which are attached. StormTech Underground Storm Water Detention System The StormTech system is designed to infiltrate the entire runoff volume generated from 1.1-inches of runoff (the water quality event) off proposed impervious surfacing in excess of 75% of the total site area. Furthermore, the StormTech system is designed such that overall proposed site runoff rates do not exceed overall existing site runoff rates for the 2, 10, and 100-year, 24-hour storm events from the excess impervious area. Site drainage has been modeled for 2, 10, and 100-year, 24-hour storm events. Our calculations assume that a typical 2-year storm event in this area of Monticello would be approximately 2.84 inches, a typical 10-year event would be 4.22 inches and a typical 100-year event would be 6.88 inches, as per NOAA Atlas 14 Rainfall Data. We have utilized HydroCAD software to generate hydraulic calculations, as shown on the following pages. Existing Soils Based on a geotechnical report completed by Terracon Consultants, Inc, dated 05/16/2024, the soils encountered at the site predominantly consist of 6 to 7 inches of topsoil overlaying 4 to 12 feet of fill material, as well as poorly graded sands (SP) and poorly -graded sands with silt (SP-SM). The surficial soils at the site are assumed to consist predominantly of Hydrologic Soil Group (HSG) "B" soils for the purposes of calculating subcatchment (drainage area) runoff. The proposed StormTech system is designed to extend to depths, which will place it within the poorly graded sand (SP) soils. These soils are assumed to be Hydrologic Soil Group (HSG) "A" soils, and have an assumed infiltration rate of 1.6 in/hr based Minnesota Storm Water Manuel. Ground Water Based on the above referenced geotechnical report completed by Terracon, ground water in the vicinity of the proposed StormTech system is assumed to exist below an elevation of 938.5, as ground water was not encountered in any of the borings. WATER QUALITY The StormTech system is proposed to meet MPCA and City of Monticello requirements for water quality, which specifies treatment of the first 1.1-inches of runoff off proposed impervious surfacing in excess of 75% of total site area for this particular project. Water quality calculations are shown below: Required Treatment Volume Proposed impervious surfacing in excess of 75% of total site area = 12,600-SF Required Infiltration Volume: 12,600 SF x 1.1-in = 1,155 cf Provided Treatment Volume Provided Infiltration StormTech Volume: • At 48" depth - from bottom of stone bedding to outlet pipe invert • See attached StormTech information sheets • Infiltration storage volume per chamber = 110.37 cf • Infiltration storage volume per cap = 86.45 ct Total number of chambers = 28 chambers Total number of caps = 4 caps Provided infiltration volume = 28 x 110.37 + 4 x 86.45 = 3430 cf Draw Down Time Design Infiltration Rate: 1.6 in/hr (HSG "A" infiltration rate) Maximum Time of Infiltration = 48 hrs, 0 min Design Time of Infiltration = 48 in (3.2-ft) / 1.6 in/hr = 30 hrs, 0 min (assumes full system to outlet) RATE CONTROL Existing Drainage The designated area which requires onsite storm water management consists of one drainage area EXISTI . EXISTI consists of the existing green area equal to the proposed areas draining to the StormTech system. The existing drainage area has the following calculated runoff rates from 2, 10 and 100-year, 24-hour storm events: EXSITING DRAINAGE Drainage Area 2-Year Runoff Rate (Cfs) 10-Year Runoff Rate (Cfs) 100-Year Runoff Rate (Cfs) EXISTI 0.10 0.46 1.47 Proposed Drainage The designated area chosen for onsite stormwater management consists of three drainage areas (DA). RA1 consists entirely of impervious area while DA1 1 and DA12 consist of both impervious and green areas which drain to the StormTech system via proposed storm sewer. Proposed drainage areas have the following calculated runoff rates from 2, 10 and 100-year, 24-hour storm events: PROPOSED DRAINAGE Drainage Area 2-Year Runoff Rate (Cfs) 10-Year Runoff Rate (Cfs) 100-Year Runoff Rate (Cfs) RA 1 0.41 0.62 1.01 DA 11 0.44 0.68 1.19 DA 12 0.29 0.45 0.80 The proposed StormTech system and associated outlet are designed such that designated area for onsite stormwater management runoff rates do not exceed existing site runoff rates of the same area for the 2, 10, and 100-year, 24-hour storm events. Data relating to the performance of the StormTech system during 2, 10, and 100-year, 24-hour storm events is shown in the tables below: STORMTECH SYSTEM (MC-4500) Bottom of System 954.92 System Outlet 958.97 Top of System 961.67 2-year Peak Water Level 958.29 2-year Peak Outflow Rate cfs 0.00 10-year Peak Water Level 959.35 10-year Peak Oufflow Rate (cfs) 0.29 100-year Peak Water Level 961.49 I00-year Peak Outflow Rate (cfs) 1.43 The proposed runoff rates for the designated area are compared to existing runoff rates below. RUNOFF RATE COMPARISON (Designated Area) Storm Event Existing Runoff Rate (EXISTI) (cfs) Proposed Runoff Rate (MC-4500) (cfs) 2-Year 0.10 0.00 10-Year 0.46 0.29 100-Year 1.47 1.43 STORM SEWER DESIGN PROJECT NAME: Fairfield Inn & Suites PROJECT LOCATION: Monticello, MN NOTE: Pipe lengths are from center of YEAR STORM: 10 structure to center of structure MANNING'S "N" 0.010 DATE: 5/31/2024 DESIGN BY: NES CHECKED BY: BJS Structure Number From To Station Offset to Center Length Area Area Area Total Tc to Time " I " Runoff Sloe Pie Capacity Veloci Upper PP Invert Sum P Elevation Lower Invert Upper] PP Casting Lower Casting Build Upper PP Cover Lower Cover Structure Dimension PIPE CLASS NOTES Feet Acres "C" x"C" C x A Inlet in Pipe in/hr (cfs) % Dia. In. Q (cfs) V(fps) CB1 CB2 30 0.157 87 0.14 0.14 20.00 0.13 4.3 0.58 0.40 12 2.93 3.73 959.66 959.54 962.15 962.15 2.49 1.49 1.61 CB2 CB3 37 0.036 95 0.03 0.17 20.00 0.16 4.3 0.73 0.41 12 2.95 3.75 959.54 959.39 962.15 962.50 2.61 1.61 2.11 CB3 STMH1 212 0.237 94 0.22 0.39 20.00 0.94 4.3 1.68 0.30 15 4.61 3.76 959.39 958.75 962.50 963.35 3.11 1.86 3.35 CB4 STMH1 76 0.409 83 0.34 0.34 20.00 0.26 4.3 1.45 0.66 12 3.76 4.78 959.25 958.75 962.25 963.35 3.00 2.00 3.60 STMH1 CB5 40 0.000 0 0.00 0.73 20.00 0.16 4.3 3.12 0.30 18 7.48 4.23 958.75 958.63 963.35 962.80 4.60 3.10 2.67 CB5 CB6 70 0.330 81 0.27 1.00 20.00 0.28 4.3 4.26 0.30 18 7.48 4.23 958.63 958.42 962.80 963.00 4.17 2.67 3.08 CB6 STMH2 79 0.227 72 0.16 1.16 20.00 0.31 4.3 4.96 0.30 18 7.52 4.26 958.42 958.18 963.35 963.80 4.93 3.43 4.12 CB7A CB7 82 0.031 25 0.01 0.01 20.00 0.36 4.3 0.03 1.07 6 0.76 3.85 960.85 959.97 963.85 963.00 3.00 2.50 2.53 CB7 CB8 149 0.155 91 0.14 0.15 20.00 0.45 4.3 0.63 0.89 12 4.37 5.57 959.97 958.64 963.00 962.90 3.03 2.03 3.26 CB8 CB9 65 0.225 81 0.18 0.33 20.00 0.19 4.3 1.41 0.89 12 4.37 5.57 958.64 958.06 962.90 963.00 4.26 3.26 3.94 RA2 CB9 28 0.197 95 0.19 0.19 20.00 0.08 4.3 0.80 1.00 12 4.63 5.90 958.34 958.06 NA 963.00 NA NA 3.94 CB9 CB10 117 0.137 84 0.12 0.63 20.00 0.35 4.3 2.70 0.89 12 4.37 5.56 958.06 957.02 963.00 963.00 4.94 3.94 4.98 CB10 STMH3 122 0.375 81 0.30 0.94 20.00 0.31 4.3 3.99 0.89 15 7.93 6.47 957.02 955.93 963.00 963.00 5.98 4.73 5.82 ADS CB13 8 0.000 0 0.00 0.07 20.00 0.02 4.3 0.30 1.13 12 4.91 6.25 958.97 958.88 NA 963.80 NA NA 3.92 CB13 CB14 82 0.246 86 0.21 0.28 20.00 0.35 4.3 1.20 0.45 12 3.11 3.96 958.88 958.51 963.00 963.00 4.12 3.12 3.49 CB14 STMH2 74 0.359 88 0.32 0.60 20.00 0.31 4.3 2.55 0.45 12 3.09 3.94 958.51 958.18 963.00 NA 4.49 3.49 NA STMH2 18" STUB 56 0.000 0 0.00 1.76 20.00 0.21 4.3 7.50 0.32 18 7.74 4.38 958.18 958.00 963.80 964.06 5.62 4.12 4.56 STMH3 15" STUB 49 0.000 0 0.00 0.94 20.00 0.21 4.3 3.99 0.33 15 4.80 3.91 955.93 955.77 963.00 964.70 7.07 5.82 7.68 Printed: 10:58 AM, 6/3/2024 Page 1 of 1 M:\01272-03\Excel\24024 FFIS Monticello Rational Method EXIST1 S4 Reach on Link 2-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.515 61 >75% Grass cover, Good, HSG B (EXIST1) 0.515 61 TOTAL AREA 2-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.515 HSG B EXIST1 0.000 HSG C 0.000 HSG D 0.000 Other 0.515 TOTAL AREA 2-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.515 0.000 0.000 0.000 0.515 >75% Grass cover, Good EXIST1 0.000 0.515 0.000 0.000 0.000 0.515 TOTAL AREA 2-Yr Exist MSE 24-hr 3 Rainfall=2.84" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment EXIST1: Runoff Area=0.515 ac 0.00% Impervious Runoff Depth>0.31" Tc=20.0 min CN=61/0 Runoff=0.10 cfs 0.013 of Total Runoff Area = 0.515 ac Runoff Volume = 0.013 of Average Runoff Depth = 0.31" 100.00% Pervious = 0.515 ac 0.00% Impervious = 0.000 ac 2-Yr Exist MSE 24-hr 3 Rainfall=2.84" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment EXIST1: Runoff = 0.10 cfs @ 12.41 hrs, Volume= 0.013 af, Depth> 0.31" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.84" Area (ac) CN Description 0.515 61 >75% Grass cover, Good, HSG B 0.515 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM EXIST1 S4 Reach on Link 10-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.515 61 >75% Grass cover, Good, HSG B (EXIST1) 0.515 61 TOTAL AREA 10-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.515 HSG B EXIST1 0.000 HSG C 0.000 HSG D 0.000 Other 0.515 TOTAL AREA 10-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.515 0.000 0.000 0.000 0.515 >75% Grass cover, Good EXIST1 0.000 0.515 0.000 0.000 0.000 0.515 TOTAL AREA 10-Yr Exist MSE 24-hr 3 Rainfall=4.22" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment EXIST1: Runoff Area=0.515 ac 0.00% Impervious Runoff Depth>0.92" Tc=20.0 min CN=61/0 Runoff=0.46 cfs 0.040 of Total Runoff Area = 0.515 ac Runoff Volume = 0.040 of Average Runoff Depth = 0.92" 100.00% Pervious = 0.515 ac 0.00% Impervious = 0.000 ac 10-Yr Exist MSE 24-hr 3 Rainfall=4.22" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment EXIST1: Runoff = 0.46 cfs @ 12.34 hrs, Volume= 0.040 af, Depth> 0.92" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.22" Area (ac) CN Description 0.515 61 >75% Grass cover, Good, HSG B 0.515 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM EXIST1 S4 Reach on Link 100-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.515 61 >75% Grass cover, Good, HSG B (EXIST1) 0.515 61 TOTAL AREA 100-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.515 HSG B EXIST1 0.000 HSG C 0.000 HSG D 0.000 Other 0.515 TOTAL AREA 100-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.515 0.000 0.000 0.000 0.515 >75% Grass cover, Good EXIST1 0.000 0.515 0.000 0.000 0.000 0.515 TOTAL AREA 100-Yr Exist MSE 24-hr 3 Rainfall=6.88" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment EXIST1: Runoff Area=0.515 ac 0.00% Impervious Runoff Depth>2.61" Tc=20.0 min CN=61/0 Runoff=1.47 cfs 0.112 of Total Runoff Area = 0.515 ac Runoff Volume = 0.112 of Average Runoff Depth = 2.61" 100.00% Pervious = 0.515 ac 0.00% Impervious = 0.000 ac 100-Yr Exist MSE 24-hr 3 Rainfall=6.88" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment EXIST1: Runoff = 1.47 cfs @ 12.31 hrs, Volume= 0.112 af, Depth> 2.61" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=6.88" Area (ac) CN Description 0.515 61 >75% Grass cover, Good, HSG B 0.515 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM RA 1 CUL1 CB CB MC-4500 �— STMH1 a- CB11 DA11 StormTech System cB CB12 DA12 SubCat Reach on Link Routing Diagram for2-Yr Proposed Prepared by Schultz Engineering And Site Design EHydroCADO 10.10-4b s/n 11475 O 2020 HydroCAD Software Solutions LLC 2-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.088 61 >75% Grass cover, Good, HSG B (DA11, DA12) 0.427 98 Paved parking, HSG B (DA11, DA12, RA1) 0.515 92 TOTAL AREA 2-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.515 HSG B DA11, DA12, RA1 0.000 HSG C 0.000 HSG D 0.000 Other 0.515 TOTAL AREA 2-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.088 0.000 0.000 0.000 0.088 >75% Grass cover, Good DA11, DA12 0.000 0.427 0.000 0.000 0.000 0.427 Paved parking DA11, DA12, RA1 0.000 0.515 0.000 0.000 0.000 0.515 TOTAL AREA 2-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node Number In -Invert (feet) Out -Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside -Fill (inches) 1 CUL1 960.33 959.95 38.0 0.0100 0.010 0.0 8.0 0.0 2 CB11 960.85 959.95 90.0 0.0100 0.012 0.0 12.0 0.0 3 CB12 960.15 959.95 17.0 0.0118 0.012 0.0 12.0 0.0 4 MC-4500 958.97 958.88 10.0 0.0090 0.010 0.0 6.0 0.0 5 STM H 1 958.75 958.65 5.0 0.0200 0.012 0.0 12.0 0.0 2-Yr Proposed MSE 24-hr 3 Rainfall=2.84" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA11: Runoff Area=0.212 ac 76.89% Impervious Runoff Depth>2.07" Tc=20.0 min CN=61/98 Runoff=0.44 cfs 0.037 of Subcatchment DA12: Runoff Area=0.146 ac 73.29% Impervious Runoff Depth>1.99" Tc=20.0 min CN=61/98 Runoff=0.29 cfs 0.024 of Subcatchment RA1: Runoff Area=0.157 ac 100.00% Impervious Runoff Depth>2.61" Tc=20.0 min CN=0/98 Runoff=0.41 cfs 0.034 of Reach CUU: Avg. Flow Depth=0.23' Max Vet=3.79 fps Inflow=0.41 cfs 0.034 of 8.0" Round Pipe n=0.010 L=38.0' S=0.0100 T Capacity=1.57 cfs Outflow=0.41 cfs 0.034 of Pond CB11: Peak Elev=961.18' Inflow=0.44 cfs 0.037 of 12.0" Round Culvert n=0.012 L=90.0' S=0.0100 T Outflow=0.44 cfs 0.037 of Pond CB12: Peak EIev=960.42' Inflow=0.29 cfs 0.024 of 12.0" Round Culvert n=0.012 L=17.0' S=0.0118 '/' Outflow=0.29 cfs 0.024 of Pond MC-4500: StormTech System Peak EIev=958.29' Storage=0.068 of Inflow=1.14 cfs 0.095 of Discarded=0.02 cfs 0.033 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.033 of Pond STMH1: Peak EIev=959.37' Inflow=1.14 cfs 0.095 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 T Outflow=1.14 cfs 0.095 of Total Runoff Area = 0.515 ac Runoff Volume = 0.095 of Average Runoff Depth = 2.21" 17.09% Pervious = 0.088 ac 82.91% Impervious = 0.427 ac 2-Yr Proposed MSE 24-hr 3 Rainfall=2.84" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment DA11: Runoff = 0.44 cfs @ 12.29 hrs, Volume= 0.037 af, Depth> 2.07" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.84" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.049 61 >75% Grass cover, Good, HSG B 0.212 89 Weighted Average 0.049 61 23.11 % Pervious Area 0.163 98 76.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM Runoff = Summary for Subcatchment DA12: 0.29 cfs @ 12.29 hrs, Volume= 0.024 af, Depth> 1.99" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.84" Area (ac) CN Description 0.107 98 Paved parking, HSG B 0.039 61 >75% Grass cover, Good, HSG B 0.146 88 Weighted Average 0.039 61 26.71 % Pervious Area 0.107 98 73.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM Summary for Subcatchment RA1: Runoff = 0.41 cfs @ 12.29 hrs, Volume= 0.034 af, Depth> 2.61" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.84" Area (ac) CN Description 0.157 98 Paved parking, HSG B 0.157 98 100.00% Impervious Area 2-Yr Proposed MSE 24-hr 3 Rainfall=2.84" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM Summary for Reach CUL1: Inflow Area = 0.157 ac,100.00% Impervious, Inflow Depth > 2.61" Inflow = 0.41 cfs @ 12.29 hrs, Volume= 0.034 of Outflow = 0.41 cfs @ 12.29 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.79 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.22 fps, Avg. Travel Time= 0.5 min Peak Storage= 4 cf @ 12.29 hrs Average Depth at Peak Storage= 0.23' , Surface Width= 0.64' Bank -Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.57 cfs 8.0" Round Pipe n= 0.010 Length= 38.0' Slope= 0.0100 '/' Inlet Invert= 960.33', Outlet Invert= 959.95' 0 Summary for Pond C11311: Inflow Area = 0.212 ac, 76.89% Impervious, Inflow Depth > 2.07" Inflow = 0.44 cfs @ 12.29 hrs, Volume= 0.037 of Outflow = 0.44 cfs @ 12.29 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.29 hrs, Volume= 0.037 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 961.18' @ 12.29 hrs Device Routing Invert Outlet Devices #1 Primary 960.85' 12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 960.85' / 959.95' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.43 cfs @ 12.29 hrs HW=961.18' TW=959.37' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.43 cfs @ 1.94 fps) 2-Yr Proposed MSE 24-hr 3 Rainfall=2.84" Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Pond CB12: Inflow Area = 0.146 ac, 73.29% Impervious, Inflow Depth > 1.99" Inflow = 0.29 cfs @ 12.29 hrs, Volume= 0.024 of Outflow = 0.29 cfs @ 12.29 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 12.29 hrs, Volume= 0.024 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 960.42' @ 12.29 hrs Device Routing Invert Outlet Devices #1 Primary 960.15' 12.0" Round Culvert L= 17.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 960.15' / 959.95' S= 0.0118 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.29 cfs @ 12.29 hrs HW=960.42' TW=959.37' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.29 cfs @ 2.53 fps) Summary for Pond MC-4500: StormTech System Inflow Area = 0.515 ac, 82.91% Impervious, Inflow Depth > 2.21" Inflow = 1.14 cfs @ 12.29 hrs, Volume= 0.095 of Outflow = 0.02 cfs @ 10.15 hrs, Volume= 0.033 af, Atten= 98%, Lag= 0.0 min Discarded = 0.02 cfs @ 10.15 hrs, Volume= 0.033 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 958.29' @ 16.64 hrs Surf.Area= 0.028 ac Storage= 0.068 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 145.6 min ( 914.9 - 769.3 ) Volume Invert Avail.Storage Storage Description #1 954.92' 0.048 of 19.42'W x 63.81'L x 6.75'H Prismatoid 0.192 of Overall - 0.072 of Embedded = 0.120 of x 40.0% Voids #2 955.67' 0.072 of ADS_StormTech MC-4500 b +Cap @ 4.03' L x 28 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.6 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 28 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.120 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 958.97' 6.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.97' / 958.88' S= 0.0090 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Discarded 954.92' 0.800 in/hr Exfiltration over Surface area 2-Yr Proposed MSE 24-hr 3 Rainfall=2.84" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 10 Discarded OutFlow Max=0.02 cfs @ 10.15 hrs HW=954.99' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.92' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Summary for Pond STMH1: Inflow Area = 0.515 ac, 82.91% Impervious, Inflow Depth > 2.21" Inflow = 1.14 cfs @ 12.29 hrs, Volume= 0.095 of Outflow = 1.14 cfs @ 12.29 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary = 1.14 cfs @ 12.29 hrs, Volume= 0.095 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 959.37' @ 12.29 hrs Device Routina Invert Outlet Devices #1 Primary 958.75' 12.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.75' / 958.65' S= 0.0200 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.13 cfs @ 12.29 hrs HW=959.37' TW=956.60' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.13 cfs @ 3.16 fps) RA 1 CUL1 CB CB MC-4500 �— STMH1 a- CB11 DA11 StormTech System cB CB12 DA12 SubCat Reach on Link Routing Diagram for 10-Yr Proposed Prepared by Schultz Engineering And Site Design EHydroCADO 10.10-4b s/n 11475 O 2020 HydroCAD Software Solutions LLC 10-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.088 61 >75% Grass cover, Good, HSG B (DA11, DA12) 0.427 98 Paved parking, HSG B (DA11, DA12, RA1) 0.515 92 TOTAL AREA 10-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.515 HSG B DA11, DA12, RA1 0.000 HSG C 0.000 HSG D 0.000 Other 0.515 TOTAL AREA 10-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.088 0.000 0.000 0.000 0.088 >75% Grass cover, Good DA11, DA12 0.000 0.427 0.000 0.000 0.000 0.427 Paved parking DA11, DA12, RA1 0.000 0.515 0.000 0.000 0.000 0.515 TOTAL AREA 10-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node Number In -Invert (feet) Out -Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside -Fill (inches) 1 CUL1 960.33 959.95 38.0 0.0100 0.010 0.0 8.0 0.0 2 CB11 960.85 959.95 90.0 0.0100 0.012 0.0 12.0 0.0 3 CB12 960.15 959.95 17.0 0.0118 0.012 0.0 12.0 0.0 4 MC-4500 958.97 958.88 10.0 0.0090 0.010 0.0 6.0 0.0 5 STM H 1 958.75 958.65 5.0 0.0200 0.012 0.0 12.0 0.0 10-Yr Proposed MSE 24-hr 3 Rainfall=4.22" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA11: Runoff Area=0.212 ac 76.89% Impervious Runoff Depth>3.27" Tc=20.0 min CN=61/98 Runoff=0.68 cfs 0.058 of Subcatchment DA12: Runoff Area=0.146 ac 73.29% Impervious Runoff Depth>3.16" Tc=20.0 min CN=61/98 Runoff=0.45 cfs 0.039 of Subcatchment RA1: Runoff Area=0.157 ac 100.00% Impervious Runoff Depth>3.98" Tc=20.0 min CN=0/98 Runoff=0.62 cfs 0.052 of Reach CUU: Avg. Flow Depth=0.29' Max Vet=4.23 fps Inflow=0.62 cfs 0.052 of 8.0" Round Pipe n=0.010 L=38.0' S=0.0100 T Capacity=1.57 cfs Outflow=0.62 cfs 0.052 of Pond CB11: Peak Elev=961.27' Inflow=0.68 cfs 0.058 of 12.0" Round Culvert n=0.012 L=90.0' S=0.0100 T Outflow=0.68 cfs 0.058 of Pond CB12: Peak EIev=960.50' Inflow=0.45 cfs 0.039 of 12.0" Round Culvert n=0.012 L=17.0' S=0.0118 '/' Outflow=0.45 cfs 0.039 of Pond MC-4500: StormTech System Peak EIev=959.35' Storage=0.089 of Inflow=1.76 cfs 0.148 of Discarded=0.02 cfs 0.036 of Primary=0.29 cfs 0.033 of Outflow=0.31 cfs 0.069 of Pond STMH1: Peak EIev=959.57' Inflow=1.76 cfs 0.148 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 T Outflow=1.76 cfs 0.148 of Total Runoff Area = 0.515 ac Runoff Volume = 0.148 of Average Runoff Depth = 3.46" 17.09% Pervious = 0.088 ac 82.91% Impervious = 0.427 ac 10-Yr Proposed MSE 24-hr 3 Rainfall=4.22" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment DA11: Runoff = 0.68 cfs @ 12.29 hrs, Volume= 0.058 af, Depth> 3.27" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.22" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.049 61 >75% Grass cover, Good, HSG B 0.212 89 Weighted Average 0.049 61 23.11 % Pervious Area 0.163 98 76.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM Runoff = Summary for Subcatchment DA12: 0.45 cfs @ 12.29 hrs, Volume= 0.039 af, Depth> 3.16" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.22" Area (ac) CN Description 0.107 98 Paved parking, HSG B 0.039 61 >75% Grass cover, Good, HSG B 0.146 88 Weighted Average 0.039 61 26.71 % Pervious Area 0.107 98 73.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM Summary for Subcatchment RA1: Runoff = 0.62 cfs @ 12.29 hrs, Volume= 0.052 af, Depth> 3.98" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.22" Area (ac) CN Description 0.157 98 Paved parking, HSG B 0.157 98 100.00% Impervious Area 10-Yr Proposed MSE 24-hr 3 Rainfall=4.22" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM Summary for Reach CUL1: Inflow Area = 0.157 ac,100.00% Impervious, Inflow Depth > 3.98" Inflow = 0.62 cfs @ 12.29 hrs, Volume= 0.052 of Outflow = 0.62 cfs @ 12.29 hrs, Volume= 0.052 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.23 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.37 fps, Avg. Travel Time= 0.5 min Peak Storage= 6 cf @ 12.29 hrs Average Depth at Peak Storage= 0.29' , Surface Width= 0.66' Bank -Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.57 cfs 8.0" Round Pipe n= 0.010 Length= 38.0' Slope= 0.0100 '/' Inlet Invert= 960.33', Outlet Invert= 959.95' 0 Summary for Pond C11311: Inflow Area = 0.212 ac, 76.89% Impervious, Inflow Depth > 3.27" Inflow = 0.68 cfs @ 12.29 hrs, Volume= 0.058 of Outflow = 0.68 cfs @ 12.29 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Primary = 0.68 cfs @ 12.29 hrs, Volume= 0.058 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 961.27' @ 12.29 hrs Device Routing Invert Outlet Devices #1 Primary 960.85' 12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 960.85' / 959.95' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.68 cfs @ 12.29 hrs HW=961.27' TW=959.56' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.68 cfs @ 2.20 fps) 10-Yr Proposed MSE 24-hr 3 Rainfall=4.22" Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Pond CB12: Inflow Area = 0.146 ac, 73.29% Impervious, Inflow = 0.45 cfs @ 12.29 hrs, Volume Outflow = 0.45 cfs @ 12.29 hrs, Volume Primary = 0.45 cfs @ 12.29 hrs, Volume Inflow Depth > 3.16" = 0.039 of = 0.039 af, = 0.039 of Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 960.50' @ 12.29 hrs Device Routing Invert Outlet Devices #1 Primary 960.15' 12.0" Round Culvert L= 17.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 960.15' / 959.95' S= 0.0118 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.45 cfs @ 12.29 hrs HW=960.50' TW=959.56' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.45 cfs @ 2.78 fps) Summary for Pond MC-4500: StormTech System Inflow Area = 0.515 ac, 82.91% Impervious, Inflow = 1.76 cfs @ 12.29 hrs, Volume Outflow = 0.31 cfs @ 12.90 hrs, Volume Discarded = 0.02 cfs @ 9.20 hrs, Volume Primary = 0.29 cfs @ 12.90 hrs, Volume Inflow Depth > 3.46" 0.148 of 0.069 af, 0.036 of 0.033 of Atten= 82%, Lag= 36.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 959.35' @ 12.90 hrs Surf.Area= 0.028 ac Storage= 0.089 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 90.6 min ( 855.1 - 764.5 ) Volume Invert Avail.Storage Storage Description #1 954.92' 0.048 of 19.42'W x 63.81'L x 6.75'H Prismatoid 0.192 of Overall - 0.072 of Embedded = 0.120 of x 40.0% Voids #2 955.67' 0.072 of ADS_StormTech MC-4500 b +Cap @ 4.03' L x 28 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.6 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 28 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.120 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 958.97' 6.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.97' / 958.88' S= 0.0090 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Discarded 954.92' 0.800 in/hr Exfiltration over Surface area 10-Yr Proposed MSE 24-hr 3 Rainfall=4.22" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 10 Discarded OutFlow Max=0.02 cfs @ 9.20 hrs HW=954.99' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.29 cfs @ 12.90 hrs HW=959.35' (Free Discharge) L1=Culvert (Barrel Controls 0.29 cfs @ 2.48 fps) Summary for Pond STMH1: Inflow Area = 0.515 ac, 82.91% Impervious, Inflow Depth > 3.46" Inflow = 1.76 cfs @ 12.29 hrs, Volume= 0.148 of Outflow = 1.76 cfs @ 12.29 hrs, Volume= 0.148 af, Atten= 0%, Lag= 0.0 min Primary = 1.76 cfs @ 12.29 hrs, Volume= 0.148 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 959.57' @ 12.29 hrs Device Routina Invert Outlet Devices #1 Primary 958.75' 12.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.75' / 958.65' S= 0.0200 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.74 cfs @ 12.29 hrs HW=959.56' TW=957.52' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.74 cfs @ 3.48 fps) RA 1 CUL1 CB CB MC-4500 �— STMH1 a- CB11 DA11 StormTech System cB CB12 DA12 SubCat Reach on Link Routing Diagram for 100-Yr Proposed Prepared by Schultz Engineering And Site Design EHydroCADO 10.10-4b s/n 11475 O 2020 HydroCAD Software Solutions LLC 100-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.088 61 >75% Grass cover, Good, HSG B (DA11, DA12) 0.427 98 Paved parking, HSG B (DA11, DA12, RA1) 0.515 92 TOTAL AREA 100-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.515 HSG B DA11, DA12, RA1 0.000 HSG C 0.000 HSG D 0.000 Other 0.515 TOTAL AREA 100-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.088 0.000 0.000 0.000 0.088 >75% Grass cover, Good DA11, DA12 0.000 0.427 0.000 0.000 0.000 0.427 Paved parking DA11, DA12, RA1 0.000 0.515 0.000 0.000 0.000 0.515 TOTAL AREA 100-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node Number In -Invert (feet) Out -Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside -Fill (inches) 1 CUL1 960.33 959.95 38.0 0.0100 0.010 0.0 8.0 0.0 2 CB11 960.85 959.95 90.0 0.0100 0.012 0.0 12.0 0.0 3 CB12 960.15 959.95 17.0 0.0118 0.012 0.0 12.0 0.0 4 MC-4500 958.97 958.88 10.0 0.0090 0.010 0.0 6.0 0.0 5 STM H 1 958.75 958.65 5.0 0.0200 0.012 0.0 12.0 0.0 100-Yr Proposed MSE 24-hr 3 Rainfall=6.88" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA11: Runoff Area=0.212 ac 76.89% Impervious Runoff Depth>5.71" Tc=20.0 min CN=61/98 Runoff=1.19 cfs 0.101 of Subcatchment DA12: Runoff Area=0.146 ac 73.29% Impervious Runoff Depth>5.56" Tc=20.0 min CN=61/98 Runoff=0.80 cfs 0.068 of Subcatchment RA1: Runoff Area=0.157 ac 100.00% Impervious Runoff Depth>6.64" Tc=20.0 min CN=0/98 Runoff=1.01 cfs 0.087 of Reach CUU: Avg. Flow Depth=0.39' Max Vet=4.78 fps Inflow=1.01 cfs 0.087 of 8.0" Round Pipe n=0.010 L=38.0' S=0.0100 T Capacity=1.57 cfs Outflow=1.01 cfs 0.087 of Pond CB11: Peak Elev=961.65' Inflow=1.19 cfs 0.101 of 12.0" Round Culvert n=0.012 L=90.0' S=0.0100 T Outflow=1.19 cfs 0.101 of Pond CB12: Peak Elev=961.61' Inflow=0.80 cfs 0.068 of 12.0" Round Culvert n=0.012 L=17.0' S=0.0118 '/' Outflow=0.80 cfs 0.068 of Pond MC-4500: StormTech System Peak Elev=961.49' Storage=0.118 of Inflow=3.01 cfs 0.255 of Discarded=0.02 cfs 0.039 of Primary=1.43 cfs 0.135 of Outflow=1.45 cfs 0.174 of Pond STMH1: Peak Elev=961.60' Inflow=3.01 cfs 0.255 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 T Outflow=3.01 cfs 0.255 of Total Runoff Area = 0.515 ac Runoff Volume = 0.255 of Average Runoff Depth = 5.95" 17.09% Pervious = 0.088 ac 82.91% Impervious = 0.427 ac 100-Yr Proposed MSE 24-hr 3 Rainfall=6.88" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment DA11: Runoff = 1.19 cfs @ 12.29 hrs, Volume= 0.101 af, Depth> 5.71" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=6.88" Area (ac) CN Description 0.163 98 Paved parking, HSG B 0.049 61 >75% Grass cover, Good, HSG B 0.212 89 Weighted Average 0.049 61 23.11 % Pervious Area 0.163 98 76.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM Runoff = Summary for Subcatchment DA12: 0.80 cfs @ 12.29 hrs, Volume= 0.068 af, Depth> 5.56" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=6.88" Area (ac) CN Description 0.107 98 Paved parking, HSG B 0.039 61 >75% Grass cover, Good, HSG B 0.146 88 Weighted Average 0.039 61 26.71 % Pervious Area 0.107 98 73.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM Summary for Subcatchment RA1: Runoff = 1.01 cfs @ 12.29 hrs, Volume= 0.087 af, Depth> 6.64" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=6.88" Area (ac) CN Description 0.157 98 Paved parking, HSG B 0.157 98 100.00% Impervious Area 100-Yr Proposed MSE 24-hr 3 Rainfall=6.88" Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, 20 MINUTE MINIMUM Summary for Reach CUU : Inflow Area = 0.157 ac,100.00% Impervious, Inflow Depth > 6.64" Inflow = 1.01 cfs @ 12.29 hrs, Volume= 0.087 of Outflow = 1.01 cfs @ 12.29 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.78 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.59 fps, Avg. Travel Time= 0.4 min Peak Storage= 8 cf @ 12.29 hrs Average Depth at Peak Storage= 0.39' , Surface Width= 0.66' Bank -Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.57 cfs 8.0" Round Pipe n= 0.010 Length= 38.0' Slope= 0.0100 7' Inlet Invert= 960.33', Outlet Invert= 959.95' O Summary for Pond C11311: Inflow Area = 0.212 ac, 76.89% Impervious, Inflow Depth > 5.71" Inflow = 1.19 cfs @ 12.29 hrs, Volume= 0.101 of Outflow = 1.19 cfs @ 12.29 hrs, Volume= 0.101 af, Atten= 0%, Lag= 0.0 min Primary = 1.19 cfs @ 12.29 hrs, Volume= 0.101 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 961.65' @ 12.62 hrs Device Routing Invert Outlet Devices #1 Primary 960.85' 12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 960.85' / 959.95' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.18 cfs @ 12.29 hrs HW=961.42' TW=959.95' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.18 cfs @ 2.57 fps) 100-Yr Proposed MSE 24-hr 3 Rainfall=6.88" Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Pond CB12: Inflow Area = 0.146 ac, 73.29% Impervious, Inflow = 0.80 cfs @ 12.29 hrs, Volume Outflow = 0.80 cfs @ 12.29 hrs, Volume Primary = 0.80 cfs @ 12.29 hrs, Volume Inflow Depth > 5.56" = 0.068 of = 0.068 af, = 0.068 of Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 961.61' @ 12.63 hrs Device Routing Invert Outlet Devices #1 Primary 960.15' 12.0" Round Culvert L= 17.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 960.15' / 959.95' S= 0.0118 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.79 cfs @ 12.29 hrs HW=960.63' TW=959.95' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.79 cfs @ 3.12 fps) Summary for Pond MC-4500: StormTech System Inflow Area = 0.515 ac, 82.91% Impervious, Inflow = 3.01 cfs @ 12.29 hrs, Volume Outflow = 1.45 cfs @ 12.56 hrs, Volume Discarded = 0.02 cfs @ 6.20 hrs, Volume Primary = 1.43 cfs @ 12.56 hrs, Volume Inflow Depth > 5.95" 0.255 of 0.174 af, 0.039 of 0.135 of Atten= 52%, Lag= 16.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 961.49' @ 12.56 hrs Surf.Area= 0.028 ac Storage= 0.118 of Plug -Flow detention time= 130.7 min calculated for 0.174 of (68% of inflow) Center -of -Mass det. time= 56.8 min ( 816.4 - 759.7 ) Volume Invert Avail.Storage Storage Description #1 954.92' 0.048 of 19.42'W x 63.81'L x 6.75'H Prismatoid 0.192 of Overall - 0.072 of Embedded = 0.120 of x 40.0% Voids #2 955.67' 0.072 of ADS_StormTech MC-4500 b +Cap @ 4.03' L x 28 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.6 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 28 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.120 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 958.97' 6.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.97' / 958.88' S= 0.0090 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf #2 Discarded 954.92' 0.800 in/hr Exfiltration over Surface area 100-Yr Proposed MSE 24-hr 3 Rainfall=6.88" Prepared by Schultz Engineering And Site Design HydroCADO 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Page 10 Discarded OutFlow Max=0.02 cfs @ 6.20 hrs HW=954.99' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.42 cfs @ 12.56 hrs HW=961.49' (Free Discharge) L1=Culvert (Inlet Controls 1.42 cfs @ 7.25 fps) Summary for Pond STMH1: Inflow Area = 0.515 ac, 82.91% Impervious, Inflow Depth > 5.95" Inflow = 3.01 cfs @ 12.29 hrs, Volume= 0.255 of Outflow = 3.01 cfs @ 12.29 hrs, Volume= 0.255 af, Atten= 0%, Lag= 0.0 min Primary = 3.01 cfs @ 12.29 hrs, Volume= 0.255 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 961.60' @ 12.58 hrs Device Routina Invert Outlet Devices #1 Primary 958.75' 12.0" Round Culvert L= 5.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.75' / 958.65' S= 0.0200 T Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.95 cfs @ 12.29 hrs HW=959.95' TW=959.68' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.95 cfs @ 2.48 fps) MONUMENT SPECIFICATIONS Monument Specifications: Construction: Aluminum angle frame with .125" aluminum shoe -box style faces Face Construction: Routed aluminum with backer panel Retainer. Bleed face Illumination: White LED's Exterior Finish: Paint Matthews MAP-LVS929 Carbon Black, satin finish (or Matthews MP02110 blue, satin finish for blue color option)and Pantone® 877 C Silver, satin finish Interior Finish: Paint reflective white Monument Face Specifications: Face Construction: Routed aluminum with backer panel Face Decoration: Paint Matthews MAP-LVS929 Carbon Black, satin finish * Optional Face Decoration. Paint Matthews MP02110 blue, satin finish Backer Panel: .118" white solar grade polycarbonate * "Fairfield Inn & Suites" and "Marriott" to appear white during the day and illuminate white at night Pole Cover Specifications: * Preferred method to have monument base match building hardscape (stone, brick, etc., provided by general contractor) Construction: Aluminum angle frame with .080" aluminum skins Exterior Finish: Paint Matthews 41342SP Brushed Aluminum, satin finish ** If optional blue color is used, all other freestanding signs must be blue as well. This includes hi -rise signs, mid -rise signs and directional signs. Monument End Detail rate• im^ . iu �j 6" �6"6„� - Shown above in the Fairfield blue onlion. FAIF,FIELD INN & SUITES I'' DEEPHAVEN 3 KNOW ALL PERSONS BY THESE PRESENTS: That Deephaven Development, LLC, a Minnesota limited liability company, and that Valley View Townhomes, LLP, a Minnesota limited liability partnership, as tenants in common and fee owners of the following described property situated in the City of Monticello, County of Wright, State of Minnesota to wit: Outlot A, DEEPHAVEN 2, according to the recorded plat thereof, Wright County, Minnesota. Have caused the same to be surveyed and platted as DEEPHAVEN 3 and do hereby dedicate to the public for public use forever the drainage and utility easements as created by this plat. In witness whereof said Deephaven Development, LLC, a Minnesota limited liability company, ha caused these presents to be signed by its proper officer this Z1111 day of 01Cmmy , 20_ZZ- . Signed: Deephaven Development, LLC Mark Buchho resident STATEOF NAiln 901rolq COUNTY OF (1513 S This instrument was acknowledged before me this th ?day of ff Y , 20 by Mark Buchholz, President of Deephaven Development, LLC, a Minnesota limited liability company, on behalf of the company. lawil (Notary Signature) 11fV V12 (Notary Printed Name) Notary Public, Cass County, Nytyl 9gum My commission expires _t717,5 In witness whereof said Valley View Townhomes, LLP, a Minnesota limited liabil' partnership, as cause these presents to be signed by its proper officer this day of !y4 fi , 0 Signed: Valley View Townhomes LLP 4 Dale Buchholz, Managing Partner STATE OF NM n i AI COUNTY OF C fits ) This instrument was acknowledged before me this day of Ti kli I YA= , 20 by Dale Buchholz, Managing Partner of Valley View Townhomes, LLP, a Minnesota limited liability partnership, on behalf of the partnership. �XNQ WyVe (Notary Signature) (Notary Printed Name) Notary Public, County, Y` 0 iS My commission expires SURVEYOR'S CERTIFICATION I Samuel J. DeLeo do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on this plat; that all monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on this plat. Dated this D�- d day of ['L®t/0!nPvar- , 20 ?62- Samuel J. DeLeo, Licensed Land Surveyor Minnesota License Number 40341 STATE OF MINNESOTA COUNTY OF STEARNS The foregoing Surveyor's Certification was acknowledged before me this 33*J day of dt ays�•i►:� , 20 7 by Samuel J. DeLeo, Licensed Land Surveyor, Minnesota License Number 40341. Sidney Theis Notary Public Stearns County, Minnesota My commission expires January 31, 2027 CITY OF MONTICELLO PLANNING COMMISSION Be it known that at a meeting held on this 444A day of %jAV1MVV 20 S1,, the Planning Commission of the City of Monticello, Minnesota, did hereby 6view and approve t 's_plat of DEEPHAVEN 3. By: r", �, Chairperson Secretary CITY COUNCIL, CITY OF MONTICELLO, MINNESOTA This plat of DEEPHAVEN 3 was approved and accepted by the City Council of the City of Monticello, Minnesota, at a regular meeting thereof held this day A 04� of ? 20 j , and said plat is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. Mayor City Clerk WRIGHT COUNTY SURVEYOR I hereby certify that in accordance with Minnesota Statutes, Section 505.021 Subd. 11, this plat has been reviewed and approved this day of Fe 6 r kAol r, 20 9. Wright County Surveyor WRIGHT COUNTY LAND RECORDS Pursuant to Minnesota Statutes, Section 505.021, Subd. 9, taxes payable for the year 20_ -�3 on the land hereinbefore described have been paid. Also, pursuant to Minnesota Statutes, Sectionu272.12 there are no delingggnt taxes and transfer entered this NO day of Q , 20 a Aiiiiht A�AftMA 0, VIA jV%j%A rightCouQLand Records Administrator WRIGHT COUNTY RECORDER I hereby certify that this instrument was filed in the Office of the County Recorder for record on this day of , 2023, atjD-cb o'clock P . M., and was duly recorded in Cabinet No. , Sleeve , as Document No. 1 1-4 4--.- Wright- C my Recorder KRAMER LEAS DELEO SURVEYING • ENGINEERING • PLANNING BRAINERD ST. CLOUD Sheet No. 1 of 2 Sheets />-,Pr _ _ I n1 11 L Sheet No. 2 of 2 Sheets ♦y 9 i� 11 �( � .3 /� .tea►:; r � 1 _Bf �., � n� . .�j .'ll.e 4,Y II, I) .�� �t �� ���. ��I�d`' �r ;;�?.*',�'9aJ\r, .f.11�,`�-'! A`�etiki � , II � ���is°.` r� � ��.I, �,, 9 %�•/�!yJ �' ;S ,,` � , r� sr � i � �. �"�I�f�s Ifli��_ , �Mi.- Y • :. Ca ..L...� ' � a.j ' .� ',r:. �'�/� G . �/� _M/I �,IA !.'�.�I ryy� I IB�IGrUI II - I .'1:M �; - a ll�.;j l�/,'�: ed� c` ' v � „y,� �f'y ��. o, �'�.e.4.�Q, /► � �� �I I,:.YIi� ,.4 :" "'' "•.a f w/ I'//,��I , •,�,�,� �.r�. �..�n.._ � ,,�I— r���' ,� �,�/�y.. -.�����,.-'(i J� /if�F d�.. �.,. 4 -�i���J� LLYYm�r���_ '� e►` �'' � � 10��Y��•i11011 19�� t£/ �II��I I � i i �lui Ifilll�mr, —� _ � - - IN•'- •yr (NI�u/5'f'II�IL..• � nii!��., u _ �� l�E.�i41'Itil,lp''ul���U� r ' �' `'' %�'r-�illijllli I ,�l.l.�'�'-•��,,�,;;� slur ►' :.....;r�:'i��: _•�,i� �-� �������� - � • / F/��_ i � � ♦ I � _ -_ `�' ,; 1 '�' i .! ', c� yam' '• •. Purpose The purpose of The Pointes at Cedar District (PCD) is to implement the goals, policies and specific design requirements of The Pointes at Cedar Small Area Plan (SAP), a chapter of the Monticello 2040 Comprehensive Plan. In accordance with the SAP, the PCD ordinance establishes three subdistricts. Each subdistrict with its specific uses and development expectations are clustered around a separate pool of The Pointes at Cedar lake and its public spaces. Each subdistrict's public and private improvements are intended to be developed in accordance with the applicable "biome" concept as identified in The Pointes SAP. Architecture, landscape architecture, and all site elements are to be designed and constructed in consistency with the biome theme within which the site is located. The three subdistricts are: • Populus: Reflects Northern Minnesota coniferous forest areas • Tilia: Reflects Central Minnesota's Big Woods and more heavily popu- lated/developed regions • Quercus: Reflects Southwestern Minnesota's prairie and oak savanna Project proposals must demonstrate how they advance the goals of the SAP and the PCD District as a precondition of successful consideration. A finding by the City Council that the proposed development activity is inconsistent with the Pointes at Cedar Small Area Plan (SAP), or with this Ordinance, is grounds for denial of any application for such development. It is the exclusive role of the City Council, with consideration of recommendation and analysis from various advisory bodies of the City, including City staff, to determine whether a development proposal reaches the requirement of consistency with The Pointes SAP and this ordinance. A. Application of Ordinance The PCD applies to all private and public lands within the subject area of The Pointes Small Area Plan and as depicted on the PCD zoning map. The PCD zoning regulations establish compatibility requirements for prospec- tive development interests consistent with the intent of The Pointes SAP. The PCD regulates the uses, standards, and expectations of all new develop- ment in the District. Similarly, where this Ordinance is silent on any specific aspect of performance standards, the generally applicable regulations of the Zoning Ordinance shall apply, provided they do not conflict with the intent of The Pointes at Cedar Small Area Plan. The PCD regulations include specifically allowed uses. The uses listed herein are the complete list. The Community Development Department may evalu- ate proposed uses that are not specifically listed and make a determination as to whether a proposed use is both consistent with the listed uses and accept- able as related to land use compatibility and standards of development. The Community Development Department will make an administrative decision regarding such use determinations. The City Council shall consider, under the Zoning Ordinance appeal process, any disputes over such determinations. The PCD regulations also include finishing standards and graphic illustrations of examples of the scope and range of potentially suitable projects and site elements. While the District has minimum performance standards, it also is intended to inspire creativity within the themes of each "biome" sub -district. B. Conflicts Between Other Standards In cases where two or more ordinance standards conflict, this subsection shall apply. The determination as to which control applies shall be made by the Community Development Department. The following standards shall govern the Community Development Department and the Board of Adjustment and Appeals in issuing use interpretations: (a) Greater consistency with the goals and objectives contained within the adopted The Pointes at Cedar Small Area Plan; (b) A superior level of building form, design, or architecture; (c) Increased compatibility with adjacent development and surround ing community character; (d) Enhanced environmental quality and natural resource protection. C. Non -Conforming Uses Within the PCD zoning district, development and uses pre-exist the adoption of the PCD. These are considered legal non -conformities and may be con- tinued under the requirements of the applicable Zoning Ordinance sections regulating such uses and standards. Expansions or intensifications of existing uses may be considered but shall be subject to the Process Requirements of this Ordinance. 2 Pointes of Cedar District Process Requirements Project applications will be evaluated as to their consistency with the appli- cable PCD subdistrict regulations. Applicants should expect to understand the relevant goals and design values and elements of The Pointes at Cedar Small Area Plan, explain their interpretation of those goals and standards, and identify in specific detail how their proposal comports with those goals and standards. This is an affirmative expectation of any application, and its design- ers, owners, and applicants. The PCD requires a distinct process for making application for development of any property within the district. (1) Pre -Application Prior to formal application, applicants are required to arrange one or more pre -application meetings with the Community Development Depart- ment, and other appropriate staff, to ensure that plan design and develop- ment starts off with the clearest set of goals. The pre -application meeting(s) will outline for the proposed applicant the evaluation and review process for Concept and Development Permit, and how projects may be enhanced to meet the goals of the SAP and PCD. At its sole discretion, Community Development staff may waive the pre -application requirement for a phased project which has received prior review under the PCD application process. (2) Concept Plan Submittal The Concept Plan Submittal provides the guiding framework for any devel- opment within the PCD. The Pointes SAP, along with the subsequent text and graphic representations of appropriate development in this ordinance establish a specific outline for development projects. Prior to submitting a Development Stage Permit application for the pro- posed development, submission of a Concept Plan is strongly encouraged. The Concept Plan shall be presented to the Planning Commission and City Council at a concurrent work session, as scheduled by the Community Development Department. The purpose of the Concept Plan joint meeting is to gain a common and thorough understanding of the project, how the proposed project com- plies with the general goals and specific requirements of The Pointes at Cedar SAP and the PCD regulations. Concept Plan submittal will require a significant amount of submission material for review and consideration to determine consistency with the SAP and PCD standards. It shall be the responsibility of the applicant Pointes at Cedar District to explain and illustrate how the project meets the goals and require- ments of The Pointes at Cedar Small Area Plan and the requirements of The Pointes at Cedar District. Concept Plan Submittal consideration shall not run concurrent with the Development Stage application. A Concept Plan Submittal review grants no development rights. (a) Concept Plan Submittal Procedure: i. Concept Plan Submittals shall be considered by a joint meet- ing of the City Council and Planning Commission. Other City commissions or committees may participate upon request and identification by the Mayor, the Planning Commission Chair, or the Community Development Director. ii. The Joint meeting shall be public and noticed in the official newspaper and on the City's website. A mailed notice to property owners shall be required to all property owners in the PCD, and any other property owners within 350 feet of the subject parcel. iii. The joint meeting shall be held in worksession format and shall not be a formal public hearing. The Mayor may invite members of the public to speak on the matter as time allows, at the Mayor's discretion. iv. The submitter of the Concept Plan shall be provided an op- portunity to address the joint meeting, with time allotted as directed by the Mayor. V. City staff and/or consultants will provide an evaluation of the Concept Plan based on the following six categories: a) Consistency with the Pointes at Cedar Small Area Plan goals, design values and elements b) Use and Building Architecture (Principle and Accessory) c) Landscape Design and Elements d) Connectivity (Internal to the project site, to the public space, and to external points) e) Other Site and Building Elements (Utilities, Me- chanicals, Service Areas, Signage, Lighting, Etc.) f) Special Features (Outdoor Spaces, Art, Rooftop Elements, Sustainable Features, Etc.) vi. During the concurrent meeting, the Planning Commission and City Council may make comment on the merit, need- ed changes, and suggested conditions which may assist the proposer in future application for Development Stage Permit. 3 vii. The Planning Commission and City Council may also take comment from the public as part of the joint meeting. viii. The Council and Planning Commission shall make no for- mal decision as part of the consideration. The City Council and Planning Commission's comments are explicitly not an approval or decision on the project. ix. The Council and Planning Commission's feedback is intend- ed to provide feedback related to the submitter on the Con- cept Plan's consistency with the items in section iv above. X. Other elements may be identified as required as part of the Concept review or separate Development Stage Permit review. The Concept Plan comments do not necessarily constitute the entire list of elements that an applicant may be required to include. xi. Following the joint meeting of the Planning Commission and City Council, within 15 business days of the joint meeting, City staff shall provide the submitter with a summary report of the identifiable comments, terms and directions that the submitter shall consider as a part of a Development Stage Permit application. This report is not necessarily a summary of all requirements for further consideration, and may be reconsidered, supplemented, or amended by the City Council as the project proceeds through subsequent review. (b) Concept Plan Submission Requirements Completed submittal on the required City form. Narrative, including: • Explanation of the applicant's Relevant goals and stan- dards. • Explanation of the applicant's interpretation of the City goals and standards, and how the proposal comports with those goals and standards. • The Narrative must also include a listing of any PCD requirements that the applicant seeks to be modified un- der the development plan, and how those modifications are supported by the overall goals and objectives of the PCD and the Pointes Small Area Plan. • The Narrative shall further include a summary statement of the applicant's efforts to address each of the following six categories, which are not necessarily equal in weight of evaluation importance: a) Consistency with the Pointes at Cedar Small Area Plan goals and design values and elements b) Use and building architecture c) Landscape design and elements d) Connectivity e) Other site & building elements f) Special features iii. Site Plan Maps, including: a) Certificate of Survey signed by registered surveyor and dated within 6 months of application b) Preliminary topography (by survey, Lidar data, or similar source) c) Public and private utility locations and easements d) Site analysis map, with significant features, views, issues, etc. e) Concept Site Development Plan, with all proposed buildings, site improvements, setbacks, land cover (acreage of pervious/impervious) addressed f) Acreage tabulation for Lots, Blocks, Easements and Outlots g) Concept stormwater plan, including a focus on the capture, treatment, and return of stormwater to the central lake feature including impervious/pervious acreage iv. Proposed Buildings and Uses, including: a) Architecture addressing the specific PCD Biome setting. b) Proposed range of principal and accessory uses for each building and throughout site c) Preliminary building elevations from all exposures d) Preliminary 3-D perspective sketch/rendering of the site and buildings e) Preliminary schematic floor plans and square foot- age, including underground parking V. Proposed Site Landscape including: a) Preliminary plant materials addressing the specific biome setting b) General landscape ground covers (grasses, mulch, other plantings) c) Other surface treatments, including pavements and decorative pavement concepts, pedestrian areas, and other use areas d) Preliminary perspective sketch of landscape at full growth (may be incorporated into the Building and Use perspective sketch). 4 Pointes of Cedar District vi. Connectivity, including: a) Pedestrian connections internal to the project site and to adjacent private property b) Pedestrian connections to the public space central to The Pointes at Cedar c) Pedestrian connections to the external pedestrian/ multi -modal system surrounding The Pointes at Cedar vii. Other Proposed Elements, including: a) Preliminary plans addressing the location and de- sign for mechanicals and appurtenances, screening, signage, lighting, public and/or private utilities viii. Special Features descriptions, including artwork, noted vistas, patios, rooftop seating, public elements, and any other aspects of the proposed project that the applicant believes elevates the project above the standard require- ments. (3) Development Stage Permit A Development Stage Permit, for the purposes of this District, is a Condi- tional Use Permit, as authorized in MN Stat. Chapter 462.3595. Concept Plan submission consideration shall not run concurrent with the Development Stage application. If required, the platting process may run concurrent with the Development Stage application. Approval of a Development Stage Permit in the PCD grants development rights to a project application only once all required conditions of the City Council's approval have been met. Amendments to approved Development Stage Permits shall be considered under a specific process as outlined by this PCD ordinance. In accordance with MN Stat. Chapter 15.99, the City has 60 days from the date a n application for Development Stage Permit is found to be complete to make a decision as to approval or denial of a Development Stage Permit application. The City may, as allowed under the statute, extend the dead- line to a total of 120 days. (a) Development Stage Permit Procedure: i. The Development Stage Permit recommendation meet- ing shall be held by the Planning Commission and shall be public and noticed in the official newspaper and on the City's website, among other notice options. A mailed notice to property owners shall be required to all prop- erty owners in the PCD, and any other property owners within 350 feet of the subject parcel. ii. The Planning Commission shall hold a public hearing as a component of its consideration of Development Stage Permit review. iii. The applicant for Development Stage Permit shall be pro- vided an opportunity to address the public hearing, with time allotted as directed by the Chair. iv. The purpose of the Development Stage Permit review by Planning Commission is to gain a common and thorough understanding of the project, how the proposed project complies with the general goals and specific require- ments of the applicable City Plans, how the proposal responds to comments and requirements suggested by the Concept Permit and provide the Planning Commis- sion the opportunity to identify recommended changes, conditions, and elements to the City Council. V. The Planning Commission may seek and/or incorporate comments of other City commissions, committees, and/ or staff as an aspect of its review and recommendation. vi. City staff shall prepare a specific review of the Approved Concept Plan relative to the Development Stage appli- cation and an updated evaluation of the following six categories: a) Consistency with the Pointes at Cedar Small Area Plan goals, design values and elements b) Use and Building Architecture c) Landscape Design and Elements d) Connectivity e) Other Site & Building Elements f) Special Features vii. The Planning Commission shall make a recommenda- tion to the City Council as to approval or denial of the Development Stage Permit application, based on the evaluation of the application, and other comments. The Commission's recommendation, its' assigned conditions and findings for its recommendation shall be reported to the Council through its minutes and/or other report as its findings of fact for the record. Pointes at Cedar District 5 viii. Upon Planning Commission action on the Development Stage Permit application shall be considered by the City Council. ix. The City Council may invite comment from the applicant or any other persons, at its discretion. If it desires, the City Council may hold a separate public hearing on the matter if such a hearing is considered beneficial to the record. Such hearing be noticed in accordance with the notices provided for the Planning Commission public hearing. X. The City Council shall make a decision on the Develop- ment Stage Permit within the 60 day (or 120 day) period noted herein, unless the time is extended in writing by the applicant. xi. Any decision to approve a Development Stage Permit shall be in the form of an ordinance that amends the official Pointes at Cedar Planned Development District. The ordinance shall be considered passed when a simple majority of the number of the current City Council mem- bers votes in the affirmative. xii. The City Council shall adopt findings of fact supporting its decision on the Development Stage Permit, establishing the reasons for its approval or denial. xiii. In the event that the City Council denies a request for De- velopment Stage Permit, no further consideration of an application for a substantively similar proposal shall be made unless the applicant begins with a new request for Concept Permit. All timelines for decision making shall reset upon such application, as if no prior application had been made. xiv. A Development Stage Permit shall be effective only with the resolution of and compliance with all conditions of approval. Development Stage Permit plans meeting ap- proval conditions are a pre -requisite to Grading, Building or other land alteration permits. (b) Development Stage Permit Application Submission Require- ments. i. Completed Application on a City Application Form ii. Updated Narrative, demonstrating compliance with the terms and direction provided at the Concept Permit joint meeting and in City Staff's Concept Permit report, or ex- planation of any specific request for waiver of said terms and directions iii. Development Stage Plans a) Detailed utility services (sanitary sewer, water, storm water, grading, and any other plans required by the City engineer b) Fire service access planning, including fire vehicle routes and water sources, and any other plans re- quired by the Fire Marshall c) Other plans and detais as requested by the Commu- nity Development Department iv. Updated plans in each of the six categories required by the Concept Permit Application as follows: a) Consistency with the Pointes at Cedar Small Area Plan goals, design values and elements b) Use and Building Architecture c) Landscape Design and Elements d) Connectivity e) Other Site & Building Elements f) Special Features V. Parking plan, including proposed cross access and park- ing declarations, easements, and documents. vi. For residential projects, association and/or covenant documents. (4) Amendments to Development Stage Permit After approval of a PCD Development Stage Permit, no changes to the buildings, building materials, site plan or site development design or elements, landscape plan or materials, or any other aspect of the proj- ect area shall be made, except any approval of an amendment to the prior Development Stage approval. The process for amendment shall be as outlined in the PCD ordinance. (5) Administrative Adjustment Adjustments may be approved to an approved PCD Development Stage Permit where proposed changes are shown to be necessary to adopt to unanticipated site conditions and where such adjustments are minor in nature, including the substitution of a particular building material or site improvement for another simular approved material or improvement. Administrative Adjustments shall require submission of a request detailing the proposed change in both narrative and an update to any documents approved under the original PCD Develop- ment Stage permit. The Community Development Department shall have the authority to deem proposed changes as either administrative adjustments or as requiring an Amendment under subdivision (4) of this section. If the submission is accepted as an Administrative Adjust Pointes at Cedar District ment, the Community Development Department shall issue a decision within 30 calendar days of the full submission. (6) Variances and/or Planned Unit Development Variations The PCD is designed to incorporate a complete development package from any applicant as to uses, standards, and elements. Any such proposal in the PCD will be evaluated as a whole, rather than as a sum of its parts. As a result, no application for Variance (under the Zoning Ordinance variance process, Section 2.4(C)), or Planned Unit Develop- ment (under Zoning Ordinance PUD process, Section 2.4(0), is expect- ed to be necessary or appropriate. District Uses and General Regulations (1) Standards Applicable to All Uses (a) Any use not identified within the PCD shall be considered prohib- ited. (b) In the event that any finishing standard or design element of a proposed project is not specifically addressed by this district, the minimum requirements of the Monticello Zoning Ordinance's Finishing Standards shall apply. The City reserves the right to increase or such standards to ensure consistency with the objec- tives and terms of the Small Area Plan and other standards of this ordinance. (c) Use Types. i. Commercial and public uses as identified herein will dominate the frontages along Chelsea Road, Cedar Street, and School Boulevard. ii. Along School Boulevard, especially toward the easter- ly portion of the district frontage, horizontal or vertical mixed -use shall be allowable, subject to the allowable Uses, Floor Area Ratios and Finishing Standards identi- fied by this ordinance along with public uses. iii. Residential and public uses as identified herein will dominate the frontages along Edmonson Avenue NE. (d) Appropriate access and transitions between private development area and public spaces shall be a required and integral part of the private projects. The City may work with the private developer to facilitate these access and transitional areas through grading ac- commodations or other improvements on public property when, in the discretion of the City Council, the project design justifies it. (e) Height. The district does not establish a minimum or maximum height for uses or buildings. (f) Site and building maintenance. Sites and buildings shall be maintained in accordance with City Ordinance 150. Violations are subject to the provisions of City Ordinance 10.99. (g) Joint Parking and Underground Parking elements. All projects are required to enter into a binding development agreement or other instrument as determined by the City Attorney to ensure that the minimum amount of surface parking required by the Concept and Development Stage Permit are available in common, and provide for parking lot maintenance on their respective land parcels. Nothing in this section is intended to preclude property owners from creating joint maintenance agreements, or to preclude the City (in its sole discretion) from creating a special maintenance district or other management tool for such purposes. i. Underground or similar structured parking provided for residential development shall be reserved for the private residential use of the residents and guests and shall be incorporated into the ownership and/or rent structures for said residents to ensure full utilization. H. A parking management plan shall be required for each property at the time of Development Stage applica- tion and may be incorporated into the City's approval for the benefit of the District with terms as approved by the City. iii. Public structured parking may be provided by the City for the benefit of any use or purpose and managed under its discretion. (h) Signage. Signage within the PCD shall be controlled and regulated to en -sure reasonable visual access to the uses in the district and ensure that signage is designed to be a visual complement to the district, avoid competition with signage necessary for public safety, and avoid unnecessary visual clutter. i. The allowances for sandwich board or other temporary signage per Chapter 4.5 (C)(7) shall apply to the PCD. ii. Monument -style freestanding signs only are allowed up to 14 feet in height, and 100 square feet per sign face. Pylon signs are prohibited in the PCD. iii. Additional signage may be permitted by the City when specific traffic management is necessary on a particular site, and provided such signage is constructed with ma- terials similar to that of the principal building with which the sign is associated. iv. Wall signage shall be allowed on all faces of commercial facilities, with a maximum total square footage of 20% of Pointes at Cedar District the silhouette area of the wall facing a single public street, (c) Permitted Principal Commercial Uses and where no more than 10% of any individual wall is covered. Each of these uses will be subject to the requirements of this district, v. Sign materials shall incorporate materials of the sub-dis- as well as the requirements of Chapter 5.2(E) of the City's Zoning Ordi- trict, including the use of stone in the base and frame of nance. Where such regulations conflict with the requirements of this the freestanding sign. district, the requirements of this Chapter will take precedence. vi. Other regulations of Chapter 4.5 of the Monticello Zon- ing Ordinance shall apply to development in this district. i. Retail stores Where the requirements for this district and Chapter 4.5 ii. Full -service Restaurants conflict, the requirements of this district shall apply. iii. Specialty Eating Establishments iv. Brew Pubs (2) Standards Applicable to Commercial Site Development V. Production Brewery w/Tap Rooms vi. Micro -distilleries w/Cocktail Room or Lounge (a) Minimum Lot Size, Lot Area, Setbacks vii. Commercial Lodging, excluding Boarding Houses No minimum lot dimensions or setbacks. Lot dimensions and set- viii. Bed and Breakfast backs (including building, parking, other setbacks) shall be deter- ix. Professional Offices mined as a component of the Development Stage Permit approval. X. Personal Services xi. Medical Clinics (b) Floor Area Ratio xii. Retail Service Uses A Floor Area Ratio (FAR) standard is applicable to the Commercial xiii. Day Care Centers - Commercial areas of the PCD. The FAR shall apply to the parcel being devel- xiv. Entertainment/Recreation — Indoor Commercial oped, including accessory parking being developed on adjoining xv. Event Centers parcels or outlots as may be platted and approved. FAR shall be xvi. Financial Institutions calculated by dividing the gross floor area of the building by the xvii. Temporary "cart" or "truck" -based food vendors gross lot area attributable to the project. Underground and struc- xviii. Public uses in Parks tured parking, required ponding, and public space set aside from (d) Permitted Commercial Accessory Uses the development areas and provided for public open space use, shall not be included in the FAR calculation. Each of these uses will be subject to the requirements of this district, i. Commercial lands fronting the public park/lakefront areas as well as the requirements of Chapter 5.2(E) of the City's Zoning Ordi- of the PCD shall maintain a minimum FAR of 0.4 for single nance. Where such regulations conflict with the requirements of this story buildings, 0.8 for two-story buildings, and 1.2 for district, the requirements of the PCD will take precedence. three story buildings or greater. Applicants shall provide the square foot ratio at concept level. i. Outdoor Seating ii. Commercial land not fronting the public park/lakefront ii. Outdoor Sidewalk Sales & Display areas of the PCD shall maintain a minimum FAR of 0.3 for iii. Outdoor Recreation, not including firing ranges single story buildings, 0.6 for two-story buildings, and 0.9 iv. Drive -Through Facilities, subject to the following re - for three story building or greater. quirements: iii. Floor Area Ratio may be used as a guide in mixed use 1. Restaurants and specialty eating establishments projects, however, the overall requirements for FAR and 2. Financial Institutions density will be set by the Concept and Development Stage 3. Pharmacies Permit. v. Trash Enclosures iv. Commercial uses should be designed to create access and vi. Signage (as permitted by the PCD ordinance only) exposure to both the primary public walkway/plaza areas, vii. Solar Energy Systems and the public street exposure areas where applicable. viii. Parking 8 Pointes of Cedar District (e) Commercial Site Finishing Standards iv m Parking. Joint parking and access over the parking lot areas serving the site is required and will be granted similar joint parking and access to adjoining property. Parking supply for private development must be calcu- lated at no less than 50% of the required parking in the Monticello Zoning Ordinance, Chapter 4.8., and no more than 65% of the required parking in that section. Private parking areas not subject to joint parking shall be reviewed and approved as part of the Development Stage permit. Landscaping Plan. A robust planting plan reflecting the requirements of the sub -district is expected. The plant- ing quantities of Chapter 4.1 (F) and (H) of the Monticel- lo Zoning Ordinance shall serve as a base requirement. The requirements for buffering in Chapter 4.1 (G) shall not be strictly applied, however, applicants should design projects with a sensitivity to the need to screen or buffer when incompatibilities are apparent between the proposed occupants of the project and the adjoining land uses. Landscape Standards. Landscape design in the PCD is a critical component of consistency with the goals of the Pointes at Cedar Small Area Plan. The SAP utilizes the "biome" concept as the basis for its design, and compatible landscape elements will required in confor- mance to the SAP goals. The PCD encourages a reliance on qualified landscape architecture in site planning to ensure compliance with the District goals. A successful landscape plan will be factored in the project review. A Site grading and land form, integration of stormwater management into the landscape design, and significant use of hardscape elements such as pedestrian and patio amenities and other active outdoor use areas will be re- quired for all development in the District. An emphasis on year-round use and interest will be required, Signage. Commercial signage in the district shall consist of monument -style and wall signage as defined by this ordinance. One monument sign shall be allowed for each approved driveway entrance from the primary access road. Consolidated monument sign displays are required for multiple tenant buildings and sites and as required for shared access parcels. Accessory Components and Appurtinant Uses, Struc- tures and Elements. These shall be designed and constructed to be consistent with the design and materials requirements in the various sub -districts. Every building shall be designed and constructed with attention to all external exposures, including loading, mechanical, and service components. Applicants shall make a particular effort to design service exposures and entrances to minimize the size of such spaces, blend them into the overall building and site design, and maximize the public exposure portions of the buildings. Operational aspects of the commercial uses and known tenants shall be a component of the management and review process. Pointes at Cedar District 9 LEGEND: RESIDENTIAL COMMERCIAL MIXED USE SUB -DISTRICT —PCD NORTHERN BIOME: POPULUS PCD SUB -DISTRICT CENTRAL BIOME: TILIA PCD SUB -DISTRICT SOUTHERN BIOME: QUERCUS ----------------- --------- POPULUS MAJOR N GATEWAY#1 EXISTINUJ a CENTRAL BIOME: 'i TILIA---== GATEWAY #4 PARK I !I a --------------- QUERCUS XISTIN E SECONDARY GATEWAY E E The Pointes at Cedar District o Monticello, MN H y March 28, 2022 1 WSB #:019376-000 H Ilnll Illiilll I � - EXISTING 0 Z F U) �« SECONDARY GATEWAY MAJOR GATEWAY #3 ­­ � I I Ul:�] n O '-I if rl_�"' 50 200 ws b Scale in Feet Coniferous Forest) The intent of the Populus Sub -district is to create an environment that is reflective of the Northern Minnesota lakes and woods region, with elements that range from the Lake Superior shoreline to the cabin and/ or resort lodge lakefronts. Buildings in the Populus Sub -district should suggest a north -woods theme in overall design and feel. The Pointes landscape will reflect this region with extensive rock outcroppings, pine, birch, spruce, and tamarack tree cover, and naturalized shrub -intensive landscapes with limited lawn grasses. The elements of design applicable to commercial and residential develop- iv ment for this subdistrict are as follows: (a) Architecture, Materials, and Architectural Details. Buildings will reflect a north -woods design and feel. Square or rectangular timbers shall serve as a theme for primary building components or prominent detailing. Wood -look components V. should be dominated by darker natural colors, with accent col- ors on detailing, balconies, window frames, and similar features. Extensive use of angular cut stone -face as a building feature is strongly encouraged, both on the building itself, as well as bases for structure support timbers and related features. Round -sur- faced fieldstone is discouraged, although rounded granite stone vi and boulder materials may serve as landscape features in areas used for dry stream -beds and drainageways. Attention should be paid to contrasting architectural features, including entry canopies, architectural metal components, and coordinating materials and colors throughout the project compo- nents. ii. Roof lines, eaves, roofing materials. Composite or asphalt vii. shingles, wood shakes, and metal standing seam products are considered representative materials for roofs in the district. Metal may be incorporated into the soffits, eaves, and facia, as well as featured areas where architectural metal treatments enhance the ability of the building to viii meet the intent of the sub -district. Roofs should be of a sloped design, and extensive use of gables, hipped roofs, and avoidance of a continuous roof ridge line will be required. ix. iii. Wall materials and mixes, window glass and window walls. A significant reliance on wood -look materials, with angular cut stone (especially granite or basalt) should be incorporated into building materials. Composite materi- als may be used (such as LP and fiber cement board) that simulate the look of authentic wood and manufactured cement products may be used that simulate the look of authentic stone, however, vinyl or panel style is not an acceptable material. Concrete masonry units should be visible only as part of foundation materials in locations of limited exposure and visibility. Glass should comprise a significant amount of the building walls. All sides of every building shall be carefully designed to include the ac- ceptable materials, and a significant component of stone treatment Window signage. Commercial uses should avoid the use of windows for signage display, with limited exceptions for "Open" or Hours of Operation announcements. Window signage is ideally placed in the door, or immediately adjoining windows to the public entrance(s) and shall be limited to no more than 25% of those windows. Screening of ground or roof mounted mechanicals. Mechanical equipment should be designed to minimize visibility from any viewpoint. When such equipment is visible, the project design should use site design elements that screen the views of such equipment with materials that incorporate the equipment with the building design. Balcony design and materials. Recessed or inset bal- conies on residential buildings that include overhead weather protection for the tenants are preferred. Pro- jecting balconies may be considered when all elements of the balcony design, including cover, support beams and timbers, and other elements contribute to the utility of the balcony, and the goals of the district. Balcony railings shall be coordinated to the other materials found in the building. Accessory building design and materials. Any accessory building, use, or element shall be designed to be compat- ible with the principal building and materials on the site, and these requirements. Site design should de-emphasize accessory buildings and uses. Lighting. Buildings and sites should emphasize decorative lighting features under eaves, and in landscape, patio, and walkway areas. Materials and design should reflect the themes utilized in the principal building. Usable outdoor spaces. These spaces should be incor- porated into the site planning. The outdoor use areas should be located so as to transition to the public outdoor Pointes at Cedar District 13 spaces and provide views to and from the outdoor use areas. Patios, pergolas, decks, and similar features will require appropriate landscape treatments, as well as light- ing that complements the use of the site, and views of the site from other property in the district. (b) Site Structures and Other Elements For site structures, including accessory buildings and uses, the ob- jective will be to minimize impacts of the accessory activity on the larger principal use of the property. For these structures and uses, materials and styles shall be used that complement and coordi- nate with those of the principal building and the biome concepts. Examples of site structures include, but are not limited to: • Service entrance treatments • Loading/trash areas or scheduling • Utility box screening • Parking lot design and lighting • Parking lot layout • Parking quantity and joint use requirements • Security lighting • Pedestrian lighting • Outdoor sales displays • Fencing and retaining wall requirements • Signage (c) Site Landscape Elements In the Populus sub -district, plant material selections should be centered on Pine, Spruce, Birch, Aspen, and Tamarack tree plant- ing, and those shrub and perennial plantings that may be com- monly found in northern climate areas of Minnesota. Planting areas that include extensive use of rock outcroppings, northern wildflowers and groundcovers, and in which lawn grasses are limited, are strongly encouraged. The following elements will be evaluated for conformance to the sub -district's intent. • Landscape materials — plants, mulches, groundcover, etc. • Landscape quantities • Landscape design • Site landforms and grading • Alternative stormwater design • Pedestrian connections • Pedestrian amenities • Site furniture • Landscape irrigation • Site and building lighting 14 Pointes of Cedar District § 152.007 EXCEPTIONS. (A) When requesting a subdivision, combination, or recombination, if any of the following conditions exist, the subdivider is required to present accurately drawn site and certified survey plan information for the proposed subdivision, combination, or recombination, have the subdivision, combination, or recombination reviewed by the Planning Commission, reviewed and approved by the City Council, and adhere to the park dedication requirements of §§ 152.080 through 152.085. (1) A division which results in commercial or industrial parcels having an area of five acres or more with frontage on a public right-of-way measuring 300 feet or more and which does not result in the division of the parcel into two or more lots, any one of which is less than five acres in area or 300 feet in width and which does not necessitate the dedication of a public right -of- way. Such division shall not cause any structure on the lot to be in violation of the zoning ordinance or said new portions of lots to be in violation of city ordinance. (2) Division of one previously platted parcel into no more than two buildable parcels, both of which will be in full conformance with all applicable zoning regulations, and for which no public right- of -way, easements, or other drainage concerns are evident to the Zoning Administrator. (3) The adjustment of a lot line by the relocation of a common boundary and for which no public right-of-way, easements, or other drainage concerns are evident to the Zoning Administrator. (4) Division of an existing lot of record where the division is to permit the adding of a parcel of land to an abutting lot or lots and the newly created property line will not cause the other remaining portion of the lot to be in violation with this chapter or the zoning ordinance, and for which no public right-of-way, easements, or other drainage concerns are evident to the Zoning Administrator. (5) Combination of two or more parcels of record to create a parcel conforming to the requirements of the applicable zoning district and for which no public right-of-way, easements, or other drainage concerns are evident to the Zoning Administrator. (B) Any easements which become unnecessary as a result of the division or combination must be vacated. In addition, new easements must be established as determined by the City Engineer. (C) In the event that the County Recorder shall refuse to record an administrative subdivision due to the legal description of the proposed parcels or for any other reason, the applicant shall be required to comply with all of the requirements of §§ 152.026 and 152.040 for preliminary plats. MINUTES JOINT MONTICELLO PLANNING COMMISSION/CITY COUNCIL WORKSHOP Monday, April 8, 2024 — 5:00 p.m. Monticello Community Center Planning Commissioners Present: Vice Chair Andrew Tapper, Teri Lehner, Melissa Robeck, Planning Commissioners Absent City Councilmembers Present: Staff Present: 1. Call to Order Rob Stark Chair Paul Konsor Mayor Lloyd Hilgart, Charlotte Gabler, Sam Murdoff, Tracy Hinz, Lee Martie Angela Schumann, Steve Grittman, Rachel Leonard, Jennifer Schreiber, Sarah Rathlisberger, Jim Thares, Hayden Stensgard Planning Commission Vice Chair Andrew Tapper called the joint workshop meeting of the Monticello Planning Commission and City Council to order at 5:00 p.m. 2. Concept Plan Submittal for the Pointes at Cedar District for proposed Commercial Lodging and future Restaurant as Principal Uses in the Populus Sub -District. PIDs: 155-278-001030, 155-278-001040 Legal Description: Lots 3 & 4, Block 1, Deephaven Applicant: Ted Thompson Community Development Director Angela Schumann provided an overview of the purpose of the meeting to the Planning Commission, City Council, and the public. The Pointes at Cedar District Zoning Ordinance allows applicants to have a joint concept meeting with the Planning Commission and City Council, without requiring a decision from the City Council regarding the development. Similar to the Planned Unit Development Concept Stage process, the joint workshop step provides an opportunity to the Planning Commission and City Council to give initial feedback on a development proposal without having to make a formal decision. While not a public hearing, mailed notice did go out to the surrounding property owners, and if time allows, members of the public may provide comment. City Planner Steve Grittman provided an overview of the agenda item to the Planning Commission, City Council, and the public. Proposed on 2 lots near the southwest corner of Chelsea Road and Edmonson Avenue NE is a 98-room hotel, and future -phased restaurant within the northern biome (Populus) of the Pointes at Cedar District. The hotel brand was identified in the applicant's submittal as a Fairfield Inn by Marriot. Commissioner Tapper asked if the discussion in the meeting needed to focus at all on the restaurant, as the only information provided for the restaurant at that time was that there were plans to have one located next to the proposed hotel. Mr. Grittman clarified that the discussion should mainly focus on the detail the applicant had provided and that when restaurant plans were provided in connection with the proposed development, the Planning Commission and City Council would then have the opportunity to provide feedback. Though the applicants are not required to resubmit a concept plan submittal application, design and detail on the restaurant would require a development stage permit review. Rob Thompson, of C.I. Construction and the applicant team, noted that the plan is to build the hotel and restaurant at the same time. The reason for the lack of information on the restaurant was that discussions were further along with the hotel company than the restaurant. Ted Thompson, applicant of C.I. Construction, added that the process of constructing a hotel requires more time than the restaurant. Ms. Schumann clarified that the developer will be required to apply for a development stage permit in the Pointes at Cedar District for both the hotel and restaurant, though the restaurant is not included in the review of the concept plan. Commissioner Melissa Robeck asked what the current occupancy rate is for the existing hotels in Monticello. Ms. Schumann noted that information on occupancy rates can be found in the Hotel Study completed in 2023. Rob Thompson added that they had conducted their own study prior to bringing forward the concept, and are confident that the project would be successful. Ted Thompson noted that within the concept is roughly an 80-foot-wide vacant parcel that would be available for development as well. At this time, there are no plans for development of the parcel. Any development of site would intend to complement the goals of the Pointes of Cedar district. Ted Thompson noted the applicant team was looking for feedback on commercial signage for the concept plan. Aware of the 14-foot maximum allowed within the Pointes at Cedar District, the applicants were looking for feedback on whether they could propose a pylon sign for the two facilities at a height of around 30 feet. Rob Thompson asked if there was a long-term plan to connect Edmonson Avenue NE and Oakwood Drive East. Ms. Schumann said there was no long-term plan to connect those two roads. Mayor Lloyd Hilgart asked if signage was the major concern with the items provided for the concept review. Rob Thompson said that it wasn't necessarily a major concern, just an area they would appreciate feedback on prior to submitting an application for a development stage permit. Mayor Hilgart asked if the property was located within the Freeway Bonus Sign Overlay District. Mr. Grittman clarified that originally, these properties were included within the Freeway Bonus Sign district, but with the creation of the Poitnes at Cedar zoning district, they were removed. Mayor Hilgart asked what the district's sign limitations are. Mr. Grittman noted that the Pointes at Cedar District limits freestanding signage to monument signs at a max height of 14 feet, and maximum square footage of 100 square feet. Pylon signs are not permitted within the zoning district. Ted Thompson asked if the applicants were to propose a sign outside of the ordinance standard, how would they go about that? Ms. Schumann clarified that it would be applied for as a variance in companion with the Development Stage Permit application. Councilmember Sam Murdoff asked for clarification on whether there is additional developable land available within this proposed development. Ted Thompson said that there is a roughly 80-foot-wide piece of property to the west of the proposed development that would potentially be developed at a later date. There is a possibility that the remaining land area would be utilized to accommodate any outstanding needs of the original development, which remains unclear at this time. Councilmember Murdoff asked if there was any discussion on whether the hotel could be taller than 4 stories. Ted Thompson said that Marriot has a few designs for their Fairfield Inn hotels, none of which are taller than 4 stories. Mr. Thompson also noted the substantial cost increase for 5-story buildings over 4 stories. Commissioner Tapper noted that given the hotel would be 4 stories, the wall signage that would be on the building would provide exposure to the surrounding area, potentially as well as a pylon side. Rob Thompson clarified that exposure to the surrounding area was not necessarily a concern for the hotel, but rather the restaurant that would accompany the hotel. Councilmember Murdoff said that the project made sense with the given location, but expressed concerns with the lack of floor area. He asked if any of the projects within the Pointes at Cedar zoning district meet the requirements for floor area ratio. Ms. Schumann clarified that this is the first project reviewed against the provisions established in the Pointes at Cedar zoning district and did not know whether the existing development in the area would be able to meet the requirements. City Administrator Rachel Leonard noted that at the time of the development of the Pointes at Cedar zoning district language, assumptions for development density were made based on the master plan, with the intention of those decisions aligning with the ultimate goals of the area. As development proposals continue to be presented to the group for the Pointes at Cedar area, adjustments to the language may need to be made based on the practicality of developing the area realistically and successfully, particularly as related to accommodating desired uses within The Pointes. No action was taken on the item. 3. Adjournment By consensus, the meeting was adjourned at 5:57 p.m. Recorded By: Hayden Stens and o Y g Date Approved: May 7, 2024 ATTEST: Angela Schunfanr(, Community Development Director 2 0 0 (7 z W m 0 0 00 LO LO CO CO Ui J 0 IL Q w z z 0 0 (M W U) w z W a a z W x 0 wsb June 27, 2024 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: Good Neighbors Properties Commercial Development Development Stage PCD, Preliminary/Final Plat, Civil Plan Submittal & Review City Project No. 2024-12 WSB Project No. 024964-000 Dear Mr. Leonard: We have reviewed the Good Neighbors Properties Commercial Development PCD Development Stage/Preliminary/Final Plat plans dated June 3, 2024. The applicant proposes to construct a 98 Room Hotel and a 6,200 square foot restaurant on a 3.2-acre parcel. The documents were reviewed for general conformance with the City of Monticello's general engineering and stormwater treatment standards. We offer the following comments regarding these matters. General 1. City staff will provide additional comments under separate cover. 2. Provide an existing/removals plan showing all impacted existing streets and utilities including the existing storm sewer to be removed. 3. Provide a site plan showing all site dimensioning including parking areas and entrances. Complete. 4. Provide soil borings and full geotechnical evaluation to verify soil conditions, groundwater elevations within the site, and the proposed pavement section meeting City design requirements. Complete. 5. The Fire Marshall and/or building department will review required fire hydrant location(s) and emergency vehicle access/circulation. Fire truck circulation will need to accommodate the City's ladder truck. Provide a turning movement exhibit to show that a fire truck can access all building structures and parking lots as applicable. Provide exhibit showing existing fire hydrants. Additional comments may be provided under separate cover. 6. Any work within Wright County right of way will require a permit, add a note to the plan to this affect. Provide the City with the final/approved permit documents prior to the start of construction. M:\024964-000\Admin\Docs\2024-06-05 Submittal (PrelimFinal Plat)\_2024-06-27 Good Neighbor Properties Commercial Dev - Prelim & Final Plat - WSB Engineering Comments.docx Good Neighbors Properties Commercial Development — Dev Stage PCD, Prelim/Final Plat — WSB Engineering Plan Review June 27, 2024 Page 2 7. Additional comments have been provided directly on the plan sheets. Not all comments on the plans have been summarized in this review letter. Standard Details (Sheets C1 — C4) 8. Include all current/pertinent City standard detail plates that are applicable with construction. 9. A final review of the details will be performed with future plan submittals. Grading Plan (Sheet C5) 10. Provide emergency overflow elevations (EOFs) for all low points in the parking lots and green spaces. Note that EOFs for the catch basins near the building do not appear to meet minimum freeboard requirements with the lowest opening of the building (964.85) 11. Prior to the start of work, provide written permission from the adjacent property owner to the City approving all grading and construction work on adjacent properties. 12. Provide casting types for existing/adjusted manholes in the parking lot area. 13. Provide information (size, material, material grade, slope, etc.) regarding the existing storm sewer stubs. 14. Provide invert elevations for all pipes in the structures. 15. Note that, depending on the degree of the storm sewer structure adjustment, it may require the addition or removal of a structure section or the replacement of the entire structure 16. Call out surface points where restoration matches the existing elevation. 17. Identify areas of tip -out curb. 18. Note, retaining walls greater than 4' in height shall be designed by a Minnesota Registered Structural Engineer and have a safety fence installed. 19. With final plan/plat submittal provide the following a. In general maintain all surface grades within the minimum of 2% and maximum 33% slopes. Vegetated swale grades shall also be a minimum of 2.0%. b. Drainage arrows on plans showing direction of runoff. Note specifically high points between each side -yard swale. c. Include percent slope In all other swale locations and verify that it meets the City requirement of 2% minimum. d. Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). e. Note the size of proposed storm sewer structures. SWPPP/Erosion & Sediment Control (Sheets C6 — C8) 20. A written SWPPP should accompany the plan set meeting all requirements of the MN Construction Stormwater Permit. In -progress with plan revisions, a final review will be conducted with the final plan submittal. Good Neighbors Properties Commercial Development — Dev Stage PCD, Prelim/Final Plat — WSB Engineering Plan Review June 27, 2024 Page 3 21. Add a note requiring street sweeping of adjacent impervious as required by the City Engineer. 22. Final review of all erosion control BMP's will be completed with final plans Utility Plan (Sheet C9) 23. Based on the current design, it appears the applicant will be required to apply for a permit from DLI, provide copies to the City. 24. Note that, depending on the degree of the sanitary sewer structure adjustment, it may require the addition or removal of a structure section or the replacement of the entire structure. 25. Provide top and bottom of pipe elevations at all utility crossings. Maintain minimum 18" separation with water and insulate when separation with storm sewer is less than 36". 26. Recommend using castings for cleanouts in impervious surfaces. Catch basins should also be a minimum of 4' deep to minimize issues with freezing. 27. Add general notes to the utility plans to the effect of: a. The City shall not be responsible for any additional costs incurred that are associated with variations in the utility as -built elevations. All utility connections shall be verified in the field. b. The City, or agents of the City, are not responsible for errors and omissions on the submitted plans. The Owner and Engineer of Record are fully responsible for changes or modifications required during construction to meet the City's standards. c. All watermain and sanitary sewer testing shall be conducted in accordance with the City standards and specifications. Copies of all test results shall be submitted to the City (Public Works Director, City Engineer), the Owner, and the Engineer of Record. d. Watermain shall have a minimum cover of 7.5'. e. Tracer wire installation shall be in accordance with the latest edition of the MN Rural Water Association Standards. See these standards for further details. f. The City will require televising for sanitary and storm sewer pipe installations prior to accepting a warranty for the utility system; provide report and video files to the City for review. Paving/Site Plan (Sheet C10) 28. Provide a turning movement exhibit to show that a fire truck can access all building structures to accommodate the City's ladder truck and/or as required by the City Fire Marshall. The Fire Marshall will review and provide comments under separate cover. Identify garbage enclosures or loading areas. 29. Provide pedestrian ramps meeting ADA requirements across site entrances. Note locations on plans. 30. Show dimensioning for all parking areas and site entrances. Provide on a separate site plan as necessary Good Neighbors Properties Commercial Development — Dev Stage PCD, Prelim/Final Plat — WSB Engineering Plan Review June 27, 2024 Page 4 Stormwater Management 31. Below are General Stormwater Requirements for the Site: a. The applicant will be required to submit a stormwater management plan for the proposed development in accordance with the requirements in the City's Design Manual. In progress with plan revisions. b. The new site will need to provide onsite volume control for runoff of 1.1" over the new impervious area that is not being treated by the existing basin and infiltration basin; confirm the existing basin to the south provides this treatment. At minimum, pre-treatment measures are required onsite prior to discharging to the volume control BMPs. -pending soils verification of the proposed infiltration rate. c. Water quality requirements will be considered met if volume control is achieved for the site. If volume control cannot be met then the development will need to show a no net increase of TSS and TP. d. Rate control will be required for the new development. All discharge rates must be equal or less than existing rates for each discharge location. i. Rate control is being met via the underground storm chamber e. Show underground chambers on the site plan to accommodate for onsite drainage. Modeling should accompany the submittal to show that the chambers arP sized to handle onsite drainage. f. An operation and maintenance plan for all stormwater BMPs is required and should be submitted with the stormwater report for review. Specific guidelines should be presented for each BMP. i. Underground chambers should have manufactures recommendations provided. Maintenance for isolator rows should be specifically called out in the maintenance requirements. g. The site is within the DWSMA and is subject to requirements of the City's Wellhead Protection Plan. i. The project is located within the DWSMA with Low vulnerability. Refer to the city's guidelines for work within the DWSMA 32. BMP's and underground chambers shall be free of landscaping and trees. Provide unobstructed maintenance routes around all stormwater areas. Label access locations of the plans for the stormwater bmp's 33. Soil boring SB-3 shows SP poorly graded sand soils. The Minnesota Stormwater manual allows up to 0.8" for infiltration but the Stormwater memo states 1.6". a. GM and SW soils would be allowed for the full 1.6". If there is additional soil information in the area of the proposed chamber please provide that for soil verification. b. It is also strongly recommended that a field infiltration test is completed to confirm the proposed infiltration rate is feasible without soil corrections 34. Two feet of freeboard is required for the HLW of a basin to the low opening of a structure. Two feet of vertical separation is also required from an area's EOF elevation to the low opening. 2' of vertical separation is currently being met. Provide EOF's on the plan sheet for this area and all low points to verify water is not pushed towards the building. 35. Include storm sewer sizing calculations with future plans. Refer to Monticello Design guidelines for Storm sewer requirements Provided. 36. An NPDES/SDS Construction Storm Water General Permit (CSWGP) shall be provided with the grading permit or with the building permit application for review, prior to construction commencing. In progress with plan revisions and submittals. Good Neighbors Properties Commercial Development — Dev Stage PCD, Prelim/Final Plat — WSB Engineering Plan Review June 27, 2024 Page 5 37. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. Provide calculations showing disturbed area, proposed impervious, and future impervious for the site. 38. The last structure prior to discharge to a stormwater BMP is required to be a 4' minimum sump structure. Provide a sump at STMH 2 or CB 6 prior to connecting to the existing stub and discharging off site. Traffic & Access 39. The applicant is proposing three driveway access points, one of them includes a connection to the existing southerly apartment site development that ultimately connects to Cedar Street; the access would be shared with the apartment building to the south. A new driveway is proposed on Chelsea Road, located approximately 580 feet east of Cedar Street. The second new driveway is proposed on Edmonson Avenue, located approximately 240 feet south of Chelsea Road and will also be shared with the existing apartment building to the south. Street access spacing, grades, and sight lines will be reviewed with future submittals. Provide intersection sight distance triangles at the Chelsea Road access and Edmonson Avenue access. A traffic study was submitted with the original overall development project that envisioned the access on Chelsea Road to be located further west to align with the existing access across the street (Best Western access). The City's preference is to align the new access as the original traffic study had intended. Otherwise, if the applicant is planning to move forward with the access as shown on the concept, they will be required to provide an update to the traffic study that considers the new access location and implications related to traffic turning movements, safety, and potential striping improvements along Chelsea Road. Update to traffic study is required, as the access is not aligned with the Best Western Access. 40. The site would generate approximately 1,432 daily trips, 103 AM peak hour trips and 113 PM peak hour trips. The existing Average Daily Traffic on Cedar Street is 4,324, on Chelsea Road is 6,838, and on Edmonson Avenue is 1,578. The addition of the proposed traffic would have an impact on roadway capacity and operations. A traffic study was completed in 2021 for the Chelsea Commons area, which includes this development. As developments build out, mitigation measures from the traffic study will be needed. Due to the increase in size of the restaurant, the revised site is now expected to generate approximately 2,030 daily trips, 156 AM peak hour, and 163 PM peak hour trips. The revised site has increased the peak hour trip generation percentage by 12%-15% and increased the total daily trip generation by 74% from the original study. Verify if additional mitigation measures will be needed on the roadway network due to the increase in traffic and update the traffic study. 41. Eight accessible parking spaces are proposed and meet the threshold of 7 for a parking lot with 201-300 spots. Complete. 42. Show and note pedestrian facilities including ramps on the site plan. Complete. 43. Parking lot photometrics to be reviewed when provided in a future submittal. Provide photometric plan for parking lot. Good Neighbors Properties Commercial Development — Dev Stage PCD, Prelim/Final Plat — WSB Engineering Plan Review June 27, 2024 Page 6 Wetlands & Environmental 44. The developer must submit documentation verifying that no wetlands exist within the development area. 45. If wetlands exist, any permanent or temporary impacts proposed as a result of site development must be permitted via the Wetland Conservation Act. Please have the applicant provide a written response addressing the comments above. Feel free to contact me at 612-419-1549 if you have any questions or comments regarding the engineering review. Sincerely, WSB L James L. Stremel, P.E. Senior Project Manager STANDARDS AND REFERENCES Materials and construction methods specified in the plans reference the Minnesota Department of Transportation (MNDOT) Standard Specifications for Construction. The Contractor shall obtain a current copy of MNDOT's Standard Specifications for Construction and review the specification sections applicable to the plans. It is mandatory that the Contractor be knowledgable of the applicable MNDOT specification sections during construction. No additional compensation will be paid to the Contractor for additional work due to unfamiliarity with the applicable specification sections. Contractor shall refer to the geotechnical report for additional requirements and recommendations. EARTHWORK NOTES PROTECTION 1) The Contractor shall maintain all benchmarks, monuments and other reference points. If any are disturbed or destroyed, they shall be replaced at the Contractor's expense. 2). The Contractor shall contact the Engineer immediately if any unknown functioning underground utilities are discovered during the course of the project, which may interfere with construction. The Contractor shall wait for instructions before proceeding. 3) The Contractor shall be responsible for any damage to functioning underground or overhead utility lines. Damaged utilities shall be repaired immediately and service restored at no additional cost to the Owner. 4) The Contractor shall provide barricades, shoring and other safety measures required by OSHA. 5) The Contractor shall protect all adjacent existing facilities from damage, including, but not limited to settlement due to excavations, erosion, etc. The Contractor shall be responsible for the repair of such damages. PROJECT CONDITIONS 1) The Contractor shall become familiar with the project site, and compare actual conditions in the field with those shown on the project drawings. The Contractor shall contact the Engineer immediately if any inconsistencies are found between the existing conditions and the project drawings. 2) No extra compensation will be allowed due to unusual conditions which could have reasonably been determined or anticipated by examination of the project site and project drawings. PLAN GRADES 1) Elevations shown on the project drawings are finished grade elevations, unless noted otherwise. Elevations not specifically indicated shall be determined by interpolation of uniform slope between spot elevations and/or contours, or between such points and existing elevations. Adequate slope shall be constructed to provide positive drainage away from structures. 2) If inconsistencies exist on the plans between contours and spot elevations, the spot elevations shall govern. TOPSOIL 1) Adequate imported and/or stockpiled salvageable topsoil shall be utilized for this project. 2) Topsoil shall be free of clay lumps, roots, brush, large stones, and debris, and shall have a minimum organic content of 5 percent. 3) Remove topsoil to its entire depth from areas, which are to be disturbed by new construction work. Existing lawn areas, which are not in the proposed construction area(s) shall remain in place. The Contractor shall field verify topsoil depths between any soil borings, and remove to greater depths than indicated in the soils report if such conditions are encountered. Salvaged topsoil shall be maintained in stockpiles. 4) Stockpiled topsoil shall only be used for finish grading of new lawn areas. Excess topsoil shall be removed from the site by the Contractor. 5) Protect all existing lawn areas, plantings, and other landscaping to remain in place. Any damaged areas shall be replaced at the Contractor's expense. UNFORESEEN OBSTACLES 1) The Engineer shall be contacted immediately if any unforeseen major obstacles are encountered during excavation, such as abandoned wells, abandoned or functioning utilities, subsurface streams or rock, etc., which would add significant expense to the Contractor. 2) The Contractor shall still be responsible for completing all work required for this project where encountered conditions may be reasonably determined from a soils/geotechnical report and review of the project site and contract documents. DEWATERING 1) Surface drainage shall be provided during construction in a manner so as not to create a nuisance to adjacent areas. 2) All excavations shall be free of water during construction within the excavations. Dewatering shall be accomplished by pumping or trenching, and shall be conducted regardless of the cause, source, or nature of the water. 3) Berms, cofferdams, or piling shall be provided as necessary to protect excavations. 4) Excavations shall be sloped to drain, and necessary pumps, hoses and other equipment shall be provided to keep excavation free of water. 5) All temporary equipment used for dewatering shall be removed from the site when no longer necessary. FILLING AND GRADING 1) Rough grading of all areas within the construction limits, including adjacent transition areas shall be reasonably smooth and compacted. The rough graded subgrade surface generally shall not be more than 6 inches above or below the established subgrade elevations. All ditches, swales, and gutters shall be graded to drain adequately. The subgrade shall be evenly sloped to provide drainage away from building walls in all directions at a minimum slope of 1 %. The Contractor shall provide rounded transitions at top and bottom of banks and other breaks in grade. 2) Fill and backfill materials shall be inorganic soils free of roots, rocks, boulders, and debris. 3) Bedding material or granular backfill larger than 2" in its largest dimension shall not be allowed within 2 feet of new underground pipes. Material larger than 3" in its largest dimension shall not be allowed within 1 foot of subgrade elevation. 4) Imported compacted fill material shall have a maximum of 12 percent passing the #200 sieve, by weight. The proposed fill material shall be tested by an independent testing lab for suitability as compacted fill for this project. The Contractor shall pay for the testing services and provide a copy of the test results to the Engineer. 5) The Contractor shall fill and grade as necessary to bring surface to required elevations, and provide all materials necessary, whether obtained on or off the project site. 6) The Contractor shall place compacted material in uniform horizontal lifts not exceeding 8" in depth for clay soils, and 12" in depth for sandy soils, and compact as required to achieve specified density. 7) Compaction shall be obtained with the use of vibratory rollers or rammers. During compaction, fill material shall contain moisture content, as necessary, for the required compaction as indicated by an independent testing laboratory. The moisture shall be uniform throughout each lift. If the material is too dry, water shall be added with approved equipment and methods, which will not wash out fine material. If the material is too wet, it shall be dried by harrowing, disking, blading, or other approved methods recommended by the independent testing laboratory. 8) Areas designated for pavement in excavated (cut) areas shall be scarified to a depth of 1 foot. The Contractor shall bring the subgrade material to optimum moisture content as indicated by the independent testing laboratory, and compact the subgrade to the specified density listed below for soils underneath pavements. 9) The Contractor shall not place fill material when either the fill material, or the material on which it is to be placed, is frozen. Any soft or yielding areas appearing in the fill resulting from frost, rain, or any other reason whatsoever shall be scarified, removed, recompacted and/or otherwise rectified to the satisfaction of the Engineer before any new fill is placed. COMPACTION TESTS 1) Utility Trench Backfill: The Contractor's independent soils technician and approved testing laboratory shall perform in -place density and moisture tests at random depths in trench backfill at 100 foot intervals, or fraction thereof. Compaction of trenches shall be a minimum of 95% of the maximum dry density (as determined by the independent testing laboratory) in lawn areas, and at depths greater than 3 feet below areas designated for pavement. Compaction of trenches at depths within 3 feet of paved surfaces shall be a minimum of 100% of the maximum dry density. 2) Compacted Fill Under Pavements: Compaction tests shall not be required beneath new pavements. Adequate compaction of materials under pavements shall be determined by test rolling the subgrade, and checking for excessive rutting. Test rolling shall be performed as per MNDOT Spec. 21 1 1. 3) Areas exhibiting a failed compaction test shall be re -compacted and re-m tested to the satisfaction of the Engineer prior to acceptance of the project. 4) Copies of all compaction testing and test roll observation reports shall be provided to the Engineer. 5) Optimum moisture -density relationship will be determined by testing laboratory in accordance with ASTM D698 and maximum density determination made by Method D of ASTM D698 unless otherwise noted in these specifications. SUBGRADE PREPARATION 1) Finished subgrade elevations shall be as follows: a) Light duty bituminous pavement: 9" below finish grade. b) Heavy duty bituminous pavement: 9�' below finish grade. c) Concrete pavement/apron: 12" below finish grade. d) Concrete sidewalk: 8" below finish grade. e) Lawn areas: 4" below finish grade. f) Planting areas: See Landscaping Plans/Details 2) The tolerance for areas to be paved shall not exceed 0.15 feet above or below plan subgrade. 3) The Contractor shall protect newly graded areas from erosion. Settlement or washing that occurs prior to acceptance of the Work shall be repaired and grades re-established. DISPOSAL OF EXCESS WASTE MATERIALS 1) The Contractor shall remove excess excavated material, debris, and waste materials, from the Owner's property and legally dispose of it in accordance with all governing codes. SPREADING TOPSOIL AND FINISH GRADING 1) Scarify subgrade to depth of 3" prior to placing topsoil. Spread topsoil evenly over complete subgrade as follows: a) Lawn Areas on Private Property: Spread 4" lightly compacted layer of topsoil. b) Lawn Areas in Public Right-of-way: Per City requirements c) Planting Areas: See Landscape Plan/Details 2) Finish grade accurately within 0.15 feet of finish grades shown on the project drawings, less the thickness of any sod where it is to be installed. Slope all grades away from buildings to provide positive drainage. 3) Prepare topsoil suitable to receive seed and/or sod. Grading of areas designated for topsoil shall be reasonably smooth and even, and in accordance with MNDOT Spec. 2105.3G and 2574.3A4. All debris and stones exceeding 3" in diameter shall be removed from the soil surface of these areas prior to seeding. Areas compacted by vehicles or storage of materials shall be plowed, disked and harrowed to match texture of other finish graded areas. 4) Grass seed shall be in accordance with MnDOT Spec. 3876, seed mix No. 25-131, applied at the rate of 220 pounds per acre or as indicated on the landscape plans. Mulch shall be applied and discanchored to all seeded areas and shall meet the requirements of MnDOT Spec. 3882, Type 3 or as otherwise indicated by the Engineer. UTILITY NOTES STANDARD SPECIFICATIONS 1) The following standard specifications shall apply to this project: a) Minnesota Plumbing Code - MN Rules Chapter 4714 (MN Dept. of Labor and Industry-MNDLI) b) Uniform Plumbing Code, latest edition (UPC) c) "What you need to know about utility service connections in the 2015 Minnesota Plumbing Code" http://www.dli.mn.gov/CCLD/PDF/pe_usc.pdf d) City Engineers Association of Minnesota (CEAM) Standard Specifications e) American Society for Testing Materials (ASTM) f) American National Standards Institute (ANSI) g) American Water Works Association (AWWA) h) Minnesota Department of Transportation "Standard Specifications for Construction" (MN/DOT) 2) The Contractor shall comply with all local ordinances and codes 3) Certifications of all utility materials, as well as shop drawings, shall be submitted to the Engineer for review POLYVINYL CHLORIDE IPVC) PIPE AND FITTINGS - SANITARY 1) Smooth walled polyvinyl chloride pipe and fittings shall consist of SDR 26 or SDR 35 pipe, unless noted otherwise, and meet the requirements of ASTM D3034 and Section 2621.2A5 of the CEAM Standard Specifications 2) All pipe and fittings shall be SDR 35 for depths of up to 20 feet, and SDR 26 for depths exceeding 20'. 3) Pipe joints shall meet the requirements of Section 2621.3A3 of the CEAM Standard Specifications. DUCTILE IRON (DIP) PIPE AND FITTINGS - WATER 1) Ductile iron pipe and fittings shall meet the requirements of Table 604.1 of the UPC, and Section 2611.2A1 of the CEAM Standard Specifications 2) Pipe joints shall meet the requirements of Section 605.5 of the UPC, and Section 261 1.3B of the CEAM Standard Specifications. Stainless steel fasteners shall be prohibited. 3) 6' pipe shall be Class 52. 8" and larger pipe shall be Class 50. POLYVINYL CHLORIDE (C900 PVC) PIPE AND FITTINGS - WATER 1) Polyvinyl chloride pressure pipe and fittings shall meet the requirements of Table 604.1 of the UPC, and Section 261 1.2A3 of the CEAM Standard Specifications 2) Pipe joints shall meet the requirements of Section 605.4 of the UPC, and Section 261 1.3B of the CEAM Standard Specifications. GATE VALVES - WATER 1) Gate valves shall meet the requirements of Sections 261 1.2C and 261 1.3D of the CEAM Standard Specifications HYDRANTS - WATER 1) Hydrants shall meet the requirements of Sections 261 1.2B and 2611.3D of the CEAM Standard Specifications 2) Hydrants shall be Waterous WB67, or approved equal BLOCKING AND ANCHORING - WATER 1) Water main blocking and anchoring shall meet the requirements of Section 261 1.3A4 of the CEAM Standard Specifications 2) Provide thrust reaction blocking consisting of concrete with a minimum 28 day compressive strength of 2000 psi. 3) Place between undisturbed ground and the fitting to be anchored. Place thrust blocking so that the pipe and fitting joints are accessible for repair. 4) Mega -Lugs may be used in lieu of thrust block if allowed by local utility. WATER SERVICE PIPE AND CURB STOPS 1) Copper tubing for water services shall meet the requirements of Table 604.1 of the UPC, and Section 261 1.2D of the CEAM Standard Specifications 2) HDPE pressure pipe for water services shall meet the requirements of ASTM D2239, ASTM D2737, ASTM D3035, AWWA C901, CSA B137.1, and Section 261 1.2D of the CEAM Standard Specifications 3) Curb stops for water services Section 261 1.2D of the CEAM Standard Specifications HIGH DENSITY POLYETHYLENE PIPE (HDPE) AND FITTINGS - STORM 1) HDPE pipe and fittings shall meet the requirements of ASTM F2306, and Section 2621.2A8 of the CEAM Standard Specifications 2) Pipe joints shall meet the requirements Section 2621.3A3 of the CEAM Standard Specifications 3) Minimum wall thickness shall be 0.035 inches for 12 and 15 inch diameter pipe, and shall be 0.05 inches for 18 and 24 inch diameter pipe. 4) Storm sewer crossing above and within 10-ft of existing or proposed water main or services shall meet the requirements of schedule 40 PVC. POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS - STORM 1) PVC storm sewer pipe and fittings within 10-ft of a building and/or water pipe crossing, or when specified on the plans, shall consist of Schedule 40 PVC, and meet the requirements of ASTM D1785, ASTM D2665, and ASTM F794, and Section 2621.2A5 of the CEAM Standard Specifications 2) If further than 10-ft from a building and/or water pipe crossing, PVC storm sewer pipe and fittings may consist of SDR 26 or SDR 35 pipe, unless noted otherwise, and meet the requirements of ASTM D3034 and Section 2621.2A5 of the CEAM Standard Specifications 3) All pipe and fittings shall be SDR 35 for depths of up to 20 feet, and SDR 26 for depths exceeding 20'. 4) Pipe joints shall meet the requirements of Section 2621.3A3 of the CEAM Standard Specifications. REINFORCED CONCRETE SEWER PIPE (RCP) AND FITTINGS - STORM 1) RCP pipe and fittings shall meet the requirements of ASTM C76, and Section 2621.2A3 of the CEAM Standard Specifications 2) Pipe joints shall meet the requirements of Section 2621.3A3 of the CEAM Standard Specifications 3) The ASTM strength class of pipe shall be Class III unless otherwise shown on the Plans. 4) The pipe shall be drawn together by some approved method of jacking or winching. This pressure must be maintained until sufficient backfill is placed to keep the joint from opening. END SECTIONS - STORM 1) End sections shall be provided at all pipe inlets and outlets. 2) The end sections shall consist of material matching the material of the pipe, which it is being connected to. Materials and joints shall be as per the specifications described above for the applicable pipe material. 3) The last 3 joints of RCP shall be tied, and the end section shall the be provided with an approved trash guard. MANHOLES AND CATCH BASINS - SANITARY AND STORM 1) Unless otherwise noted, manhole and catch basin structures shall consist of precast concrete, and meet the requirements of Section 719.6 of the UPC (sanitary only), and Sections 2621.2C and 2621.3D of the CEAM Standard Specifications 2) Catch basins shall be provided with the following castings: a) Along curbline: 27" Structure: Neenah R-3075-L, 48" (or larger) Structure: Neenah R-3067-L b) Isolated (in paved area): Neenah R-2553 c) Isolated (in vegetated area): Neenah R-2560-EA w/ type "C" grate 3) Manholes shall be provided with the following castings: a) Sanitary: Neenah R-1733 w/ concealed pick hole b) Storm: Neenah R-1733 lettered "STORM", center pick hole INSTALLATION 1) Unless otherwise noted, installation of all water and sewer pipe, fittings, and appurtenances shall be as per the CEAM Standard Specifications. TESTING REQUIREMENTS 1) Water and sewer pipe, fittings, and appurtances shall be inspected and tested as per Sections 261 1.3E-2611.3H and 2621,3F-2621.3H of the CEAM Standard Specifications. 2) In the event of discrepancies between the testing requirements of the MN Plumbing Code and the CEAM Standard Specifications, the most stringent will govern. BITUMINOUS PAVEMENT NOTES STANDARDS 1) Minnesota Standard Specifications for Highway Construction, most recent edition. GRANULAR BASE COURSE 1) Compacted thickness of finished base course: 6" 2) Process material for aggregate base shall meet the requirements of MNDOT Spec. 3138, Class 5.. 3) The subgrade shall be tested and observed to the satisfaction of the Engineer prior to placement of aggregate base material. Install base material as required to accommodate new plan grades. 4) Wet base material to approximate optimum moisture content either prior to delivery to job site or as soon as practical after being placed on subgrade. 5) Place in layers not exceeding 4" thickness (loose). 6) Compact with pneumatic or vibrating steel drum rollers. 7) After base course has been graded and compacted, thoroughly wet and slush roll with roller until all aggregates are thoroughly embedded. 8) Allow base course to cure for a minimum of 72 hours prior to bituminous course application. BITUMINOUS BASE AND SURFACE COURSE 1) Mix Designation Numbers for the bituminous mixtures on this project are per MNDOT Spec. 2360 2) Pavement smoothness requirements will be waived for this project. 3) Density for the bituminous mixture on this project will be the ordinary compaction method (MNDOT 2360.6C). 4) Light Duty: Bituminous Base course shall conform to MnDOT 2360, Type SPNWB330B and shall be 1J inches thick after compaction. Bituminous Surface course shall conform to MnDOT 2360, Type SPWEA340B and shall be 4 inches thick after compaction. 4) Heavy Duty: Bituminous Base course shall conform to MnDOT 2360, Type SPNWB330B and shall be 2 inches thick after compaction. Bituminous Surface course shall conform to MnDOT 2360, Type SPWEA340B and shall be 1J inches thick after compaction. 5) Place no asphaltic mixture when the atmospheric temperature is below 45 degrees and falling, nor should pavement be placed under wet conditions. 6) Mixing a) Paving mixture: Uniform mixture of course aggregate, fine aggregate, mineral filler and asphaltic material. b) Grading and mixing: Conform to applicable sections of the Minnesota Standard Specifications for Highway Construction, Section 2360. CONSTRUCTION METHODS 1) Properly clean base course and deliver hot mix asphaltic concrete in clean tight vehicles with covers if necessary. 2) Lay to a smooth surface without segregation of material and attain compaction as early as possible. Commence rolling while the material is hot, (minimum spread temperature 250 degrees F.) as soon as it will support the roller without undue displacement or hairline cracking and continue until a minimum of 96% of maximum has been attained, no further compression can be attained and all roller marks are eliminated. 3) The completed surface: Smooth, free of pockets that will retain water and shall not vary more than 1 /16" per foot nor more than 1 /4" under a 16' straight edge. Entire surface must drain. No flat areas are permitted. 4) Perform all Work in accordance with the applicable requirements of the Minnesota Standard Specifications for Highway Construction. PAINTED LINES 1) Special marking paint compound especially for striping bituminous paving in one coat. 2) Manufacturers: Pratt & Lambert, Inc.; Sherwin Williams Co. or DuPont Co. 3) Colors: Use white paint for concrete and asphalt. 4) All surfaces to be painted must be thoroughly clean and dry. 5) Lay out painted lines with chalk on pavement in accordance with Project Drawings. 6) Accurately apply paint to the chalk marks, using striping machines, 4" wide stripes. 7) Apply paint in strict accordance with the manufacturer's directions. 8) Protect all paint from damage by traffic until dry. 9) Apply handicap logo at handicap stall. FIELD QUALITY CONTROL 1) Aggregate Base Testing: a) The granular base course shall be test rolled and observed by the Contractor's independent soils technician as per MNDOT 221 1.3C2 (Quality Compaction Method). Once the base course has been tested to the satisfaction of the Engineer, pavement may be placed. b) One mechanical analysis (ASTM D-422) per 500 cubic yards of base or fraction thereof. 2) Bituminous Testing: a) Test temperature of first truck. b) Ordinary compaction (MNDOT 2360.6C) CONCRETE PAVEMENT, CURB & GUTTER, AND SIDEWALK STANDARDS 1) ACI 318, ACI 315, CRSI, ACI 301, latest adoptions. 2) Minnesota Standard Specifications for Construction, most recent edition GRANULAR BASE COURSE MATERIAL 1) Compacted thickness of finished base: 6' - Concrete Pavement/Aprons 4" - Concrete Sidewalk 2) Base material shall consist of MNDOT 3149.2132 Select Granular Borrow. AGGREGATES 1) Coarse: MnDOT Spec. 3137. 2) Fine: MnDOT Spec. 3126. WATER 1) Clean, fresh and potable, MnDOT Spec. 3906. AIR ENTRAINING ADMIXTURES 1) ASTM C260. 2) Provide entrainment of 4 - 7 percent by volume. PORTLAND CEMENT 1) ASTM C150, Type I plus an approved air entraining agent, or Type IA air -entraining Portland cement. OTHER ADMIXTURES 1) MnDOT Spec. 3113. 2) Calcium Chloride or materials containing chlorides or nitrates shall not be allowed. PROPORTIONING AND DESIGN OF MIXES 1) Concrete Classifications a) Curb and gutter, slip -formed concrete: MNDOT Spec. 2461, Mix Design 31`32 b) Sidewalk, aprons, incidental concrete, manual curb & gutter: MNDOT Spec. 2461, Mix Design 31`52 c) Concrete pavements: MNDOT Spec. 2301, Mix Design 3A41 d) Repair concrete, fast strength concrete: MNDOT Spec. 2301, Mix Design 3A41 HE 2) Concrete Specifications: a) 3F32: - 3" slump, 4500 psi, 5-8% air b) 3F52: 2 - 5" slump, 4500 psi, 5-8% air c) 3A41: 2 - 5" slump, 4500 psi, 5-8% air d) Temperatures of all concrete during placement shall be 50-deg F to 90-deg F CONCRETE PLACEMENT 1) Place concrete as soon as possible after mixing. Place before initial set has occurred, and in no event after it has contained its water content for more than one hour. 2) Avoid overworking concrete or allowing concrete to fall unrestricted for excessive vertical distances, and other situations which can cause segregation of the aggregates. 3) Concrete pavements shall be placed in accordance with applicable portions of MnDOT 2301. 4) Sidewalks shall be placed in accordance with MnDOT 2521. 5) Curb and gutter shall be placed in accordance with MnDOT 2531. PROTECTION 1) Provide adequate protection against rain, sleet and snow before and during placement and finishing of concrete. 2) Protect concrete from premature drying. Provide temporary covering as required. Keep concrete continuously moist for 7 days. 3) Treat concrete with membrane curing compound in accordance with MnDOT 2531.3G. COLD WEATHER CONCRETE 1) Do not place concrete when the atmospheric temperature is below 40 degrees F., or when the concrete is likely to be subjected to freezing temperatures within 24 hours after it has been deposited unless adequate temporary heating is provided. 2) Maintain concrete temperature of 40 to 90 degrees F. for 3 days. Protect from freezing for the following 5 days. 3) No frozen materials may be used in the concrete. Chemicals may not be used to prevent freezing unless approved by the Engineer. 4) Perform all cold weather concreting in accord with ACI 306. HOT WEATHER CONCRETE 1) Do not place concrete when the atmospheric temperature is above 100 degrees F. 2) Maintain concrete temperature of 40 to 90 degrees F. for 3 days. Protect from temperatures over 90 degrees for the following 5 days. 3) Thoroughly wet dry porous surfaces before concreting. 4) Water reducing admixtures with retarding properties are required for all concrete placed when the temperature exceeds 80 degrees F. 5) Perform all hot weather concreting in accord with ACI 305. FINISHING 1) Provide a broomed finish on exterior sidewalks and ramps unless noted otherwise. QUALITY CONTROL 1) The Contractor shall hire an independent testing firm to provide the following tests: a) The independent testing technician shall perform random field testing of the fresh concrete including slump, air content, and temperature. (ASTM C143, C173, C231 and C138). One series of the aforementioned tests shall be performed on the first load of concrete. b) The independent testing technician shall cast a set of four compression test cylinders for the first load of concrete as well as 1 set for every 100 cubic yards, or fraction thereof, of concrete thereafter. Compression tests shall be performed on one test cylinder at 7 days and two test cylinders at 28 days. The fourth test cylinder shall be retained in the event of failing compression tests on the 28-day test cylinders. Note: The Contractor shall comply with the City of Monticello General Specifications and Standard Detail Plates for Street and Utility Construction. Coordinate with the City, as necessary. Reviewed by WSB June 24, 2024 N O N (`) O CO O i W W J Q m U) U J > U Z O U D r 1- Z O U r O IL 1- O Z i Q Z J W d SCHULTZ ENGINEERING & SITE DESIGN 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA BRIAN J. SCHULTZ, PE LICENSE NO.: 43129 DATE: xx/xx/2024 REVISIONS NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN STANDARD NOTES & SPECIFICATIONS C1 MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS-I-PF (BY MA INDUSTRIAL INC.) CONFORMING TO ALL OSHA REGULATIONS AND SPACED 16 OC. GROUTING BETWEEN PIPE AND MANHOLE BARREL SHALL BE WITH NON -SHRINKING CEMENT MEGALI USE R-2 JOINT FOR ALL MANHOLE JOINTS BARREL TO CONFORM - TO ASTM C-478 LATEST REVISION STANDARD MANHOLE FRAME AND COVER ADJUSTING RINGS MIN 4" - MAX 12" 27" DIA WITH EXTERNAL OR 0 INTERNAL CHIMNEY SEAL 8" t I 48" DIA Standard Plate Library City of Monticello TEE AND BEND BEND NOTES: 1. THRUST BLOCKING TO BE USED FOR BEND 22 1/2' AND OVER. 2. THRUST BLOCKING SHALL ONLY BE USED WHERE WORKING PRESSURES ARE LESS THAN 150 PSI. 3 THRUST BLOCKS BEARING AREA TO BE POURED Cone Section, Casting Steps, and Adjusting Rings late: 03-05 Plate No. Revised: 03-15 1001 WRAP PLUG WITH 4 MIL. POLY PLUG PLUG PIPE SIZE BEARING AREA 6" 4.0 SO FT 8" 6.0 SO FT 10" - 12" 12.0 SO FT 16 20.0 SO FT AGAINST UNDISTURBED SOIL. 4. POURED CONCRETE THRUST BLOCKING SHALL BE USED FOR 12" OR LARGER DIAMETER WATERMAIN 4. ALL PIPE JOINTS WITHIN 10 FT. OF A BEND SHALL BE RESTAINED USING TIE RODS Standard Plate Library City of Monticello Title: Blocking for Watermain Date: 03-05 Plate No. Revised:03-17 2002 USE NEENAH R-1642—A FOR LOW PROFILE APPLICATIONS USE NEENAH R1755—G FOR WATERTIGHT APPLICATIONS LETTERING TO READ: SANITARY SEWER, STORM SEWER OR WATER MAIN WHICH EVER IS APPLICABLE. tiP"FtiAH R-1642 WITH B SOLID LID NE BEARING OR CONCEALED PICKHOLES (2) EAT OPPOSITE SI EXCEPT FOR LETTER 25 3/4 7� BEARIN SURFACE TO BE MACHINED 1600/11:4 Title: Standard Plate Library City of Monticello FDate: GROUTING BETWEEN PIPE ANC MANHOLE BARREL SHALL BE WITH NON -SHRINKING CEMEN' ALL MANHOLES WITH INSIDE DROP SECTION SHALL BE 5' DIA (I.D.) MANHOLE SECTION TO BE ASTM C-478 CLASS II CIRCULAR REINF LATEST REVISION USE R-2 JOINT FOR ALL MANHOLE JOINTS 24" 26 1/2 36" FRAME Standard Frame and Cover 03-05 Plate No. 03-15 1002 ^"""'^ SEALS (INTERNAL OR EXTERNAL) DR APPROVED EQUAL" STANDARD MANHOLE FRAME AND COVER ADJUSTING RINGS MIN 4" - MAX 12" STEPS AT 16' OC� 8" "CRE-SEAL","RESEAL", OR APPROVED EQUAL o 8" PRECAST GASKET CONNECTION SHALL BE USED FOR CONNECTION PIPE TO MANHOLE VARIABLE MAX. 24" 27 PRECAST BOTTOM SECTION WITH INVERT #5 AT 12" OC EACH WAY 0 STANDARD MANHOLE FOR SANITARY SEWER NO SCALE NOTES: 1[� MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS-I-PF (BY MA INDUSTRIAL INC.) CONFORMING TO ALL OSHA REGULATIONS AND SPACED 16" OC. Q2 IF DROP IS GREATER THAN 24" INCHES, USE OUTSIDE DROP. Standard Plate Library City of Monticello 6" MIN Title: Standard Sanitary Manhole late: 03-05 Plate No. Revised:03-15 3001 TOP OF PROPOSED SUBGRADE HE TOP 3' SHALL BE COMPACTED T A M IN OF 100% OF STANDARD PROCTOR DENSITY (MN/DOT 2105) /- A MAX OF 2' LIFTS TO BE WETTED AND CONSOLIDATED BY VIBRATORY MEANS AND COMPACTED TO A MIN OF 95% OF STANDARD PROCTOR DENSITY (MN/DOT 2105) 4' COVER COMPACTED TO 95% OF STANDARD PROCTOR DENSITY WITHOUT THE USE OF HEAVY ROLLER EQUIPMENT GRANULAR BEDDING AS PER MN/DOT 3149.2F GRANULAR FOUNDATION WHERE ORDERED BY THE ENGINEER SHOVEL, PLACE, AND HAND COMPACT AROUND PIPE TO 12" ABOVE PIPE. VIBRATORY COMPACTION REQUIRED EACH SIDE OF PIPE, AS DIRECTED BY THE ENGINEER. Standard Plate Library City of Monticello Typical Trench Compaction and Class B Bedding late: 03-05 Plate No. Revised: 03-15 1007 f// STREET BUILDING INSTALLED BY PRIVATE CONTRACT - INSTALLED AS PER CITY CONTRACT TRACER WIRE LOCATE BOX I GROUND LINE -- TRACER WIRE SPLICE I` - CURB BOX STANDPIPE I � COPPER -CLAD STEEL AWG 12 GAUGE 2' SPOOL COPPER -CLAD STEEL AWG 12 TRACER WIRE 30 MIL HIGH DENSITY GAUGE TRACER WIRE 30 MIL HIGH DENSITY I j POLYETHYLENE GREEN COLORED JACKET POLYETHYLENE GREEN COLORED JACKET TO BE PROVIDED UNDER PRIVATE TO BE PROVIDE UNDER CITY CONTRACT I CONTRACT �� L 1" COPPER WATERMAIN j COPPER -CLAD STEEL AWG 12 GAUGE TRACER WIRE 30 MIL HIGH DENSITY POLYETHLNE GREEN COLORED JACKET TO BE PROVIDED UNDER CITY CONTRACT SANITARY SERVICE LINE SANITARY SEWER Title: Tracer Wire Standard Plate Library (New Developments) City of Monticello Date: 03-08 Plate No. 3005 HYDRAFINDER FLAG 2 LAYERS OF POLY (4 mil) 3' DIAMETER BY 3' DEEP PIT UNDER HYDRANT FILLED WITH A MINIMUM OF 1 C.Y. OF 1 1-1/2" CLEAR STONE 1'- 0" OR 5' IN BACK OF CURB IF CONCRETE WALK OR BITUMINOUS PATH ARE PRESENT WATEROUS MODEL 67 HYDRANT YELLOW OUT OF ORDER TAG TO BE INSTALLED ON PUMPER CONN. AFTER BACK -FILL EXISTING OR FUTURE STREET BREAKOFF FLANGE CURB OR GUTTER LINE 1" TO 2" MAXIMUM ABOVE BURY LINE (FINISHED GRADE) FINISHED GRADE VALVE BOX AS WATERMAIN SPECIFIED 1 " TO 2" z 0 2'- 6" AS REQUIRED 10' i; TYPICAL w z �z io 1/4 STEEL VALVE BOX ADAPTOR I = WITH PROTECTIVE COATING AS MANUFACTURED BY ADAPTOR INC. o OR APPROVED EQUAL MEGALUG 1 l THRUST MEGALUG BLOCKING BEHND HYDRANT PRECAST CONCRETE BASE AS SPECIFIED (15"x 15"x 4") 7 GATE VALVE BLOCKING BELOW GATE VALVE Standard Plate Library City of Monticello USE 4" OR 6" CISP PLUG AND CAP, TOP TO BE 1/2 BELOW FINISHED GRADE VARIES 10' TO 20' BLOCKING BEHIND TEE Title: Typical Hydrant Installation 03-05 Plate No. Revised:03 —17 2001 TIES REQUIRED TO CLEAN OUTS r FINISHED GRADE 6" PVC RISER FOR NON-RESIDENTIAL 4" PVC RISER FOR RESIDENTIAL 4" OR 6" VERTICAL WYE (PVC) 1/8 BEND CONCRETE ENCASEMENT 12" ALL AROUND (INCIDENTAL) WATER TIGHT GASKET OR CEMENTED PLUG PVC HORIZONTAL WYE (PVC) THRUST BLOCKING FOR CLEANING EQUIPMENT 1. PAYMENT FOR 6" RISER PIPE, 6" VERTICAL WYE 45' BEND AND PLUG WILL BE PAID FOR AT UNIT PRICE BID PER EACH. 2. CLEAN -OUTS REQUIRED AT 70' INTERVALS FROM MAIN SEWER LINE. Standard Plate Library City of Monticello Title: Sanitary Clean -Out late: 03-05 Plate No. Revised: 03 —15 3006 N O 00, N C0 /0 0 O / I W W J Q 2 11111 5 SCHULTZ ENGINEERING U) & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 PH: (320) 339-0669 U FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY Ir LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA Z 0 LL OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 0}C REVISIONS Q Z J W 11 NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN STANDARD DETAILS C2 NEENAH R-2553 (ISOLATED IN PAVED AREA) NEENAH R-3075-L (IN C&G) NEENAH R-2560-EA "BEEHIVE" (ISOLATED IN GREEN AREA) TYPE "C" GRATE 2" HDPE ADJUSTMENT RINGS 5 RINGS MAXIMUM (INSTALL ADJ. RINGS PER MANUFACTURER'S SPECIFICATIONS) 2'-3" PRECAST CONCRETE BARREL WATERSTOP GASKET, OR APPROVED EQUIVALENT W/ NON -SHRINK PATCHING Q 5 COMPOUND, AT PIPE/STRUCTURE � CONNECTION C?GROUT INVERT TO 9 PROVIDE POSITIVE DRAINAGE TO PIPE CATCH BASIN SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATE 4006 p . 41 SEE PLAN FOR PIPE DIAMETER 3'41 8" PRECAST CONCRETE BASE CATCH BASIN (MNDOT DESIGN "H" EXPANSION JOINT NOTES: 1. STEP RISER HEIGHT = 7" STEP TREAD WIDTH = 11 2. SEE PLAN FOR NUMBER OF STEPS 3. CONTRACTION AND EXPANSION JOINTS SHALL BE CONSTRUCTED AS PER MNDOT SPEC. 2521.3C2 CONCRETE STEPS SECTION CONCRETE CURB AND GUTTER EXPANSION NTS ADJACENT SURFACE REINFORCEMENT: #4 BARS AT 8" O.C., EACH WAY 4" MNDOT 3149.2132 SELECT GRANULAR BORROW APPROVED COMPACTED SUBGRADE NTS EXPANSION JOINTS JOINTS B 6' A �' B Al . ° . a 5, 18 CONCRETE TO BE EXPANSION POURED INTEGRALLY EXPANSION WITH CURB JOINTSL—A JOINTS PLAN B618 CONCRETE CURB AND GUTTER a VARIABLE 1 /4 PER N 7" MIN. 7 3/4 WIDTH VARIES 5' MIN. SECTION B—B SECTION A —A Title: Commercial Driveway Standard Plate Library Entrance City of Monticello Date: 03-05 Plate No. Revised: 15008 03-15 CASTING — (SEE ABOVE) RIM ELEV SEE PLAN PLASTIC STEPS a CASTINGS MANHOLES: NEENAH R-1733-1 (LETTERED "STORM") W/ CONCEALED PICKHOLE CATCH BASINS: NEENAH R-3067-L (IN C&G) NEENAH R-2553 (ISOLATED) NEENAH R-2560-EA (ISOLATED BEEHIVE) - TYPE C GRATES 2" HDPE ADJUSTMENT RINGS 5 RINGS MAXIMUM (INSTALL ADJ. RINGS PER MANUFACTURER'S SPECIFICATIONS) PRECAST CONCRETE COVER PRECAST CONCRETE BARREL(S) WITH RUBBER GASKET(S) ASTM C443-79 SEE PLAN FOR INTERIOR DIAMETER (ID) WATERSTOP GASKET, OR APPROVED EQUIVALENT W/ NON -SHRINK PATCHING COMPOUND, AT PIPE/STRUCTURE CONNECTION SEE PLAN FOR PIPE DIAMETER GROUT INVERT TO PRECAST CONCRETE BASE — PROVIDE POSITIVE DRAINAGE TO OUTLET NOTES 1. SEE PLAN FOR INTERIOR DIAMETERS (ID) OF PRECAST CONCRETE BARREL SECTIONS 2. SEE PLAN FOR PIPE CUT-OUT SECTIONS 3. CONSTRUCT GROUTED FLOW LINES WITHIN STRUCTURE TO DIRECT FLOW TO OUTLET WITH NON -SHRINK GROUT 4. FILL ANNULAR SPACE BETWEEN PIPE AND BARREL WITH NON -SHRINK GROUT. 3. PRECAST CONCRETE COVERS, BARREL SECTIONS, AND BASES SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATES 4011 AND 4020 4. PLASTIC STEPS SHALL BE AS PER MNDOT STANDARD PLATE 4180 AND SHALL BE PLACED OVER THE OUTLET PIPE STORM MANHOLE OR CATCH BASIN 1�' BITUMINOUS WEARING COURSE (MNDOT 2360 TYPE SPWEA340B) TACK COAT BETWEEN BITUMINOUS COURSES 12" BITUMINOUS BASE COURSE (MNDOT 2360 TYPE SPNWB330B) 6" MNDOT CLASS 5 AGGREGATE BASE APPROVED COMPACTED SUBGRADE LIGHT DUTY BITUMINOUS PAVEMENT SECTION NTS NOTE: CROSS -DRAIN NEENAH R-4990-C v, CONCRETE TO BE PLACED TRENCH FRAME WITH Op WITH ONE CONCRETE POUR TYPE "C" LID 7sJ 1 /2" EXPANSION 014, V ` 1 1 /2" FROM FRONT JOINT (BOTH SIDES) 01� a f � P� FACE OF THICKENED EDGE SIDEWALK ° 4. FACE OF SIDEWALK A Pod .o G ° e G ° a p: d A A. y �G $ ° A PLAN VIEW SIDEWALK CROSS -DRAIN 1�' BITUMINOUS WEARING COURSE (MNDOT 2360 TYPE SPWEA340B) TACK COAT BETWEEN BITUMINOUS COURSES 2" BITUMINOUS BASE COURSE (MNDOT 2360 TYPE SPNWB330B) 6' MNDOT CLASS 5 AGGREGATE BASE APPROVED COMPACTED SUBGRADE HEAVY DUTY BITUMINOUS PAVEMENT SECTION NTS NOTE: ALL DIMENSIONS ARE TYPICAL AND APPLY TO BOTH SIDES OF THE CROSS-SECTION — 12" CONCRETE d 4 SIDEWALK °.I 10" d 1/2" EXPANSION 3, °' °a :° 6„' JOINT (BOTH SIDES) 8 " I°.. a.: . . '• .0 4 I d f d ° ° ° A REINFORCEMENT: j ° °' ° . a Al A U-SHAPED #4 BARS A° L ---- --_ -- °° --J d . AT 12" O.C. d° A 22" PROFILE VIEW NTS \ " / NTS CONTRACTION JOINTS L 12" GRANULAR BORROW OR 6" CLASS 5 4" OR 6" CONCRETE WALK BOULEVARD WIDTH VARIES(AVERAGE 8') SIDEWALK DIMENSIONS WIDTH — 6' DEPTH — 6" FOR NEW DEVELOPMENTS — *4" MINIMUM FOR EXISTING AREAS, 6" AT DRIVEWAYS AND CROSSWALKS GRANULAR BORROW DEPTH — 12" GRANULAR BORROW OR 6" CLASS 5 CONTRACTION JOINTS — 6' INTERVALS EXPANSION JOINTS — 60' INTERVALS (APPROX.) *MATCH EXISTING DEPTH, 4" MINIMUM INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS Title: Typical Sidewalk Standard Plate Library ( PUBLIC) City of Monticello Date: 03-05 Plate No. Revised: 5 012 03-17 NOTES 4' PER FT SLOPE 1. FOR AREAS WHERE DRAINAGE IS DIRECTED AWAY FROM THE CURB, THE GUTTER SHALL BE TILTED TO CONCRETE DRAIN FROM THE CURB 2. CONCRETE SHALL MEET THE REQUIREMENTS OF 6„ MNDOT CONCRETE MIX 3F32 3. MNDOT B612 CURB AND GUTTER SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATE 7100 A. .�1A' °4. 2" MIN. COMPACTED MNDOT — — — — — — CLASS 5 AGGREGATE BASE I—_III—_III-1 I I— III —III —I III BELOW CURB AND GUTTER III III III=1 APPROVED COMPACTED 20" � SUBGRADE CURB & GUTTER (MNDOT B612) DCII,ICrI0I`CAACK1T• 4A DADC NOTE: PLACE CONCRETE REINFORCEMENT AT THE MIDDLE OF THE PAVEMENT THICKNESS CONCRETE APRON SECTION NTS 6" CONCRETE (MNDOT CONCRETE MIX 3A41) 6" MNDOT 3149.2B2 SELECT GRANULAR BORROW APPROVED COMPACTED SUBGRADE 2'-0" 1 '-0.- !., 8" __ __ •4 y� __ __ __ __ VALLEY GUTTER CONCRETE SEE PLANS FOR GUTTER SLOPE 2" MIN COMPACTED CLASS 5 BELOW VALLEY GUTTER APPROVED COMPACTED SUBGRADE NTS 4" (TYP) JOINT CONCRETE FLOOR SLAB #4 BARS r-4" (TYP) `CONCRETE APRON NOTES: 1. REINFORCEMENT SHALL BE PROVIDED AT ALL BUILDING ENTRANCES WHERE CONCRETE APRONS ABUT CONCRETE FLOOR SLABS 2. BAR SPACING: 12" O.C. FOR 8" CONCRETE APRONS 18" O.C. FOR 6" CONCRETE APRONS 3. BARS SHALL BE PLACED AT THE CENTER OF THE THINNEST APRON OR SLAB, BUT SHALL HAVE A MINIMUM BAR COVER OF 3" 4. BARS SHALL BE PLACED ACROSS TOTAL WIDTH OF BUILDING ENTRANCE APRON/FLOOR SLAB JOINT REINFORCEMENT NTS �' NTS N O N co O / O i i- W U) J Q SCHULTZ ENGINEERING & SITE DESIGN 0 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 PH: (320) 339-0669 (� FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY fr LICENSED ENGINEER UNDER THE LAWS F-- OF THE STATE OF MINNESOTA 0 0 OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 QREVISIONS Z_ J W NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX Cl -STANDARD NOTES & SPECS. C2 -STANDARD DETAILS C3 -STANDARD DETAILS C4 -STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN STANDARD DETAILS C3 4" CONCRETE (MNDOT CONCRETE MIX 3F52) 4" MNDOT 3149.2132 SELECT GRANULAR BORROW APPROVED COMPACTED SUBGRADE CONTRACTION AND EXPANSION JOINTS SHALL BE CONSTRUCTED AS PER MNDOT SPEC. 2521.3C2 CONCRETE SIDEWALK/PATIO SECTION (PRIVATE) NTS TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A FLARED CONCRETE (TYP) SLOPE TOWARDS ADJACENT STREET 1.5% 2.5" BITUMINOUS WEARING COURSE (MNDOT 2360 TYPE SP 9.5 SPWEB230B) 10-FT WIDE, AT 2.0% SLOPED TOWARDS PINECONE ROAD 6 MNDOT CLASS 5 AGGREGATE BASE APPROVED COMPACTED SUBGRADE BITUMINOUS TRAIL SECTION BACK OF CURB (TYP) Q a 4 (TYP) N a Q4 0,�� / 0 6" CURB FLUSH W/ PAVEMENT 4 FACE a a b TRUNCATED DOMES ES AS PER MNDOT STD. a �P*. a 5 PLATE 7038A ° � PAVEMENT 1.10 ° 6 PAVEMENT . 12" GUTTER. (TYP) 6 CURB FACE PEDESTRIAN ADA RAMPS W/ LANDING IN SIDEWALK 6' CURB FACE (TYP) PEDESTRIAN ADA RAMP W/ FLARED CURB NTS CURB FACE (TYP) (MAY BE OMITTED IF ADJACENT TO LANDSCAPING) 49 P OTC _ o a 0000 CURB FACE _noo0o j (TYP) 75 6 CONCRETE RAMP \ MAX. SLOPE OF 12:1:1 TRUNCATED DOMES ep AS PER MNDOT STD. PLATE 7038A CONCRETE LANDING (FLUSH W/ ADJACENT PAVEMENT) PEDESTRIAN ADA RAMP ADJACENT TO SIDEWALK TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A S\00 ° 6 CURB ° FACE a PAVEMENT FLUSH W/ PAVEMENT PEDESTRIAN ADA RAMP W/ LANDING TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A S\p�N� � a 6" CURB ° FACE ,`ldQp a �a b PAVEMENT . . . . . . . . . . . . . . . . . . . . . . . . . . 6" CURB FACE PEDESTRIAN ADA RAMPS W/ LANDING NTS NTS BACK OF CURB (TYP) CURB TAPER �\ (TYP) o� 4 FLUSH W/ PAVEMENT q 6' CURB TRUNCATED DOMES FACE (TYP) AS PER MNDOT STD. PLATE 7038A SIDEWALK PAVEMENT ..... .... . 12" GUTTER (TYP) PEDESTRIAN ADA RAMP ALONG RADIUS CURB NTS \v-j NTS \ILJ NTS � J NTS It N O N Cf) O / O O i WNf U) J SCHULTZ ENGINEERING & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 PH: (320) 339-0669 () FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY fr LICENSED ENGINEER UNDER THE LAWS � OF THE STATE OF MINNESOTA Z O U IIr 0 O BRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 QREVISIONS Z J W NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX Cl -STANDARD NOTES & SPECS. C2 -STANDARD DETAILS C3 -STANDARD DETAILS C4 -STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN STANDARD DETAILS C4 Note, 3-4' raising adjustments shown Include removal/relocation information on a would require an additional structure separate Existing Conditions/Removals plan sheet section or replacing the structure itself ° Provide ped ramps ° meeting ADA requirements Provide emergency overflow elevations (EOFs) for NOTE: REMOVE EXISTING BITUMI ous all low points in the parking lots and green spaces - - - - PAVEMENT, SIDEWALK AND CU B & GUTTER AS -Note EOFs for green space catch basins do not Note retaining walls greater than 4' in NOTE: CONTRACTOR SHALL NECESSARY FOR NEW DRIVEWAY ENTRANCE. appear to meet minimum freeboard requirements height shall be designed by a Minnesota OBTAIN ALL NECESSARY with the lowest opening of the building (964.85) Registered Structural Engineer PERMITS FOR WORK WITHIN REPLACE BITUMINOUS PAVEMENT, SIDEWALK _7z� \ THE PUBLIC RIGHT-OF-WAY. AND CURB & GUTTER AS NECESSARY PER CITY REQUIREMENTS (SEE C10). \, Provide existing/proposed \' casting types - ADJUST E STING MANHOLE DEMOLITION O v e ° ° e oe ° e o, , ° •�° ° ° o NEW RIM = 963.00 LIMITS (TYP) - e . ° ° ° °. ° ' °o °° a •° °° .° • ° ° » _ " » ,.• °°° . °° ° RETAINING WALL #1 >> >> ° ° >> >' HEIGHT = 0 TO 1.8-FT S " v 2-FT CONCRETE VALLEY LENGTH = 86-FT < < < < < < RETAINING LL 2 HEIGHT = 0 TO 4-FT GUTTER @ 0.46% (TYP) LENGTH = 301-FT 59• 10 EX EX 59.31 n \ 58.89 _ -'I ADJUST EXISZGMANHOLE NEW RIM = 962.41 FM _ M \ \ EX x I I\ \ I I I ° N � N C') O W J Q i G _ 5 SCHULTZ ENGINEERING CD & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 n % FM PH: (320) 339-0669 I n _ FM U FX: (866) 633-1830 FM EX \ cor � 964 n o \ 1.4% I I ----- I I `^ - - - 62.70 g 74 0° 62.80 62.9 �� O 63 3 �O 5 964 12" HDPE RIM = 962.90 `320 6 \ n 62• 165 �1 64 1 INV = 958.64 n 85 '' 12" HDPE - g0 �0 64.40 64.40 6 63,70 o ° q •cv 63.8 � ° 3.60 e A � 30 LF 6`L' w 6�' 0 � 6 4 0 @ 0.89% 63.40 v = 963.31 I I s21 _ I n - - - - - - ---_ = -= -o - 0 63.85 � 6 _� N ° 63• 959.38 I I 962 Og,`L p i 63.10 N 88°47' 24" E 1 9 63, 1\° o o @ 0.40% I I 64.1010) HP 6 rn I 64. 6 64.50 `9 � ri 6 64.10 \ N o o N o 1 40 4.30 3.90 cr _ 64.60 64.3 T I I I g2• I 1 63 • "' o � � � o � o � I� I I 0 I 64.60 co I I 3.9 63.50 1 cr CB4 (27" ID) 62.80 I 0� e 64 2 964 6y- 6 I 1 0� I 64.70 64.70b�° I RIM _ 962.00 ^ 0 63.00 63 70 I 63 30 65 LF INV = 959.25 i 964 l I CB2 (48" ID) 64.10 64.70 28 LF 12" HDPE 63.70 cor 1 63.85 pp O RIM = 962.15 64 60 - 8" PVC @ 0.89% I v I 76 LF I ° I 64,15 6 64,81 INV = 959.54 r> 1 64•74 64.20 I I 64.81 �7 @ 1.00% ' o is I 12" HDPE i 212 LF -� 4 81 �� � 9 .- � ❑p � •> -� �- 6�a 64.81 � 964 SIDEWALK CROSS -DRAIN 64.00 @ 0.66% a O I - I - 64 F = 963.25 9b I 964 1 1% 15" HDPE 64 g1 64.81 co 4i d� I I 82 LF 81 81 5 .35 64.35 FLOWLINE W = 963.35 @ 0.30% v 1 rno - ( HPI 64.15 64.81 1 64.81 64 81 g4.81 �o� co ^ 64.35 35 I 64.35 6"SCH 40 PVC 64 3 64 64. �R 63 �0 �o I can I I 63.35 STMHI (48" ID) � 64.35 � � 64• 6� 35 •� RIM = 963.35 ° 6cps` 64.81 I 64, I 1 1 3S @ 1.07% O 7 I I '� 81 CONNECT TO INTERNAL 64.81 64 40 I I A9 1 INV = 958.75 - I 1 1 CB7A (27" ID) ROOF DRAINS ° 40 LF SIDEWALK CROSS -DRAIN PROPOSED BUILDING 18" HDPE 1 CB5 (48" ID) FLOWLINE N - 963.85 FFE = 964.85 CONNECT TO INTER�JAL I RIM = 963.85 PROPOSED BUILDING INV @BLDG = 958.34 64.81 1 I RIM - 962.80 SIDEWALK SS -DRAIN ROOF DRAINS I I INV = 960.85 FFE = 964.85 I 63.80 HP 64.50 o @ 0.30% - FLOWLINE S = 963.75 FLOWLINE N = 963.85 INV @BLDG = 960.3 v 1 o I INV = 958.63 1 1 I o FLOWLINE S= 963.75 6 5 LF I I I 5 63.80 y 0�/g cn 47 Dc� 5 6 4 81 24" 0DP I g 64.35 64•'J 6\0 13% 1 I 64.35 6 63.65 1 6� �5 64 3 4 81 64.35 64.35 64.81 @ 2.PO%l I 64 w 96b1 I I o 1 I 6415 64.81 64.35 64 35 I I 64.35 �j o, co I/ �� 64.81 64.35 I I , 9 v I 1 70 LF p�81 cp \----SIDEWALK CROSS -DRAIN W 6 I I I 18" HDPE - _ @ 0.30% �9 O 38 LF 6 64.81 pD FLOWLINE E = 963.10 117 64.60 �� 8" PVC 64.81 \ / ° 1 @ 1.001. FLOWLINE W = 963.20 y 2" HDPE I ui `� 63.55 1 CO 64.00 63.55 I 63.35 64.00 64.81 64.81 40.89% V 1 Mi N I 64.20 751 9b� 6 0 tl a <° t° "� ° 64 1p 6�` 90 LF �b CB1 1 (27" ID) 63 IHP I HP 3 75 ° • �O 82 LF CB13 (48' ID) 63,8p I 12" HDPE 0 RIM = 963.35 0 6 O 6q 0 64 3p 64,30 �9 12" HDPE RIM = 963.00 63.75 64.81 3,05 v I INV = 958.88 3 INV = 960.85 6 6� b 1 Cc• ? 0 0 74 LF 6� @ 0.45% HP 63.50 I @ 1.00% ° 1�0 q ZIM= 64.01 6 �1 I I o 0% 6470 ADJUST EXISTING ANHOL 1 'gyp 6 bp, �0 63.7 3.55 79 LF 9 4 12" HDPE IM= 965.59 - �3 "P-. NEW RIM = 963.2 RIM= 964.24 9 I NV 3.99 18' SCH 40 PVC RI MH2 63. ID) @ 0.45% INV E/ W- P ^ 1 0% f @ 0.30% 63.80 ° 1. ° 11964 LE I s 63. 0 ° RIM = 963.80 1 %�-° 2 �\ INV= 958.14 I RS I HP INV = 958.18 - I I d o 1.1 % o(f8" co o 0 65 cn1) 63..50 6 6., 63.85 NZ 67.3C RIM 63 64 00 64.55 q N 90 O016 63' - -- 964 _ _ _ _ 35964 1G89 ° 64.30 a - - - - - - o 64.10 64• - - - - b� - 7. T - STMH4L8"ID1 ---- - ---- --- - --- ----- q - -165•S --- - ----- ----_ 5.25 ,S= 5 RIM=96390 FJ_ -- ----- RIM963.15 ------------- --NH3 48"ID) 6 65. 64.35 -- ----- INV N E 9 9 - - 17 LF • ressFasemen �� I 4.26 � - - INV W = 958.75 INV= 955.93 er D6" PVC 12" HDPEoc. No 143 �_ 64.65 6� CB14 48" ID) @ 0.90% SUMP = 954.75 q.,80 �S I NOTE: FIELD VERIFY ISTING CONNECT TO EXISTING BC ( @ 1.17% HP CB10 (48" ID) 1 64.7 I I ELEVATIONS OF DE PHAVEN STORM SEWER STUB RIM = 963.00BC INV = 958.51 CB B12 960.1D) _ > 65.18 FL >�FL RIM = 963.00 I FIR POSED SPOT ui co UNDERGROUND STORMTECH INV = VERIFY Provide existing/proposed - - - - - - - - - - - - - - - I v FL BC EC CONNECT TO EXISTING 1 F�APARTMENTSINV = 958.18 o RI 64.90957.02 � 64.25 FL 64.36 ELEVATIONS AR BASE ON (FIELD VERIFY) � � STOR SEWER STUB NOTE: FIELD VERIFY EXISTING Casting types \ PREVIOUS PL S DATED 07-07-20. � > >- > 4.55 � < _< - T NOTE: EXISTING STORM WATER STORAGE SYSTEM NI- ��� o INV = 55.93 ELEVATIONS OF DEEPHAVEN I IM- 3.97 I DEMOLITION TRANSFORMER TO I o vi (FIE VERIFY) APARTMENTS. PROPOSED SP(PT n 1 BE REflr CATED. - n (2) ROWS OF 14 MC-4500 RIM= 964. INV= 955. o ELEVATIONS ARE BASE ON INV= 9 .26 LIMITS (TYP) RIM= 964.06 CHAMBERS W/ ISOLATOR ROW PREVIOUS PLANS DATED 07 01 20. _nl INV= 958.00 (SEE 1 /C5) INV= 959. 8 N E: CONTRACTOR SHALL Note, 1' lowering adjustment Provide existing storm sewer stub size, MOLITION v BTAIN WRITTEN PERMISSION RI = 964.88 may require replacing a structure material, material grade, slope, etc. IMITS (TY ROM ADJACENT OPERTY section or the structure itself , OWNER FOR WO RK'CQMPLETED INV= 961.73 ON ADJACENT Include removal/relocation information on a Identify areas of tipout curb PROPER Call out to match existing (e.g. ME, etc.) Provide existing storm sewer stub size, separate Existing Conditions/Removals plan sheet elevations where applicable material, material grade, slope, etc. pp Provide to City prior BOTTOM OF BACKFILL/ TOP OF PAVEMENT to the start of work TOP OF CRUSHED ROCK ELEVATION=963.00 STORMTECH SYSTEM NOTES. ELEVATION = 961.67 BOTTOM OF CLASS 5/ TOP OF CHAMBER TOP OF BACKFILL 1. TRAFFIC FROM CONSTRUCTION EQUIPMENT SHALL BE LIMITED AS MUCH AS ELEVATION = 960.67 ELEVATION = 962.25 POSSIBLE ACROSS AREA DESIGNATED FOR STORMTECH SYSTEM, AND BE ONLY LOW IMPACT TRACK EQUIPMENT. DESIGNATED AREA SHALL BE EXCAVATED WITH A BACKHOE STATIONED OUTSIDE OF THE AREA AS MUCH AS POSSIBLE. NCRETE VALLEY @ 0.46% (TYP) FM M MINE �..go "00 IN 10 I ■■II■■I ■■11■■I■1 EX INV 959.3 37 LF AM '" HD7PE\ EX Z 959.97 0.41 % �,�INV .. 1. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING SITE CONDITIONS INC ING, BUT NOT LIMITED 10. SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT FINISHED SURFACE ELEVATIONS, TO, THE FOLLOWING: UNLESS NOTED OTHERWISE. * LOCATIONS, DEPTHS, SIZES, AND MATERIAL TYPES OF EXISTING SANITARY, WATER, D SPOT ELEVATIONS LOCATED ALONG CURB & GUTTER OR THICKENED EDGE SIDEWALK REPRESENT STORM SEWER UTILITIES, INCLUDING EXISTING STUBS FLOWLINE ELEVATIONS OF GUTTER SECTION OR ADJACENT PAVEMENT. TOP -OF -CURB OR TOP -OF -THICKENED EDGE SIDEWALK SURFACE ELEVATIONS ARE 6" ABOVE THE FLOW LINE SPOT 11 * RIM AND INVERT ELEVATIONS OF EXISTING SANITARY AND STORM SEWER UTILITIES, ELEVATION SHOWN ON THE PLANS, UNLESS NOTED OTHERWISE. 2. THE BOTTOM OF THE STORMTECH EXCAVATION SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 24 INCHES WITH THE USE OF APPROPRIATE EQUIPMENT (TILLER, RIPPER, ETC.) PRIOR TO PLACEMENT OF THE CRUSHED ROCK BASE 3. ONCE THE EXCAVATION AND SCARIFICATION IS COMPLETED, THE CONTRACTOR SHALL ARRANGE AND PAY FOR TESTING THE INFILTRATION RATE OF THE BOTTOM OF THE EXCAVATION PRIOR TO PLACEMENT OF THE CRUSHED ROCK BASE. THE TEST / RESULTS SHALL BE SUBMITTED TO THE CITY AND THE ENGINEER. INLET - ELEVATION = 957.59 J (VERIFY W/ MANUFACTURER) 4. STORMTECH SYSTEM SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. OUTLET - ELEVATION = 958.65 (VERIFY W/ MANUFACTURER) INCLUDING EXISTING STUBS * LOCATIONS AND DEPTHS OF EXISTING NON -SEWER AND NON -WATER UTILITIES (IE: GAS, SPOT ELEVATION DESIGNATIONS: ELECTRIC, COMMUNICATIONS, ETC.) "EX" DENOTES EXISTING SPOT ELEVATION * EXISTING ABOVE -GROUND INFRASTRUCTURE AND SITE FEATURES "HP" DENOTES HIGH POINT * 'FL" DENOTES FLOWLINE * "BC" DENOTES BACK OF CURB 2. NOTIFY ENGINEER IMMEDIATELY IF ANY INCONSISTENCIES ARE DISCOVERED BETWEEN ACTUAL "EC" DENOTES EDGE OF CONCRETE SITE CONDITIONS AND WHAT IS SHOWN ON THE PLANS, WHICH ARE SIGNIFICANT ENOUGH TO "EP" DENOTES EDGE OF PAVEMENT ALTER THE INTENT OF THE DRAWINGS. 12. ALL SPOT ELEVATIONS AND CONTOURS INDICATED ON THIS PLAN ARE INTENDED TO PROVIDE 3. EXISTING TOPOGRAPHICAL INFORMATION WAS OBTAINED FROM A TOPOGRAPHICAL SURVEY ADEQUATE POSITIVE DRAINAGE TOWARDS CATCH BASINS, CURB CUTS, PONDS, BASINS AND/OR COMPLETED BY KLD SURVEYING, BRAINERD, MN. (218) 829-5333 OTHER OUTLETS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CONSTRUCT SPECIFIED SURFACE OTTOM OF STONE BOTTOM OF CHAMBER INFRASTRUCTURE TO ELEVATIONS AND GRADES INDICATED ON THIS PLAN, AS WELL AS ENSURE ELEVATION = 954.92 ELEVATION = 955.67 4. BENCHMARK: CONTACT SURVEYOR. THAT ADEQUATE POSITIVE DRAINAGE IS CONSTRUCTED AND MAINTAINED THROUGHOUT THE ENTIRE SITE AND/OR CONSTRUCTION AREA. J. CONTRACTOR SHALL CONTACT GOPHER ONE CALL AT (800) 252-1166 FORA UTILITY LOCATE 13. CONTRACTOR SHALL CONTRACT WITH A LICENSED STRUCTURAL ENGINEER FOR DESIGN OF NOTE: THE PURPOSE OF THIS DETAIL IS TO SHOW THE RELEVANT ELEVATIONS OF THE STORMTECH PRIOR TO THE START OF CONSTRUCTION AND VERIFY LOCATIONS OF EXISTING UTILITIES BEFORE MC-3500 UNDERGROUND STORM WATER SYSTEM FOR THIS PROJECT. THE CONTRACTOR SHALL BEGINNING WORK. ANY RETAINING WALLS SHOWN ON THIS PLAN. INSTALL THE UNDERGROUND STORM WATER SYSTEM PER SHOP DRAWINGS TO BE PREPARED BY THE SUPPLIER AND APPROVED BY THE ENGINEER. THE SYSTEM SHALL ALSO BE INSTALLED IN STRICT 6. SEE SHEETS C2, C3, & C4 FOR STANDARD DETAILS. 14. LINEAL FOOTAGE AND HEIGHTS OF ANY RETAINING WALLS SHOWN ON THIS PLAN ARE ACCORDANCE WITH ALL OF THE MANUFACTURER'S REQUIREMENTS AND SPECIFICATIONS. ESTIMATED, BASED ON THE TOPOGRAPHIC SURVEY BACKGROUND, AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. 7. STORM SEWER STRUCTURE DESIGNATIONS: 15. CONTRACTOR SHALL PROVIDE RAILING ALONG RETAINING WALL AS REQUIRED BY CODE. UNDERGROUND STORM STORAGE SYSTEM ELEV * "CB"DENOTESPRECAS SCONCRETE TCATCHBASINCHBASIN * "NP" DENOTES NYLOPLAST CATCH BASIN NTS "STMH" DENOTES PRECAST CONCRETE STORM SEWER MANHOLE IF REQUIRED BY THE MN DEPT. OF LABOR AND INDUSTRY (MNDLI), OWNER AND/OR CONTRACTOR * "STCO" DENOTES STORM SEWER CLEANOUT SHALL SUBMIT FOR STATE PLUMBING REVIEW, AND OBTAIN AN APPROVED PLUMBING REVIEW * "("XX" ID)" DENOTES INTERIOR DIAMETER OF STRUCTURE REPORT FROM MNDLI, PRIOR TO THE INSTALLATION OF ANY STORM SEWER UTILITIES. 8. FINISHED ELEVATIONS OF LANDSCAPED AREAS IMMEDIATELY ADJACENT TO BUILDINGS SHALL CONSTRUCTION OF STORM SEWER UTILITIES SHALL NOT COMMENCE UNTIL AFTER THE APPROVED BE A MINIMUM OF 6" BELOW FINISHED FLOOR OR TOP -OF -BLOCK ELEVATION, UNLESS NOTED PLUMBING REVIEW REPORT HAS BEEN OBTAINED, AND ANY AND ALL PERTINENT COMMENTS OTHERWISE ON THE PLAN. HAVE BEEN ADDRESSED ON THE PLANS AND IN THE PROJECT SPECIFICATIONS. CONTRACTOR IS ADVISED TO ORDER STORM SEWER UTILITY MATERIALS AFTER APPROVED PLUMBING REVIEW 9. CONTRACTOR SHALL PERFORM ALL NECESSARY CALCULATIONS TO VERIFY EARTHWORK REPORT HAS BEEN OBTAINED FROM MNDLI QUANTITIES. CONTRACTOR'S BID RELATED TO EARTHWORK, CUTTING, FILLING, GRADING, ETC. SHALL BE BASED ON EARTHWORK CALCULATIONS COMPLETED BY THE CONTRACTOR. NOTE: CADD FILES FOR ESTIMATING EARTHWORK QUANTITIES ARE AVAILABLE TO CONTRACTORS FOR PREPARING BIDS. IN ORDER TO RECEIVE THE CADD FILES, THE CONTRACTOR WILL NEED TO SIGN A HOLD -HARMLESS AGREEMENT PROVIDED BY SCHULTZ ENGINEERING & SITE DESIGN, AND AGREE TO PAY A $50 PROCESSING FEE. THE CADD FILES WILL BE RELEASED UPON RECEIPT OF THE CHECK e ° schultzeng@live.com - www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY ®I LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA .,.° O - � I O J. SCHULTZ, PE OBRIAN Z LICENSE NO.: 43129 i DATE: xx/xx/2024 1 0}C REVISIONS D) .00 rc Provide invert elevations for all pipes in the structures ° -Include pipe size and direction o . ° 8" (W); 12" (N); 12" (S); etc. NOTE: REMOVE EXISTING BITUMINOUS PAVEMENT AS NECESSARY FOR NEW DRIVEWAY ENTRANCE. REPLACE BITUMINOUS PAVEMENT AS NECESSARY PER CITY REQUIREMENTS (SEE C10). ° NOTE: CONTRA OR WkI.I. OBTAIN ALL NECESSARY,, PERMITS FOR WORK WITHI ID THE PUBLIC RIGHT-OF-WAY. NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 F de to City prior start of work EX 1 0 e e e DEM ITION ° ° F LIMIT TYP) SCHULTZ ENG. PROJECT NO.: 24024 IEX ISSUE DATE: xx/xx/2024 IF DRAWN BY: NES REVIEWED BY: BJS 8 Provide additional existing grading information on adjacent property to demonstrate matching and drainage © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX Cl -STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN GRADING PLAN SCALE: 1 "=30' 0 30 60 C 5 PROJECT INFORMATION VICINITY MAP NTS Project Description This project will consist of the construction of a new hotel & restaurant building with an approximate footprint of 27,000-SF. Some storm water management will be required for this project, which will consist of an underground storm water detention system. Disturbed Area & Impervious Surface Tabulation Proposed Construction Area (includes adjacent property) Only Subject Property Anticipated Disturbed Area 4.0 acres Existing Impervious Area 0.00 acres Proposed Impervious Area 3.13 acres Net Impervious Area Increase 3.13 acres Permanent Site Drainaae Anticipated Disturbed Area 3.6 acres Existing Impervious Area 0.0 acres Proposed Impervious Area 3.00 acres Net Impervious Area Increase 3.00 acres Site drainage from the majority of the proposed development will be routed directly to an existing regional storm water facility located on the property to the south. Storm water will be conveyed via proposed and existing storm sewer. Based on information provided by the City of Monticello, the downstream storm water facility is designed and sized to provide water quality and rate control for impervious area from the proposed project equal to 75% of the total site area. The proposed project includes proposed impervious surfacing equal to 83% of the total site area. This equates to proposed impervious surfacing, in excess of the originally assumed 75%, of 8% of the total site area or 12,600-SF. It is proposed for site drainage from an area with greater than 12,600-SF of impervious area be directed to a proposed StormTech underground storm water detention system to provide water quality and rate control for the excess impervious area. The StormTech system has been designed to treat drainage from 1.1" of runoff off the excess impervious area as per City MS4 and MPCA NPDES permit requirements. For larger events, the StormTech system and associated outlet has been designed to limit discharges such that post developed site runoff rates do not exceed predeveloped site runoff rates from 2, 10, and 100-year, 24-hour storm events, from the contributing drainage area. Pre-treatment has been provided for the proposed StormTech system via a catch basin sumps. STORMTECH SYSTEM CALCULATIONS Total contributing impervious surfacing = 18,600 sf Required water quality volume = 18,600 sf x 1.1-in = 1,710cf StormTech System Provided infiltration volume: 3,430 cf (See Storm Water Calculation Report) Draw Down Time Assumed underlying soils: Poorly graded sand with silt (SP-SM) (based on geotechnical report) Assumed groundwater elevation: Below 930 (based on geotechnical report) Assumed infiltration rate: 1.60 in/hr (based on MN storm water manual) Maximum time of infiltration = 48 hrs, 0 min Design time of infiltration = 48 in (4.0-ft) / 1.60 in/hr = 30 hrs, 00 min (assuming full system to outlet) Receiving Surface Waters The following surface waters could receive storm water runoff from this project, and are within 1 mile of the project site: Surface Water Type of Surface Water Impaired Water? Special Water? USEPA Approved TMDL for Impaired Water? Comments Downstream Ponds Pond No No Distance = 0.1 to 0.3 miles Mississippi River River No Yes Distance = 0.9 miles SEDIMENT AND OTHER POLLUTANTS This SWPPP has been designed mainly to provide erosion and sediment control of naturally occurring soils at this site (ie: sands, loams, and clays). Although this SWPPP does address pollution prevention of other man-made materials, it is assumed that these materials will consist of debris from existing structures and pavements to be demolished, or debris and chemicals fie: fuels, new paints, etc.) resulting from new construction. There are no known solid wastes or hazardous materials buried below grade at this site. If such wastes or hazard materials are discovered during construction, the SWPPP Coordinator (described below) will be responsible for notifying the Engineer. This SWPPP will then be revised to address he presence and disposal of these additional pollutants EROSION PREVENTION AND SEDIMENT CONTROL RESPONSIBILITIES SWPPP Design Engineer and Qualifications Design Engineer Brian J. Schultz, PE Training Course Design of SWPPP Recert. Training Entity University of Minnesota Instructor John Chapman Dates of Training Course I Spring 2023 (Online Course) Total Training Hours 7.0 SWPPP Coordinator and Qualifications * "Design of SWPPP" is a recertification course offered by the University of Minnesota. The Engineer's certification for "Design of SWPPP" is current, and will expire May 31, 2026. Certification documentation is on file at the Engineer's office and a copy can be provided upon request. The Contractor shall provide an individual who shall serve as the SWPPP Coordinator for this project. The SWPPP coordinator shall oversee the implementation of this SWPPP, as well as the necessary inspections (described below) of erosion prevention and sediment control BMPs. The SWPPP Coordinator shall also oversee the installation, maintenance, and repair of the BMP's to be completed in accordance with this SWPPP. The SWPPP Coordinator shall be responsible for the items listed above during the period from the start of the project to the establishment of final stabilization. During this period, the SWPPP Coordinator, or their assigned, qualified (see below) representative shall be available for an on -site inspection within 72 hours upon request by the MPCA. It shall be the Contractor's responsibility to complete the table below, which will identify the SWPPP Coordinator and that person's qualifications. This person shall acknowledge that he/she has been assigned to serve as SWPPP Coordinator and will be overseeing the items listed in this section, by providing their signature in the space below. Please note that this SWPPP will not be considered complete if the table below is not filled in. * Typically, the identity of the SWPPP Coordinator is unknown until the project is awarded. The SWPPP Coordinator may be identified at the project's Preconstruction Conference. SWPPP Coordinator Company Name Office Phone # Cell Phone # Training Course Training Entity Instructor Dates of Training Course Total Training Hours I, , hereby (Printed Name) acknowledge that I will be serving as SWPPP Coordinator for this project and will be responsible for overseeing the items identified in this section. (Signature) The SWPPP Coordinator may assign other personnel to supervise or perform the duties listed above. However, in completing the duties listed above, at least one person shall be trained in erosion prevention and sediment control as related to that particular part of the SWPPP. If the SWPPP Coordinator chooses to delegate some of the duties and responsibilities listed above to other personnel, a list of the personnel, as well as their qualifications, shall be kept with and shall become part of this SWPPP. The qualifications shall be documented in a manner similar to the table shown above. A copy of this list shall be provided to the Engineer. Once the project has been completed and accepted by the Owner, and Final Stabilization has been established and "Notice of Termination" submittedto the MPCA, the Owner assumes responsibility for the long term maintenance of the storm water management system. The SWPPP Coordinator shall be responsible for ensuring that the Contractor properly disposes of the temporary erosion and sediments control measures within 30 days after site stabilization is achieved or after the temporary measures are no longer needed. Record Retention The SWPPP and associated records shall be stored and maintained by an employee or representative of the Owner for 3 years after the submission of the Notice of Termination (NOT) Responsibility for overseeing the records will be transferred to another employee or representative should the current personnel become uninvolved with the project or Owner. These records shall include the following: 1). The final SWPPP 2). Any other stormwater related permits required for the project 3). Records of all inspection and maintenance conducted during construction 4). All permanent operation and maintenance agreements that have been implemented, including all right-of-way, contracts, covenants and other binding requirements regarding perpetual maintenance 5). All required calculations for design of the temporary and permanent Stormwater Management Systems BMP INSPECTIONS Inspection Frequency The SWPPP Coordinator shall inspect, or designate someone else who is qualified to inspect (see above), the construction site erosion prevention and sediment control BMPs per the following time frames: 1). Once every 7 days 2). Within 24 hours of a rain event (1 /2" or greater over 24 hours) Inspections shall be conducted per the time frames listed above with the following exceptions: 1). Where parts of the construction site have permanent cover, but work remains on other parts of the site, inspections of areas with permanent cover may be reduced to once per month 2). Where construction sites have permanent cover on all exposed soil areas and no construction activity is occurring anywhere on the site, the site must be inspected for a period of 12 months (inspections may be suspended during frozen ground conditions). Following the 12th month of permanent cover with no construction activity, inspections may be terminated until construction activity is once again initiated or sooner if notified in writing by the MPCA. 3). Where work has been suspended due to frozen ground conditions, the required inspections and maintenance schedule must begin within 24 hours after runoff occurs at the site or prior to resuming construction, whichever occurs first. Inspection Records The SWPPP Coordinator shall maintain inspection records during construction. These must be recorded in writing within 24 hours of the inspection and/or maintenance activity. The inspection records shall include the following: 1). Date and time of inspections 2). Name of person(s) conducting inspection 3). Findings of inspections, including recommendations for corrective actions 4). Corrective actions taken (including dates, times, and party completing maintenance activities) 5). Date and amount of any rainfall events greater than 1 /2" in 24 hours a). The Contractor shall install and maintain a rain gauge at the construction site in order to verify rainfall amounts. 6). If any discharge is observed to be occurring during the inspection, a record of all points of the property from which there is a discharge must be made, and the discharge shall be described (i.e., color, odor, floating, settled, or suspended solids, foam, oil sheen, and other obvious indicators of pollutants) and photographed. 7). Documentation of any changes to the SWPPP made during construction a). If the SWPPP coordinator observes that a BMP fails on a regular basis and believes that it is ineffective, it shall be his/her responsibility to notify the Engineer of such deficiencies. The Engineer may then amend the SWPPP (see "Amending the SWPPP") Note: Copies of all inspection records shall be submitted to the Engineer. AMENDING THE SWPPP During the construction of this project it may become necessary to amend this SWPPP. Should the responsibility of installing, inspecting and maintaining the erosion and sediment control devices and techniques described in this SWPPP be transferred from the current Contractor to another Contractor, or from the current Contractor to the Owner, this SWPPP shall be updated accordingly. The Owner will also be required to complete an "Permit Modification Form". Should it be determined, during construction, by the SWPPP Coordinator, Engineer, or Regulatory Officials that deficiencies in this SWPPP exist, or if significant changes are made to the design/scope of this project that impact erosion prevention and sediment control, the Engineer shall be notified immediately. The Engineer will then review potential deficiencies and/or significant changes to project design/scope, and make necessary changes to the SWPPP. After changes are made to the SWPPP, the Engineer will issue the necessary documentation, reflecting the changes, to the owner and to the SWPPP Coordinator. The SWPPP Coordinator shall be responsible to make sure that this documentation is added to the on -site SWPPP copy and that the changes described in the documentation is implemented on -site. EROSION PREVENTION AND SEDIMENT CONTROL BMPS Standards and References Materials and construction methods of all BMPs included in this SWPPP shall be as per the Minnesota Department of Transportation (MNDOT) Standard Specifications for Construction, latest edition. The Contractor and SWPPP Coordinator shall obtain a current copy of MNDOT's Standard Specifications for Construction and familiarize themselves with the specification sections applicable to this SWPPP, as there are several BMPs that specifically reference these sections. The Contractor and SWPPP Coordinator shall be expected to be familiar with the applicable MNDOT specification sections during construction. No additional compensation will be paid to the Contractor for additional work due to unfamiliarity with these specification sections. Undisturbed Areas If shown on the plan, the Contractor shall delineate areas that are not to be disturbed on the site. This may be done with flags, stakes, signs, silt fence, etc., and shall be completed prior to the start of any grading operations. Regardless of the delineation method the Contractor chooses to use, the Contractor must communicate to his/her personnel and subcontractors that these areas are not to be disturbed and construction equipment (including trucks and personal vehicles) shall not be allowed in these areas. The Contractor shall minimize compaction and preserve topsoil as much as possible at the site. In pervious ("green") areas that are not essential to the construction of the project, the Contractor shall avoid construction traffic and maintain the existing condition of these areas. Temporary and Permanent Stabilization All exposed soil areas (including stockpiles) shall be provided with temporary or permanent cover within 7 days of construction activity temporarily or permanently ceasing in that portion of the site. Temporary or permanent drainage ditches or swales, which drain off -site or to a surface water, and are within 200 lineal feet of the property line or surface water shall be provided with temporary or permanent cover within 24 hours of construction. Placement of temporary or permanent cover shall be initiated immediately upon suspension or completion of excavation operations. Temporary Cover: If the Contractor chooses to halt grading operations in a portion of the site (or the whole site) for a period exceeding 7 days, and grading operations (rough or finish grading) in the affected areas has not yet been completed, temporary cover shall be placed. Affected areas consisting of drainage ditches or swales connected to, and within, 200 lineal feet of a property line or surface water shall be provided with temporary cover within 24 hours of connection. Depending on the Contractor's schedule, the temporary cover shall consist of one of the following BMPs: 1). Discanchored Mulch a). Discanchored mulch may be used in an area of the site for the whole site) if the Contractor is halting grading operations for a period that is relatively short, but exceeds 7 days. b). The mulch shall be Type 3 per MNDOT Spec. 3882 c). An adequate quantity of mulch shall be evenly distributed to achieve 90% coverage of the exposed soils. d). Mulch shall be placed as per MNDOT 2575.3C. e). All mulch shall be disc anchored as per MNDOT 2575.3D. Prior to the placement and discanchodng of the mulch, the soils shall be loosened and the area smooth -rough graded per MNDOT 2574. f). Any areas that are exposed as a result of wind action after the initial mulch placement shall be covered with additional mulch to maintain 90% coverage. 2). Temporary Seeding with Mulch a). Temporary seeding with mulch may be used in areas of the site (or the whole site) if the Contractor is halting grading operations for a period that is relatively long. Although mulch still needs to be applied as described above, once the temporary seeding/turf is established, the mulch will no longer need to be maintained. The temporary seeding/turf will require very little maintenance. b). Prior to the sowing of temporary seed, the soils shall be loosened and the area smooth -rough graded per MNDOT 2574. c). Contractor shall utilize Seed Mixes 21-1 1 1, 21-1 12, or 21-1 13 per MNDOT Spec. 3876 for temporary seeding. d). Temporary seeding shall be sown per MNDOT Spec. 2575.3B. e). Once temporary seeding has been sown, mulch shall be placed over the area as described above. Permanent Cover: Upon completion of finish grading and/or placement of topsoil, initiation of the placement of permanent cover shall begin immediately over all exposed areas. This includes areas designated for impervious surfacing fie: buildings, pavements/gravel bases, sidewalks, etc.). Where the construction schedule will not allow for the placement of the permanent impervious surfacing within 7 days of the completion of finish grading, temporary cover shall be provided in these areas, as described above, until the permanent impervious surfacing can be constructed. Affected areas consisting of drainage ditches or swales connected to, and within, 200 lineal feet of a property line or surface water, shall be provided with permanent cover within 24 hours of connection. Areas designated for permanent turf establishment shall be provided with one or more of the following BMPs (see plan): 1). Permanent Seeding with Mulch a). Unless otherwise noted on the plans, all areas designated for turf establishment shall be provided with permanent seeding. b). In addition to the plan included as part of this SWPPP, the Contractor shall verify if a Landscaping Plan has been included in the plans by the Architect. If a Landscape Architect has specified higher quality permanent cover (ie: sod, hydroseeding, etc.), the Contractor shall provide this permanent cover in lieu of the permanent seeding specified in this SWPPP. c). Prior to the sowing of permanent seed, the soils shall be loosened and the area smooth -rough graded per MNDOT 2574. d). Contractor shall utilize Seed Mix 25-131 per MNDOT Spec. 3876 for permanent seeding. e). Permanent seeding shall be sown per MNDOT Spec. 2575.313. f). Once permanent seeding has been sown, mulch shall be placed over the area as described above (under Temporary Cover), unless noted otherwise. 2). Erosion Control Blanket a). Erosion control blanket shall be placed in areas as shown on the plan included in this SWPPP. These areas shall still be provided with permanent seeding, as described above, beneath the erosion control blanket. b). Erosion control blanket shall meet the requirements indicated in MNDOT Spec. 3885. See plan for category(s) of erosion control blanket. c). Erosion control blanket shall be installed as per MNDOT Spec. 2575.3G2. d). Erosion control blanket specified in drainage ditches and swales connected to, and within 200 lineal feet, of a property line or surface water shall be installed within 24 hours of the completion of finish grading (including permanent seeding). 3). Riprap a). Riprap shall be placed in areas as shown on the plan included in this SWPPP. b). All riprap shall be underlain with Type 4 geotextile fabric. The fabric shall meet the requirements of MNDOT Spec. 3733 and shall be installed as per MNDOT Spec. 251 1.3B2. c). Riprap materials shall meet the requirements of MNDOT Spec. 3601, and shall be Class 3, unless noted otherwise on the plans. d). Riprap shall be considered "Random Riprap" and shall be placed as per MNDOT Spec. 251 1. e). Although it is permitted for the riprap to be placed with machinery, it will be necessary for the Contractor to hand place some of the riprap in order to provide a dense, well -keyed layer of stones with the least practical quantity of void space. f). The minimum thickness of the riprap shall be 18 inches, unless otherwise noted on the plans. g). Riprap designated at the end of pipe outlets shall be placed within 24 hours of installation of the pipe outlet end section. h). Riprap specified in drainage ditches and swales connected to, and within 200 lineal feet, of a property line or surface water shall be installed within 24 hours of the completion of finish grading. Sediment Control The following sediment control BMPs shall be implemented as part of this project: 1). Silt Fence a). Silt fence shall be installed at the locations shown on the plan included in this SWPPP. b). Silt fence shall be machine sliced and materials shall meet the requirements of MNDOT Spec. 3886. c). Silt fence shall be installed as per MNDOT Spec. 2573.3132. d). Silt fence shall be installed prior to any upgradient grading operations, and shall remain in place and maintained adequately until upgradient areas achieve Final Stabilization (see below) e). Silt fence shall be repaired or replaced if damaged during, or after, rain events, or if accumulated sediment on the upstream side of the fence reaches 1 /3 of the height of the fence. Repair or replacement of silt fence shall be completed within 24 hours of discovery. f). Portions of silt fence may be removed to accommodate short-term activities, such as vehicle passage. Short-term activities shall be completed as quickly as possible, and new silt fence installed immediately after completion of the short-term activity. If rainfall is imminent or forecasted in the near future, new silt shall be installed regardless of if the short term activity has been completed or not. The Contractor is advised to schedule short term activities during dry weather as much as practicable. No additional compensation will be paid due to additional silt fence associated with short-term activities. g). Temporary soil stockpiles shall be placed on the site in areas upgradient from silt fence. Where the Contractor chooses to place temporary soil stockpiles outside designated silt fenced areas, the stockpiles shall be surrounded by additional silt fence. Under no circumstances shall temporary soil stockpiles be placed over surface waters, curb and gutter, catch basins, culvert inlets or outlets, or ditches. 2). Catch Basin Protection a). WIMCO Road Drain protection devices, as manufactured by WIMCO, shall be used for catch basin protection on this project. WIMCO can be contacted at (952)-233-3055, and their web page is www.roaddrain.com. b). "Road Drain Top Slab" devices shall be installed at all catch basin locations immediately after placement of the catch basin structures. "Road Drain Top Slab" devices shall remain in place and be adequately maintained until permanent surfacing is constructed (ie: curb and gutter, pavements, and/or gravel surfacing). In areas designated for turf establishment, "Road Drain Top Slab" devices shall remain in place until Final Stabilization of all upgradient areas is established. c). Upon construction of the permanent surfacing, the "Road Drain Top Slab" devices shall be replaced with the WIMCO product specified on the plans. The WIMCO devices shall remain in place until Final Stabilization of all upgradient areas has been established. d). The contractor shall install and maintain the catch basin protection devices as per the manufacturer's instructions and specifications. 3). Culvert Inlet Protection a). Culvert inlet protection shall be provided at all culvert inlet locations immediately after construction of the culvert. See plan included in this SWPPP for culvert inlet locations. b). Culvert inlet protection shall consist of the SedJacket, as manufactured by SedCatch Environmental Products. SedCatch Environmental Products can be contacted at (937)-435-5075, and their web page is https://sedcatch.com/collections/sedjacket. c). The culvert inlet protection shall remain in place and adequately maintained until Final Stabilization of all upgradient areas has been established. d). Culvert inlet protection shall be repaired or replaced if damaged during, or after, rain events, or if accumulated sediment reaches 1 /2 of the height of the SedJacket device fabric. Repair or replacement of culvert inlet protection shall be completed within 24 hours of discovery. 4). Temporary Rock Construction Entrance a). Temporary rock construction entrances shall be installed at the locations shown on the plan included in this SWPPP. See detail for temporary rock entrance design. b). If the Contractor chooses to access the site from locations other than where temporary rock entrances are specified on the plans, additional temporary rock entrances shall be placed at these locations, as well. c). Temporary rock entrance shall be constructed prior to the start of grading operations, and shall remain in place and be adequately maintained until Final Stabilization has been established. d). Temporary rock entrances shall be maintained in such a manner that the entrances prevent sediment tracking onto adjacent streets. If a temporary rock entrance is found to be ineffective, it shall be replaced or improved within 24 hours of discovery. e). The Contractor has the option to place Type 4 geotextile fabric beneath the temporary rock entrance. The fabric may extend the life of the entrance as it will reduce rock "sinking" into the underlying soils. If the Contractor chooses to use fabric, it should meet the requirements of MNDOT Spec. 3733 and shall be installed as per MNDOT Spec. 251 1.3B2. f). If sediment tracking from the site is discovered on adjacent streets, the sediment shall be removed with a street sweeper or other approved method within 24 hours of discovery. This shall be done throughout construction of the project. This sediment may be returned and graded over exposed areas of the site, or disposed of off site per MPCA requirements. The City may order street sweeping to be performed at the Contractor's or Owner's expense if City staff find that construction activities are resulting in sediment or debris being tracked onto City streets. 5). Filter Logs a). Filter logs shall be installed at the locations shown on the plan included in this SWPPP. b). Filter logs shall consist of Type Wood Fiber biorolls and meet the requirements of MNDOT Spec. 3897. c). Filter logs shall be installed as per MNDOT Spec. 2573.3F. d). Filter logs shall be installed immediately after placement of erosion control blanket. e). Filter logs shall remain in place for the life of the project, and shall be allowed to degrade naturally. Dewatering If dewatering of sandy subsoils is required for this project, the pump discharge shall be treated prior to discharge off -site or into a surface water. Treatment of discharge shall be achieved with the use of a "Dandy Dewatering Bag" (or approved equivalent), as manufactured by Dandy Products,lnc. Dandy Products, Inc. can be contacted at (877) 307-0141, and their web page is www.dandyproducts.com. The "Dandy Dewatering Bag" shall be installed, utilized, and maintained per the manufacturer's instructions and specifications. Once dewatering water has been treated, it may be discharged off -site or to a surface water. The discharge shall be visually checked to ensure that it is relatively clean and not visibly different from any receiving waters. If discharge is noticeably "dirty", the Engineer shall be contacted as additional treatment methods may be necessary. Adequate erosion control shall be provided at the point of discharge if it is located in an area with exposed soils or established turf. This erosion control may consist of temporarily placed rip rap, or other approved energy dissipation measures. The type of erosion control measure shall be at the Contractor's discretion, depending on the location of the dewatering discharge and the unique site characteristics. The erosion control measures shall be effective and shall be maintained adequately such that no erosion occurs at the point of discharge. ESTIMATED QUANTITIES ESTIMATED BMP QUANTITIES ITEM QUANTITY Temporary Seeding & Mulch 4.0 Acres Permanent Seeding & Mulch 0.87 Acres Silt Fence/Sediment Control Log 1,850 LF Temporary Rock Constr. Entrance 2 EA Catch Basin Protection 27 EA Category 20 ECB 520 SY * Note: Estimated quantities shown above indicate one application of the associated BMP. Additional quantity of BMP over what is indicated above may be required for maintenance of each BMP. Good housekeeping by the Contractor will likly result in less quantity required. Pollution Prevention Management Solid waste accumulated during construction, including collected sediment, construction materials, floating debris, construction debris, paper, plastics, and other solid wastes shall be disposed of in accordance with MPCA disposal requirements: 1). Building products that have the potential to leach pollutants shall be maintained under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by a similarly effective means designed to minimize contact with storm water. 2). Pesticides, herbicides, insecticides, fertilizers, treatment chemicals, and landscape materials shall be maintained under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by similarly effective means designed to minimize contact with stormwater. 3). Hazardous materials, toxic waste, (including oil, diesel fuel, gasoline, hydraulic fluids, paint solvents, petroleum -based products, wood preservatives, additives, curing compounds, and acids) shall be properly stored in sealed containers to prevent spills, leaks or other discharge. Restricted access storage areas shall be provided to prevent vandalism. Storage and disposal of hazardous waste or hazardous materials shall be in compliance with Minn. R. ch. 7045 including secondary containment as applicable. 4). Solid waste shall be stored, collected and disposed of properly in compliance with Minn. R. ch. 7035. 5). Portable toilets shall be positioned so that they are secure and will not be tipped or knocked over. Sanitary waste must be disposed of properly in accordance with Minn. R. ch. 7041. The Contractor shall take steps to prevent the discharge of spilled or leaked chemicals, including fuel, from any area where chemicals or fuel will be loaded or unloaded including the use of drip pans or absorbents unless infeasible. The Contractor shall conduct fueling in a contained area unless infeasible. The Contractor shall ensure adequate supplies are available at all times to clean up discharged materials and that an appropriate disposal method is available for recovered spilled materials. The Contractor shall report and clean up spills immediately as required by Minn. Stat. § 115.061, using dry clean up measures where possible. If the Contractor washes the exterior of vehicles or equipment on the project site, washing shall be limited to a defined area of the site. Runoff from the washing area shall be contained in a sediment basin or other similarly effective controls and waste from the washing activity shall be properly disposed of. The Contractor shall properly use and store soaps, detergents, or solvents. No engine degreasing shall be allowed on site. The Contractor shall provide effective containment for all liquid and solid wastes generated by washout operations (concrete, stucco, paint, form release oils, curing compounds and other construction materials) related to the construction activity. The liquid and solid washout wastes shall not contact the ground, and the containment shall be designed so that it does not result in runoff from the washout operations or areas. Liquid and solid wastes shall be disposed of properly and in compliance with MPCA rules. A sign must be installed adjacent to each washout facility that requires site personnel to utilize the proper facilities for disposal of concrete and other washout wastes. FINAL STABILIZATION Final Stabilization shall be considered established once the following requirements have been achieved: 1). All soil disturbing activities at the site have been completed and all soils are stabilized by a uniform perennial vegetative cover with a density of 70 percent of its expected final growth density over the entire pervious surface area, or other equivalent means necessary to prevent soil failure under erosive conditions. 2). The permanent storm water management system is constructed, and is operating as designed. Temporary or permanent sedimentation basins that are to be used as permanent water quality management basins have been cleaned of any accumulated sediment. All sediment has been removed from conveyance systems and ditches are stabilized with permanent cover. 3). All temporary synthetic and structural erosion prevention and sediment control BMPs have been removed from the project site. BMPs designed to decompose on site may be left in place. ADDITIONAL COMMENTS The Contractor is solely responsible for the cleanup of any wetlands, rivers, streams, lakes, reservoirs, other waters of the State (as defined by the MPCA's General Storm Water Permit), ground or roadway surfaces or other property damaged by construction activity related to this project. Besides the NPDES permit (MPCA General Storm Water Permit), the Contractor and/or Owner shall also be responsible to obtain all other necessary local government permits related to storm water management, and erosion and sediment control, if applicable (ie: Watershed District, City, MNDOT, etc.). This SWPPP is intended to provide a plan for addressing the erosion prevention and storm water management issues associated with this project. It is to be used in conjunction with the project plans, specifications, and the MPCA General Storm Water Permit. In addition to the SWPPP, the Owner, Contractor, and SWPPP Coordinator shall familiarize themselves with the actual requirements indicated in the MPCA General Storm Water Permit itself and are responsible for compliance with the permit's terms, requirements, and conditions. The Engineer can provide a copy of the permit upon request. N O N co O CO O 1 W W J Q r 2 m U) 0 J 0 z 0 I- 0 D Ir C0 Z 0 Ir 0 IL 0 Z i Ir Z 2 J W Ir U) 3 vi N 0 Z I a_ a_ a_ U) N O N SCHULTZ ENGINEERING &SITE DESIGN 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA BRIAN J. SCHULTZ, PE LICENSE NO.: 43129 DATE: xx/xx/2024 REVISIONS NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN SWPPP -STANDARD NOTES C6 Gravel pad(s) MnDOT Class CA-15 or CA-25 Riprop Geotextile fc -. NOTES: Channelize runoff to sediment trapping device V z (n XI w � / Match Existing Grade Original grade -1-mil plates Original grade SECTION B-B (not to scale) J)LU I IUIN A —A (not to scale) Sediment Trapping Device 5U min. �I or Right of Way PLAN Standard Plate Library City of Monticello Z1I v CD .. O a O" O C4 (A I O O cn cn �. • rrw O ~ 0 M.-d 0 Cr•q co 0 0 E E 0 U 0 O U -0 E Title: Commercial Gravel Construction Entrance Date: 06-14 Plate No. Revised: 03 —15 6002 STEEL FENCE POST (T—POST), MINIMUM 5' LONG, 6' MAXIMUM SPACING. POST NOTCHES - TO FACE AWAY FROM FABRIC. ATTACH FABRIC TO POSTS TMINIMUM 3 ZIP TIES 50H LB. NSILE� NSILE�PER POST TOP 8 OF F BRIC. MONOFILAMENT GEOTEXTILE FABRIC PER MNDOT TABLE 3886-1 MACHINE SLICED). MACHINE SLICE 8"-12" DEPTH (PLUS 6" FLAP) EXISTING CURB PLAN WIMCO ROAD DRAIN CG-23* HIGH FLOW INLET PROTECTION CURB AND GUTTER MODEL OR CITY APPROVED EQUAL. * FOR THE NEW R-3290—VB STANDARD CASTING, INSTALL WIMCO ROAD DRAIN CC-3290 OR CITY APPROVED EQUAL. Standard Plate Library City of Monticello BOTTOM OF DRAINAGE WAY 3e 0 J LL ELEVATION PnTNTS A" SHnm n RF OVERFLOW IS Yz OF THE CURB BOX HEIGHT DEFLECTOR PLATE — OVERFLOW IS Y2 OF THE CURB BOX HEIGHT OVERFLOW AT TOP OF FILTER ASSEMBLY r 11I 11-1 -Tv I 11UI\Ili Title: Inlet Protection Catch Basin Insert Date: 03-07 Plate No. Revised: 0 3 —15 6004 3' OVERFLOW Standard Plate Library City of Monticello VG NUT TACHMENT HOOK T FABRIC SLEEVE R MnDOT SPECIAL DVISION 3886 SILT FABRIC SLEEVE PER MnDOT SPECIAL PROVISION 3886 Title: Inlet Protection Grate Inlet Cover Date: 03-07 Plate No. Revised: 0 3 —15 6005 N O 0/ N C0 O O O I W (n J Q SCHULTZ ENGINEERING (n & SITE DESIGN 0 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 PH: (320) 339-0669 (� FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY Itr LICENSED ENGINEER UNDER THE LAWS � OF THE STATE OF MINNESOTA Z 0 0 Iz O LI_ OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 OTC REVISIONS Q Z_ J W W NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS @ SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX DIRECTION OF SURFACE FIL/ (� v ;• A A 24" MINIMUM 0.7 STAPLES PER SQ. YD. 1.15 STAPLES PER SQ. YD. 3.75 STAPLES PER SQ. YD. 4:1SLOPES 3:1SLOPES HIGH FLOW CHANNEL& SHORELINE C 1 -STANDARD NOTES ES & SPECS. C2-STANDARD DETAILS C3 -STANDARD DETAILS „ . ' • :•• POST EMBEDMENT I C4 -STANDARD DETAILS B B C5 - GRADING PLAN ,. NOTE: coMPAc11oN: THE MACHINE SLICED METHOD (THIS DETAIL) IS THE ®AFTER "SLICING" IN THE FABRIC AND BEFORE INSTALLATION C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS STANDARD SILT FENCE INSTALLATION METHOD. OF STEEL POSTS, DRIVE INSTALLATION EQUIPMENT OVER THE HEAVY—DUTY SILT FENCE INSTALLATION METHODS "SLICE" WHILE FABRIC IS LAYING ON THE GROUND. THEN C8 -SWPPP -PLAN VIEW SHOULD ONLY BE USED WHEN APPROVED OR DIRECTED INSTALL STEEL POSTS AND PULL UP FABRIC TO ATTACH AT BY THE CITY. A UNIFORM HEIGHT. l2•_5• :.3• V�, > r " C9 -UTILITY PLAN C10 - PAVING PLAN A D OAn ;0 Qr ,cc OMO m rr, c 1 Right of Way -D-0 ;u3m MAINTAINANCE: 1. FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL, AND ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USEABLE LIFE AND THE BARRIER MAY STILL BE NECESSARY, THE FABRIC SHALL BE REPLACE PROMPTLY. 3. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT, THEY MUST BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY HALF THE HEIGHT OF THE BARRIER. 4. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE OR FILTER BARRIER IS NO LONGER REQUIRED, SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE, PREPARED AND SEEDED. WINTER Placement of Sediment SUMMER Filter Barrier 7' Behind Residential Curb or Behind Sidewalk Residential Driveway Prior to Snow Plowing Driveway Entrance Right of Way Entrance z A ---------------- --_----- ------------- ----------- --------------------------- ----- ---------------------- 0 c Sidewalk Sidewalk Concrete Curb & Gutter rest Street PLACEMENT AND CONSTRUCTION OF A SEDIMENT FILTER BARRIER Placement of Sediment Filter Barrier Along Curb ------------ ------------ Concrete Curb d Gutter 1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED 2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6• (15an) DEEP X 6' (15an) WIDE TRENCH WITH APPROXIMATELY 12- (3Dan) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12' (30an) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12• (30an) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLESISTAKES SPACED APPROXIMATELY 12- (30an) APART ACROSS THE WIDTH OF THE BLANKET. 3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2'5" (San-12.5an) OVERLAP DEPENDING ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET. 5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3" (7.5an) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE BLANKET WIDTH. NOTE: 'IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6' (15an) MAY BE NECESSARY TO PROPERLY SECURE THE BLANKETS. Standard Plate Library City of Monticello Title: Erosion Control Blanket Stapling Patterns & Installation Date: 03-08 Plate No. Revised: 0 3 —15 6011 FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN SWPPP -STANDARD DETAILS C7 INSTALL CATCH BASIN PROTECTION (TYP) FM = 963.31 959.38 INSTALL CATCH BASIN PROTECTION (TYP) I I I I °• II -PERIMETER S LT FENCE (TYP) TEMPORARY ROCK* CONSTRUCTION ENTRANCE N O N C7 O O O W J Q SCHULTZ ENGINEERING CD & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 > PH: (320) 339-0669 (� FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, 0 SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA Z O U Ir O IL OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 i DATE: xx/xx/2024 0}C REVISIONS Q Z_ J W 3 c n I n n n N N O N NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX Cl -STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN SWPPP - PLAN VIEW SCALE: 1 "=30' 0 30 60 �:3 Tt N O N C7 O O O F_ W W J Q m W U J_ U 1. WATER MAIN AND ANY WATER SERVICE LINES SHALL BE PLACED AT A MINIMUM DEPTH OF 8 FEET BELOW FINISHED GRADE. 2. IF CONFLICTS ARE DISCOVERED WHERE WATER MAIN OR SERVICES CROSS EXISTING OR PROPOSED SANITARY SEWER, SERVICE LINES, OR STORM SEWER, THE WATER MAIN SHALL BE RAISED OR LOWERED APPROPRIATELY WHILE STILL MAINTAINING A MINIMUM DEPTH OF 8 FEET BELOW FINISHED GRADE. 3. INSULATION SHALL BE PLACED AT ALL LOCATIONS WHERE STORM SEWER CROSSES SANITARY SEWER, WATER MAIN, OR ASSOCIATED SERVICES. INSULATION SHALL CONSIST OF AN 8-FT X 8-FT SQUARE OF 3"-THICK RIGID INSULATION. INSULATION SHALL BE PLACED BETWEEN THE STORM SEWER AND PIPE CROSSING WITH THE EDGES OF THE INSULATION PARALLEL TO THE PIPING AS MUCH AS POSSIBLE. 4. INSTALL SANITARY SEWER SERVICE LINE CLEANOUTS AS REQUIRED BY THE MINNESOTA PLUMBING CODE. 4. INSTALL TRACER WIRE ALONG PROPOSED UNDERGROUND UTILITY PIPE AS PER MINNESOTA RURAL WATER ASSOCIATION STANDARDS AND SPECIFICATIONS. https://www.mrwa.com/wp-content/uploads/2022/06/TracerW ireSpecGuideFi nalwebll.pdf 5. SEE SHEET C5 FOR STORM SEWER ELEVATIONS AND SLOPE, AND SHEET C2 & C3 FOR STANDARD DETAILS RELATING TO THE PLACEMENT OF THE UTILITIES. 6. CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. OWNER AND/OR CONTRACTOR SHALL SUBMIT FOR STATE PLUMBING REVIEW, AND OBTAIN AN APPROVED PLUMBING REVIEW REPORT FROM MNDLI, PRIOR TO THE INSTALLATION OF ANY SANITARY SEWER OR WATER UTILITIES. CONSTRUCTION OF SANITARY SEWER OR WATER UTILITIES SHALL NOT COMMENCE UNTIL AFTER THE APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED, AND ANY AND ALL PERTINENT COMMENTS HAVE BEEN ADDRESSED ON THE PLANS AND IN THE PROJECT SPECIFICATIONS. CONTRACTOR IS ADVISED TO ORDER UTILITY MATERIALS AFTER APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED FROM MNDLI SCHULTZ ENGINEERING & SITE DESIGN 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA BRIAN J. SCHULTZ, PE LICENSE NO.: 43129 DATE: xx/xx/2024 REVISIONS NO. DATE DESCRIPTION 1 xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 SCHULTZ ENG. PROJECT NO.: 24024 ISSUE DATE: xx/xx/2024 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2024 CIVIL SHEET INDEX Cl -STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN UTILITY PLAN SCALE: 1 "=30' 30 60 C9 n FM >> v RETAINING WALL #2 2-FT CONCRETE ALL HEIGHT = 0 TO 4.4-FT� GUTTER @ 0.46� (TYP) LENGTH = 301-FT , MATCH EXISTING B612 CURB & SIDEWALK (TYP) [GUTTER (TYP) Provide ped ramps meeting ADA requirements NOTE: REMOVE EXISTING BITUMINOUS PAVEMENT, SIDEWALK, AND CURB & GUTTER AS NECESSARY NOTE: CONTRACTOR SHALL FOR NEW DRIVEWAY ENTRANCE. OBTAIN ALL NECESSARY PERMITS FOR WORK WITHIN REPLACE BITUMINOUS PAVEMENT, SIDEWALK THE PUBLIC RIGHT-OF-WAY. AND CURB & GUTTER AS NECESSARY PER CITY REQUIREMENTS. CONCRETE DRIVEWA MATCH EXISTING BITUMINOUS PATCH PER CITY REQUIREMENTS (TYI PER 5008/C3 (TYP) PAVEMENT (TYP) >> >> >> » MATCH EXISTING MATCH EXISTING CURB & GUTTER CURB & GUTTER (TYP) < (TYP) < < < B612 CURB & < —<_< GUTTER (TYP)n MATCH EXISTING ................ . SIDEWALK (TYP) F^:::ssssssssssss;;;;:s:;:;:;:;:.:: . ............. O MATCH EXISTIN( >> SIDEWALK (TYP) v " >> » MATCH EXISTING B612 CU \ SIDEWALK (TYP) GUTTER FM FM n w�_ N_ MEE 0 . , _II — ►. OF v - -_ --- .....-....... .......... ° -�-a- - --- PAVE .ENT (fYP SIDEWALK (TYP) HEAVY:DUTY� ADA RAMP #11 8612 CURB & .......... . II BUTTER (TYP) ,; BITUMINOUS L................... — ........... .. TYP �,_ Y PER 7/C4:: SS ..................... . ,... = 7s AVEMENT (TYP) — -- .`. -� :. ------ — — ---� .�::::::::::::::::::::::::::::::::::::........................ .: n END CURB & END CURB & Y. i. i .. f ......... — ER W/ FT 1T TTER'W/ 2-FT a °.. " ..a..... . .........................& TAPER (TYP) TAPER (TYP) ......... B612 CURB GUTTER (TYP) END CUR & Ww CURB GUTTER (TYP) ADA RAMP #12 MATCH EXISTING L BITUMINOUS TAPER (TiP)2 FT n GUTTER PER 7/C4 (TYP) CURB & GUTTER J TRAIL (TYP) MATCH EXISTING S ' ' ' '(TYP) ' GZ HABITUMINO ' > CONCRETE BITUMI INIOUS < <---- BACK OF CURB (TYP) PAVE NT TYP SIDEWALK (TYP) TRAIL I YP) S II RI .97 MATCH EXISTING n RIM= 964.43 ) — INV= 55. 7 I IN = °26 I n CURB CUT (TYP) RIM= 964.06 n AD RAMP #10 MATCH EXISTING I INV= 959.98 PER /C4 (T P) BITUMINOUS TRAIL I INV= 958.00 MAT H EXISTING v (TYP) RIM= 964.88 I n MATCH E G P EMENT (TYP) INV= 961.73 l BACK OF CURB NOTE: CONTRACTOR SHALL MATCH EXISTING OBTAIN WRITTEN PERMISSION CURB & GUTTER FROM ADJACENT PROPERTY (TYP) OWNER FOR WORK COM ETED ON ADJACENT PROPERTY. SURFACING NOTES: Provide to City prior to the start of work FM FM -BITUMINOUS TRAIL (TYP) NOTE: REMOV IS°fING BITUMINOUS PAVEMENT AS EC� SARY FOR NEW DRIVEWAY ENT NCE. REPLCE BITUOUS°PAVEMENT AS NEC SS PER ITY REQUIREMENTS. ?B612 CURB & GUTTER (TYP) NOTE: CONTRAC OR WkLL OBTAIN ALL NEC SSARY PERMITS FOR WO K WITHIN THE PU C RIGH-OF;,WA MATCH EXISTING ° N O N C) O / O W U) J Q G °z° SCHULTZ ENGINEERING & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 5; PH: (320) 339-0669 U FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, O SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY rr LICENSED ENGINEER UNDER THE LAWS � OF THE STATE OF MINNESOTA Z O U Ir O LL. OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 0}C REVISIONS Q Z_ J W NO. >> v RETAINING WALL #2 2-FT CONCRETE ALL HEIGHT = 0 TO 4.4-FT� GUTTER @ 0.46� (TYP) LENGTH = 301-FT , MATCH EXISTING B612 CURB & SIDEWALK (TYP) [GUTTER (TYP) Provide ped ramps meeting ADA requirements NOTE: REMOVE EXISTING BITUMINOUS PAVEMENT, SIDEWALK, AND CURB & GUTTER AS NECESSARY NOTE: CONTRACTOR SHALL FOR NEW DRIVEWAY ENTRANCE. OBTAIN ALL NECESSARY PERMITS FOR WORK WITHIN REPLACE BITUMINOUS PAVEMENT, SIDEWALK THE PUBLIC RIGHT-OF-WAY. AND CURB & GUTTER AS NECESSARY PER CITY REQUIREMENTS. CONCRETE DRIVEWA MATCH EXISTING BITUMINOUS PATCH PER CITY REQUIREMENTS (TYI PER 5008/C3 (TYP) PAVEMENT (TYP) >> >> >> » MATCH EXISTING MATCH EXISTING CURB & GUTTER CURB & GUTTER (TYP) < (TYP) < < < B612 CURB & < —<_< GUTTER (TYP)n MATCH EXISTING ................ . SIDEWALK (TYP) F^:::ssssssssssss;;;;:s:;:;:;:;:.:: . ............. O MATCH EXISTIN( >> SIDEWALK (TYP) v " >> » MATCH EXISTING B612 CU \ SIDEWALK (TYP) GUTTER FM FM n w�_ N_ MEE 0 . , _II — ►. OF v - -_ --- .....-....... .......... ° -�-a- - --- PAVE .ENT (fYP SIDEWALK (TYP) HEAVY:DUTY� ADA RAMP #11 8612 CURB & .......... . II BUTTER (TYP) ,; BITUMINOUS L................... — ........... .. TYP �,_ Y PER 7/C4:: SS ..................... . ,... = 7s AVEMENT (TYP) — -- .`. -� :. ------ — — ---� .�::::::::::::::::::::::::::::::::::::........................ .: n END CURB & END CURB & Y. i. i .. f ......... — ER W/ FT 1T TTER'W/ 2-FT a °.. " ..a..... . .........................& TAPER (TYP) TAPER (TYP) ......... B612 CURB GUTTER (TYP) END CUR & Ww CURB GUTTER (TYP) ADA RAMP #12 MATCH EXISTING L BITUMINOUS TAPER (TiP)2 FT n GUTTER PER 7/C4 (TYP) CURB & GUTTER J TRAIL (TYP) MATCH EXISTING S ' ' ' '(TYP) ' GZ HABITUMINO ' > CONCRETE BITUMI INIOUS < <---- BACK OF CURB (TYP) PAVE NT TYP SIDEWALK (TYP) TRAIL I YP) S II RI .97 MATCH EXISTING n RIM= 964.43 ) — INV= 55. 7 I IN = °26 I n CURB CUT (TYP) RIM= 964.06 n AD RAMP #10 MATCH EXISTING I INV= 959.98 PER /C4 (T P) BITUMINOUS TRAIL I INV= 958.00 MAT H EXISTING v (TYP) RIM= 964.88 I n MATCH E G P EMENT (TYP) INV= 961.73 l BACK OF CURB NOTE: CONTRACTOR SHALL MATCH EXISTING OBTAIN WRITTEN PERMISSION CURB & GUTTER FROM ADJACENT PROPERTY (TYP) OWNER FOR WORK COM ETED ON ADJACENT PROPERTY. SURFACING NOTES: Provide to City prior to the start of work FM FM -BITUMINOUS TRAIL (TYP) NOTE: REMOV IS°fING BITUMINOUS PAVEMENT AS EC� SARY FOR NEW DRIVEWAY ENT NCE. REPLCE BITUOUS°PAVEMENT AS NEC SS PER ITY REQUIREMENTS. ?B612 CURB & GUTTER (TYP) NOTE: CONTRAC OR WkLL OBTAIN ALL NEC SSARY PERMITS FOR WO K WITHIN THE PU C RIGH-OF;,WA MATCH EXISTING ° N O N C) O / O W U) J Q G °z° SCHULTZ ENGINEERING & SITE DESIGN U 18 SOUTH RIVERSIDE AVENUE, SUITE 230 J SARTELL, MINNESOTA 56377 5; PH: (320) 339-0669 U FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com Z I HEREBY CERTIFY THAT THIS PLAN, O SPECIFICATION OR REPORT WAS U PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT i AM A DULY rr LICENSED ENGINEER UNDER THE LAWS � OF THE STATE OF MINNESOTA Z O U Ir O LL. OBRIAN J. SCHULTZ, PE Z LICENSE NO.: 43129 DATE: xx/xx/2024 0}C REVISIONS Q Z_ J W NO. DATE DESCRIPTION I xx/xx/2024 2 xx/xx/2024 3 xx/xx/2024 4 xx/xx/2024 CURB & GUTTER Show dimensioning of all (TYP) parking areas and entrances BITUMIN CV.PER -Include separate site plan REQUI TS TYP) as necessary 100 ° MATC PAVE EXISTING NS P °E° TY°1 - SCHULTZ ENG. PROJECT NO.: 24024 D CURB & ISSUE DATE: xx/xx/2024 GU RW/2-FT TAPER YP) DRAWN BY: NES REVIEWED BY: BJS I MATCH TIN © SCHULTZ ENGINEERING & SITE CURB & GUT (TYP) DESIGN, PLLC 2024 Provide ped ramps meeting ADA requirements 8 I 1. SUBGRADES SHALL BE SCARIFIED AND COMPACTED AS NECESSARY TO ATTAIN THE REQUIRED COMPACTION INDICATED IN THE GENERAL NOTES (SHEET Cl). TEST ROLLING OF THE SUBGRADE SHALL BE OBSERVED BY A QUALIFIED GEOTECHNICAL ENGINEER OR TECHNICIAN. LOCATIONS EXHIBITING EXCESSIVE RUTTING (PER MNDOT SPEC. 21 1 1) SHALL BE REPAIRED TO THE SATISFACTION OF THE ENGINEER PRIOR TO THE PLACEMENT OF AGGREGATE BASE. COMPACTION TESTING IN UTILITY TRENCHES SHALL BE PERFORMED BY AN INDEPENDENT TESTING FIRM. 2. AGGREGATE BASE AND SURFACE COURSES SHALL BE ROLLED AND COMPACTED. TEST ROLLING OF THE AGGREGATE BASE AND/OR SURFACING SHALL BE OBSERVED BY A SOILS ENGINEER TO VERIFY STABILITY. MAXIMUM ALLOWED DEFLECTION DURING TEST ROLLING OF AGGREGATE BASE OR SURFACE COURSES SHALL BE 1/2". 3. ALL EXISTING BITUMINOUS OR CONCRETE EDGES, WHICH WILL ABUT NEW BITUMINOUS OR CONCRETE SURFACING SHALL BE SAWCUT TO OBTAIN A VERTICAL EDGE. 4. EXPANSION JOINTS SHALL BE PLACED AT ALL LOCATIONS WHERE NEW CONCRETE ABUTS EXISTING CONCRETE, AND AT ALL LOCATIONS WHERE SEPARATE CONCRETE POURS ABUT EACH OTHER. 5. CONCRETE PAVEMENT OR APRONS, WHICH ABUT DOORWAY OPENINGS SHALL BE TIED TO THE FLOOR SLAB WITH #4 BARS ALONG THE ENTIRE WIDTH OF THE DOORWAY. SEE DETAIL ON SHEET C3. 6. SEE SHEET Cl FOR SPECIFICATIONS REGARDING THE CONSTRUCTION OF HARDSCAPES CIVIL SHEET INDEX C1 -STANDARD NOTES & SPECS. C2 - STANDARD DETAILS C3 - STANDARD DETAILS C4 - STANDARD DETAILS C5 - GRADING PLAN C6 - SWPPP - STANDARD NOTES C7 - SWPPP - STANDARD DETAILS C8 - SWPPP - PLAN VIEW C9 - UTILITY PLAN C10 - PAVING PLAN FAIRFIELD INN AND SUITES DEEPHAVEN, LOT 3, BLOCK 1 MONTICELLO, MN PAVING PLAN SCALE: 1 "=30' 0 30 60 CIO � ciTv of � Monticello June 20th, 2024 Re: Good Neighbor CUP City Planning File # 2024-29 General Comments PHONE:763-295-2711 FAX:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 The City is not responsible for errors and omissions on the submitted plans. The owner, developer, and engineer of record are fully responsible for changes or modifications required during construction to meet the City's standards. After review of the most recent land use application plans dated 6-13-24 for the proposed development in the City of Monticello, we have determined the following based on the 2020 MN State Fire Code: 1. The applicant will verify that all access drive spacing in the parking lots are at least 24ft wide for aerial apparatus access and circulation within this lot. The allowed decrease is from the required 26 feet width specified in Fire Code Appendix D105.2. 2. The applicant will verify and provide full turning radius in access roads for the City's aerial apparatus as required in Fire Code Appendix D103.3. 3. The City of Monticello has adopted appendix P of the fire code. This requires that a building have adequate first responder radio coverage. Please work with the Fire Inspector to comply with this section. 4. The city requires that you install a fire keybox on the outside of your building. Please work with the Fire Inspector on this requirement. 5. We require that you work with the Fire Chief/Fire Inspector on locating your Fire Department Connection for the sprinkler system. The Fire Inspector must approve the ocation before it is installed. www.ci.monticello.mn.us Monticello PHONE:763-295-2711 FAx:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 6. Finally, we are requiring hydrant spacing at 400 feet based on Fire Code Section 507.5.1 exception number 2. These items are subject to approval of the Monticello Fire Chief and Fire Inspector. This is a preliminary list of items that would need to be addressed. Please have the applicant provide a written response addressing the comments above. Please contact the Department of Building Safety with any questions. Sincerely, d%1 Chief Building Official/Zoning Administrator www.ci.monticel lo.mmus Planning Commission Agenda — 07/02/2024 2D. Public Hearine - Consideration of an Amendment to the Monticello Citv Code. Title XV: Land Usage, Chapter 153: Zoning Ordinance, Sections 153.012 — Definitions, 153.028 — Specific Review Procedures & Requirements, 153.090 — Use Table, & 153.091— Use - Specific Standards related to Contractor's Yard — Temporarv. & Extraction of Minerals/Materials as Principal and Interim Uses including Definitions, Use -Specific Standards. & other reeulations as necessary to define and limit the intent or application of the proposed amendment. Applicant: City of Monticello. Prepared by: Meeting Date: Council Date (pending Stephen Grittman, Grittman 07/02/2024 Commission action): Consulting, City Planner 07/22/2024 Additional Analysis by: Community Development Director, Community & Economic Development Coordinator ALTERNATIVE ACTIONS Decision 1: Consideration of amendments to the Zoning Ordinance regulating Temporary Contractors' Yards, Extraction and Mining Uses, and related sections. 1. Motion to adopt Resolution No. PC-2024-22 recommending approval of an Amendment to the Monticello Zoning Ordinance Sections 153.012 — Definitions, 153.028 — Specific Review Procedures & Requirements, 153.090 — Use Table, and 153.091— Use -Specific Standards related to Contractor's Yars — Temporary, and Extraction of Minerals/Materials as a Principal and Interim Uses including Definitions, Use -Specific Standards, based on findings in said ordinance. 2. Motion to deny adoption of Resolution No. PC-2024-22 recommending approval of an Amendment to the Monticello Zoning Ordinance Sections 153.012 — Definitions, 153.028 — Specific Review Procedures & Requirements, 153.090 — Use Table, and 153.091— Use - Specific Standards related to Contractor's Yars— Temporary, and Extraction of Minerals/Materials as a Principal and Interim Uses including Definitions, Use -Specific Standards, based on findings made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-22. REFERENCE AND BACKGROUND Property: Legal Description: N/A PID #: N/A Planning Case Number: 2024-24 Request(s): Amendment to the Zoning Ordinance regulating Extraction 1 Planning Commission Agenda — 07/02/2024 of Materials/Minerals and Temporary Contractors' Yards, and facilities related to such uses. Deadline for Decision: July 7, 2024 (60-day deadline) September 5, 2024 (120-day deadline) Land Use Designation: N/A Zoning Designation: N/A Overlays/Environmental Regulations Applicable: N/A Current Site Uses: N/A Surrounding Land Uses: N/A Project Description: The proposed amendments supplement existing City zoning regulations managing the temporary use of land for construction of public infrastructure and/or materials mining activities. By their nature, these uses are limited in time, but for their duration, have the potential for significant impacts on both the surrounding area in which they are located, the streets and other infrastructure they utilize during their operation, as well as the condition and future use of the land they occupy. ANALYSIS City staff is proposing a series of amendments to the regulations pertaining to the use classification "Extraction of minerals". The updates are considered to be valuable improvements over the existing language, better protecting the City, the neighborhoods which may be near these uses, and the public infrastructure used or impacted by these activities. The Definitions are designed to better identify the uses or processes of Extraction and Excavation, and then the allowance for Temporary Contractor's Yards within certain locations. For the first two, the distinction is that Extraction is designed to excavate for the purpose of removing the soil contents for use elsewhere — such as sand or gravel. Excavation is a grading activity, which while material may be removed from the site, it is specifically related to a construction project. The additional Extraction language is drawn largely from the recent updated amendments made to the Wright County zoning regulations, which are also effective in the Monticello Orderly Annexation Area. The ordinances do not align perfectly as the proposed City regulations are slightly more restrictive in some areas. Planning Commission Agenda — 07/02/2024 The attached ordinance language is presented in redline, relating to Definitions (Section 153.012) and three sets of Industrial Use Standards in Section 153.091 related to Temporary Contractor's Yard (F)(4), Extraction of Materials (F)(5), and Land Reclamation (F)(6). The regulations proposed include additional Definitions language for Extractive Use (by adding reference to local ordinance regulations) and Contractor's Yard —Temporary (creating a new Definition. For Temporary Contractor's Yards, the proposed amendment adds language related to the protection of local streets from the heavy use by contractor's equipment, and specifically keeps such traffic from residential streets, except when the City Engineer finds that a particular local street is needed for access to a construction site. For Extraction, the proposed amendment makes two technical changes - (1) Limiting the Interim Use Permit period to a 5-year interval, after which a new IUP would be required, and (2) add the Pointes at Cedar District to a viable location for extractive uses and deleting prior commercial district language. The proposed language further adds a significant amount of clarifying detail to the expectations for Extraction IUPs, including performance standards, submission requirements, and financial security provisions. As noted above, much of this language is borrowed from the Wright County ordinances. Finally, a Land Reclamation plan is also included as an integral part of an Extraction IUP. Land Reclamation permits require a separate Conditional Use Permit. STAFF RECOMMENDED ACTION Staff recommends approval of the amendments; the amendments to strengthen the City's ability to manage mining and extraction uses. While it is acknowledged that utilization of the sand and gravel resources is a necessary requirement of responsible development, these uses can also create significant impacts on the locations in which they are sited. The proposed amendments are intended to address those impacts. SUPPORTING DATA A. Resolution PC-2024-22 B. Draft Summary of Ordinance Amendments C. Monticello Zoning Ordinance, Excerpts D. Wright County Ordinance, Excerpts E. Monticello Official Zoning Map CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2024-22 RECOMMENDING ADOPTION OF AN ORDINANCE AMENDING THE ZONING ORDINANCE RELATED TO EXTRACTION OF MATERIALS, LAND RECLAMATION, AND TEMPORARY CONTRACTOR'S YARDS WHEREAS, the City of Monticello regulates Extraction of Materials, Land Reclamation, and Temporary Contractor's Yards by Interim Use Permit in a variety of locations; and WHEREAS, the zoning regulations applicable to these uses both facilitate and limit their locations in ways that the City finds are inadequate to utilize the resources while providing for adequate protections; and WHEREAS, the City finds that revision of the Code to add more specificity and direction is in the public interest; and WHEREAS, the Planning Commission held a public hearing on July 2n6, 2024 on the application and the applicant City of Monticello and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission of the City of Monticello makes the following Findings of Fact in relation to the recommendation of approval: The zoning amendment provides an appropriate means of furthering the intent of the Comprehensive Plan by focusing the ordinance regulations on the needs of the community. The proposed amendment makes no other changes to the nature of uses that would otherwise exist in commercial or industrial districts. The change in zoning language will accommodate reasonable and efficient operation of existing or new mining or contractor's facilities when working on public projects. 4. The change in language will have no expected impacts on public services, including sewer, water, stormwater treatment, and traffic which have been planned to serve commercial uses as expected. 5. The existing language of the code will benefit from additional consistency with the requirements of Wright County which are effective in the MOAA. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota, that the Planning Commission hereby recommends that the Monticello City Council approves the zoning amendment to modify the regulations applicable to Extraction of Materials, Land Reclamation, and Temporary Contractor's Yards as defined in the proposed ordinance. ADOPTED this 2nd day of July, 2024, by the Planning Commission of the City of Monticello, Minnesota. CITY OF MONTICELLO WRIGHT COUNTY, MINNNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2024-22 Paul Konsor, Chair ATTEST: Angela Schumann, Community Development Director 2 ORDINANCE NO.8XX AN ORDINANCE AMENDING THE MONTICELLO CITY CODE XV, CHAPTER 153.012, DEFINITIONS, AND SECTION 153.091 RELATED TO REQUIREMENTS REGULATING THE EXTRACTION OF NON-METALLIC MINERALS AND TEMORARY CONTRACTOR'S OPERATIONS THE CITY COUNCIL OF THE CITY OF MONTICELLO ORDAINS: SECTION 1. § 153.012 DEFINITIONS is hereby amended to add the following: EXCAVATION. The process of reshaping land at a construction site. This can include raising or lowering ground levels, adding or removing slopes or leveling the ground surface. In general, it has two main purposes: Creating proper drainage. Preparing land to bear weight. Excavation may remove soil or other materials from a site, but is distinguished from "Extraction" in that Excavation is specifically related to a construction project. Also "Grading". SECTION 2. § 153.012 DEFINITIONS is hereby amended to delete the following: SECTION 3. § 153.012 DEFINITIONS is hereby amended to read as follows: EXTRACTIVE USE. The use of land for surface or subsurface removal of materials for use off - site, including but not limited to sand, gravel, rock, idustrial MiReFal_ other nonmetallic minerals, and peat not regulated under M.S. §§ 93.44 to 93.51, and as regulated by this Chapter, as they may be amended from time to time. Also "Mining". CONTRACTORS YARD —TEMPORARY. A location on which a construction contractor operating with a current permit for construction of public utilities, infrastructure, or other protect on public property, rights -of -way, or public easements, stores equipment, temporary office space, vehicles, and materials for no more than a two-vear Deriod. SECTION 4. § 153.091 (F)(5) is hereby deleted in its entirety. SECTION 5. § 153.091 (F)(5) is hereby amended to read as follows: (5) Extractive Uses. a) All reeulations in this chapter shall be met. (b) Plans shall be provided to illustrate how the land will be left in a useable condition upon cessation of extraction activities, shall prove that the finished grade will not adversely affect the surrounding land or future development of the site on which the mining is being conducted, and the route of trucks moving to and from the site. ) The interim use permit authorizing the extraction of materials shall regulate: 1. The type(s) of material being mined on the site; 2. A program for rodent control; 3. A plan for fire control and general maintenance of the site; 4. Controls for vehicular ingress and egress, and for control of material disbursed from wind or hauling of material to or from the site; 5. A calendar of specific dates when mining operations will be conducted, including specific beginning and ending dates, but not for a period exceeding five (5) years from beginning to end of permit; and 6. The submission of a surety by the applicant in an amount determined by the Community Development Department to be equal to 100% of the value of the cost of restoring land whereupon mining is to occur and repairing the degradation of roadways used to transport soils. (d) On -site sales may be allowed as part of the interim use permit subject to all conditions established by the City Council to ensure the health, safety, and welfare of those visiting the site and of surrounding property owners. (e) For extraction of materials under this section within the Pointes at Cedar. B-3 or B-4 zoning districts, no such permit shall be issued except where: 1. The city has an interest in the subject property ownership; 2. The city is conducting the extraction under a contract with the fee title owner or representative; or 3. The city approves such a permit for another government agency and/or its contractor for a public proiect. (f) In the Pointes at Cedar (PCD) or A-O Districts. and at the citv's sole discretion. the IUP under this section may include screening, concrete mixing, asphalt plant operation, or other activities utilizing the raw materials being extracted from the site, provided the city finds that no adverse impact on adjoining property use will occur, including, but not limited to, noise, odors, dust, or other particulate matter. (g) For the purposes of this section, mining or excavation shall mean solely the removal of minerals, including sand, stone, clay, gravel, or soil in quantities of more than 100 cubic yards, and hauling of said materials from the site. For quantities of less than 100 cubic yards, or for projects that extract and relocate the materials on the same project site regardless of quantity, administrative grading permits may be issued without need for an IUP. 2 (h) For extraction operations which will last only one season, such as for public road construction protects, the City Council may issue a temporary extraction permit. Such permit may include the placement of a bituminous hot mix plant and other accessory equipment. Said permits shall only apply if the extraction site is to be opened, closed and reclaimed within one year. The Zoning Administrator may waive some of the information required by division (C) below in the case of a temporary extraction permit. A temporary extraction permit shall be administered as an interim use permit. (i) For extraction operations issued an Interim Use Permit under this section, the City may, at its sole discretion, approve the import of recyclable concrete or asphalt materials for the purpose of crushing and re -use of those materials off -site. No crushing, washing, refining, processing, or other recycling machinery shall be operated within 500 feet of any residential Property boundary, nor shall such machinery be operated for more than two (2) weeks in any calendar year. Any such crushing or similar activity shall be operational only during the hours of 8:00 a.m. and 6:00 p.m., Monday through Friday. (i) Any extraction IUP issued under this Section (5) shall include, as a component of the IUP, a mandatory Land Reclamation permit, as regulated under Section 153.091(F) (10) of this Section. (k) Information required. The following information shall be provided by the person requesting the permit: 1 Name and address of person requesting the extraction permit; 2 The exact legal property description and acreage of area to be mined- 3 The following maps of the entire site and to include all areas within 100 feet of the site. (a) Map A, existing conditions to include: (1) Contour lines at five two -foot intervals; (2) Existing vegetation; (3) Existing drainage and permanent water areas; (4) Existing structures; and (5) Existing wells. (b) Map B, proposed operations to include: (1) Structures to be erected; (2) Location of sites to be mined showing depth of proposed excavation, (3) Location of tailings deposits showing maximum height of deposits; (4) Location of machinery to be used in the extraction operation; (5) Location of storage of mined materials, showing height of storage deposits; (6)Location of vehicle parking, truck staging, queueing, or stacking area, access roads and local truck routes; (7) Location of storage of explosives, equipment, and other equipment materials; (8) Erosion and sediment control structures; - (9) Screening, berms, and proposed plantings, and (10) Location of leak containment structures, in the event of a petrochemical leak or spill. (c) Map C, reclamation plan to include: (1) All of the information required in Land Reclamation, Section 153.091 (F)(10). Financial Guarantee The City shall require a cash escrow, or irrevocable letter of credit in a form and from a financial institution acceptable to the City, to guarantee compliance with this Ordinance and terms and specifications of the interim use permit. The City shall have the right to use the financial guarantee to remove stockpiles, complete site rehabilitation, and correct other deficiencies or problems, in the event the owner or operator is in default of the permit obligations. The amount of financial guarantee shall be equal to five thousand ($5,000) dollars for every permitted acre or any other amount deemed acceptable by the City Council. The financial guarantee may be adjusted periodically to reflect ongoing progress, at the discretion of the Zoning Administrator, and shall remain in full force and effect until all conditions of the permit have been met, including site restoration. (m) Exceptions — An extraction permit shall not be required for any of the following: 1 Excavation for a foundation, basement, or other building activity, if such work has been properly permitted. 2 Excavation by city authorities or their contractors in connection with construction and maintenance of roads, highways, bridges, stormwater management protects, parks or utilities within the city limits of the City of Monticello, conducted solely within the related easement areas or rights -of -way. 3 Grading and removal of materials in accordance with the development of an approved plat or development, if the activity was reviewed as part of the approval process. SECTION 6. § 153.091 (F)(4) is hereby deleted in its entirety. SECTION 7. § 153.091 (F)(4) is hereby amended to read as follows: (4) Temporary Contractor's Yards. (a) Temporary contractor's yards shall be allowed only by interim use permit, subject to the standards of § 153.028(E). Id (b) Temporary contractor's yards shall be accommodated only in association with the construction of public infrastructure projects on public property, rights -of -way, or public easements. (c) Temporary contractor's yards shall be located only on property directly abutting a county, state or federal highway, and shall minimize use of local streets. No local streets may be used by Temporary Contractor equipment, with the exception of streets or utilities currently under construction or reconstruction for that purpose, or which are deemed necessary for such use by the City Engineer to provide access to a permitted construction site. (d) Such yards shall provide haul routes for approval by the City Engineer. (e) Such yards shall provide adequate securities, as determined by the City Council, for the restoration of any municipal infrastructure damaged due to the operation of the yard. (f) Such yards shall provide, as a condition of their permit, for adequate stormwater management, dust control, traffic control, and other requirements of the City Engineer. (g) Interim use permits for temporary contractor's yards shall include a restoration plan ensuring the restoration of the property to a condition meeting the zoning and nuisance standards of the citv. SECTION B. § 153.091 (F)(10) is hereby deleted in its entirety. SECTION 9. § 153.091 (F)(10) is hereby amended to read as follows: (10) Land reclamation. The interim use permit authorizing land reclamation shall require: (a) A finished grade plan which will not adversely affect the adjacent land; (b) The type of fill permitted; (c) A program for rodent control; (d) A plan for fire control and general maintenance of the site; (e) Controls for vehicular ingress and egress, and for control of material disbursed from wind or hauling of material to or from the site; (f) A soil erosion and sediment control plan; (g) A calendar of specific dates when land reclamation operations will be conducted, including specific beginning and ending dates; and (h) The submission of a surety by the applicant in an amount determined by the Community Development Department to be equal to 100% of the value of the cost of restoring land whereupon land reclamation is to occur and repairing the degradation of roadways used to transport soils. (i) Unless otherwise required by the City Council, a minimum of four (4) inches of clean, uncontaminated topsoil shall be placed on all final graded and rehabilitated areas. The peaks and depressions of the area shall be graded and backfilled to a surface which will result in a gently rolling topography in substantial conformity to the land area immediately surrounding area, and which will minimize erosion due to rainfall. No finished slope shall exceed 25% in grade. SECTION 10. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Chapter 153, Zoning Ordinance, and to renumber the tables, chapters and sections accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. SECTION 11. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall. ATTEST: Rachel Leonard, Administrator AYES: NAYS: Lloyd Hilgart, Mayor Con § 153.012 DEFINITIONS. EXTRACTION OF MATERIALS. The development or extraction of a natural resource in excess of 400 cubic yards from its natural occurrences on affected land without processing. EXTRACTIVE USE. The use of land for surface or subsurface removal of sand, gravel, rock, industrial minerals, other nonmetallic minerals, and peat not regulated under M.S. §§ 93.44 to 93.51, as they may be amended from time to time. LAND RECLAMATION. The reclaiming of land by the importation, depositing, or grading of soils in excess of 400 cubic yards so as to elevate the grade. § 153.090 USE TABLE. TABLE 5-1: USES BY DISTRICT Use Types Base Zoning Districts Additional Requirements "P" = Permitted "C" = Conditionally A R R R T R R M B B B B C C D P C D I B I 1 Permitted O A 1 2 N 3 4 H 1 2 3 4 C 1 2 "I" = Interim Permitted Industrial Uses Contractor's yard, I I I § 153.091(F)(4) temporary See Table See Ordinance Extraction of I I I I I § 153.091(F)(5) minerals 5- IA No. Land Reclamation j C j C j C j C j C j C j C j C j C j C j C j C j j C j C j C§ 153.091(F)(9) § 153.091 USE -SPECIFIC STANDARDS. (F) Regulations for industrial uses. (4) Contractors yard — temporary. (a) Temporary contractor's yards shall be allowed only by interim use permit, subject to the standards of § 153.028(E). (b) Temporary contractor's yards shall be accommodated only in association with the construction of public infrastructure projects on public property, rights -of -way, or public easements. (c) Temporary contractor's yards shall be located only on property directly abutting a state or federal highway, and shall minimize use of local streets. (d) Such yards shall provide haul routes for approval by the City Engineer. (e) Such yards shall provide adequate securities, as determined by the City Council, for the restoration of any municipal infrastructure damaged due to the operation of the yard. (f) Such yards shall provide, as a condition of their permit, for adequate stormwater management, dust control, traffic control, and other requirements of the City Engineer. (g) Interim use permits for temporary contractor's yards shall include a restoration plan ensuring the restoration of the property to a condition meeting the zoning and nuisance standards of the city. (5) Extraction of materials. (a) All regulations in this chapter shall be met. (b) Plans shall be provided to illustrate how the land will be left in a useable condition upon cessation of extraction activities, shall prove that the finished grade will not adversely affect the surrounding land or future development of the site on which the mining is being conducted, and the route of trucks moving to and from the site. (c) The interim use permit authorizing the extraction of materials shall regulate: 1. The type(s) of material being mined on the site; 2. A program for rodent control; 3. A plan for fire control and general maintenance of the site; 4. Controls for vehicular ingress and egress, and for control of material disbursed from wind or hauling of material to or from the site; 5. A calendar of specific dates when mining operations will be conducted, including specific beginning and ending dates; and 6. The submission of a surety by the applicant in an amount determined by the Community Development Department to be equal to 100% of the value of the cost of restoring land whereupon mining is to occur and repairing the degradation of roadways used to transport soils. (d) On -site sales may be allowed as part of the interim use permit subject to all conditions established by the City Council to ensure the health, safety, and welfare of those visiting the site and of surrounding property owners. (e) For extraction of materials under this section within the B-3 and B-4 zoning districts, no such permit shall be issued except where: 1. The city has an interest in the subject property ownership; 2. The city is conducting the extraction under a contract with the fee title owner or representative; or 3. The city approves such a permit for another government agency and/or its contractor for a public project. (f) In the B-3 and B-4 Districts, and at the city's sole discretion, the UP under this section may include screening, concrete mixing, asphalt plant operation, or other activities utilizing the raw materials being extracted from the site, provided the city finds that no adverse impact on adjoining property use will occur, including, but not limited to, noise, odors, dust, or other particulate matter. (g) For the purposes of this section, mining or excavation shall mean solely the removal of minerals, including sand, stone, clay, gravel, or soil in quantities of more than 100 cubic yards, and hauling of said materials from the site. For quantities of less than 100 cubic yards, or for projects that extract and relocate the materials on the same project site regardless of quantity, administrative grading permits may be issued without need for an IUP. (10) Land reclamation. The conditional use permit authorizing land reclamation shall regulate: (a) A finished grade plan which will not adversely affect the adjacent land; (b) The type of fill permitted; (c) A program for rodent control; (d) A plan for fire control and general maintenance of the site; (e) Controls for vehicular ingress and egress, and for control of material disbursed from wind or hauling of material to or from the site; (f) A calendar of specific dates when land reclamation operations will be conducted, including specific beginning and ending dates; and (g) The submission of a surety by the applicant in an amount determined by the Community Development Department to be equal to 100% of the value of the cost of restoring land whereupon land reclamation is to occur and repairing the degradation of roadways used to transport soils. Wright County, MN Code of Ordinances § 155.003 RULES AND DEFINITIONS. (30) CONTRACTORS YARD, NON-COMMERCIAL. Buildings and structures, including limited outdoor storage, located on the homestead of a contractor in the building trades or other similar business, for the purpose of storing machinery and equipment related to the business which is primarily conducted off -site. All storage and screening requirements in §§ 155.076 through 155.079 of this chapter must be met, all building size requirements must be met and the use must be clearly incidental to the primary use of the property as a homestead. (Pre-existing yards will not be required to obtain an interim use permit; provided, all ordinance requirements are met.) (43) EXTRACTIONAREA. Any non-agricultural artificial excavation of earth exceeding fifty square feet of surface area or two feet in depth, excavated or made by the removal from the natural surface of the earth, or sod, soil, sand, gravel, stone or other natural matter, or made by turning, or breaking or undermining of the earth. (92) MINING. The extraction of sand, gravel, rock, soil or other material from the land in the amount of one thousand cubic yards or more and the removing thereof from the site shall be MINING. The only exclusion from this definition shall be removal of minerals associated with construction of a building provided such removal is an approved item in the building permit. § 155.075 PURPOSE. (A) The performance standards established in this subchapter are designed to encourage a high standard of development by providing assurance that neighboring land uses will be compatible. The performance standards are designed to prevent and eliminate those conditions that cause blight. All future development in all districts shall be required to meet these standards. The standards shall also apply to existing development where so stated. The County Board shall be responsible for enforcing the standards. (B) (1) Before any building permit is approved, the Zoning Administrator shall determine whether the proposed use will conform to the performance standards. The developer or land owners shall supply data necessary to demonstrate such conformance. (2) Such data may include description of equipment to be used, hours of operation, method of refuse disposal and type and location of exterior storage. § 155.100 MINING AND EXTRACTION. (A) Purpose. Modern lifestyles create the indisputable need for a continued and uninterrupted supply of aggregate material. Accordingly, mining is a necessary land use that shall be balanced with the impact on the environment, health, welfare, safety, and quality of life of Wright County residents and future generations. The purpose of this section is to regulate mining operations so as to minimize conflicts with adjacent land uses and ensure that mining operations are reclaimed with a use compatible with surrounding land uses and a use as designated in the Comprehensive Land Use Plan. (B) Administration; permit review. (1) An interim use permit shall be required for all commercial mining operations. Said permit shall be valid for a period of time set by the County Planning Commission but shall not exceed ten years; after which, a new interim use permit shall be required. Except that an interim use permit for a hot mix asphalt plant shall not be issued for a term in excess of two years. (2) Persons requesting a mining permit shall submit said fee to the County Planning Commission together with all information required in this section. (3) For mining operations which will last only one season, such as for road projects, the Planning Commission may issue a temporary mining permit. Such permit may include the placement of a bituminous hot mix plant and other accessory equipment. Said permits shall only apply if the mining site is to be opened, closed and reclaimed within one year. The Zoning Administrator may waive some of the information required by division (C) below in the case of a temporary mining permit. A temporary mining permit shall be administered as an interim use permit. (4) If the request is denied, no reapplication shall be made for a period of six months. (C) Information required. The following information shall be provided by the person requesting the permit: (1) Name and address of person requesting the mining permit; (2) The exact legal property description and acreage of area to be mined; (3) The following maps of the entire site and to include all areas within 500 feet of the site. All maps shall be drawn to a scale as determined by the Zoning Administrator and submitted on scale -size paper, otherwise stated below: (a) Map A, existing conditions to include: 1. Contour lines at two -foot intervals; 2. Existing vegetation; 3. Existing drainage and permanent water areas; 4. Existing structures; and 5. Existing wells. (b) Map B, proposed operations to include: 1. Structures to be erected; 2. Location of sites to be mined showing depth of proposed excavation; 3. Location of tailings deposits showing maximum height of deposits; 4. Location of machinery to be used in the mining operation; 5. Location of storage of mined materials, showing height of storage deposits; 6. Location of vehicle parking, truck staging, queueing, or stacking area, access roads and local truck routes; 7. Location of storage of explosives, equipment, and other materials; 8. Erosion and sediment control structures; 9. Screening, berms, and proposed plantings; and 10. Location of leak containment structures, in the event of a petrochemical leak or spill. (c) Map C, end use plan to include: 1. Final grade of proposed site showing elevations and contour lines at two -foot intervals; 2. Location and species of vegetation to be replanted; and 3. Location and nature of any structures to be erected in relation to the end use plan. (4) A soil erosion and sediment control plan; (5) A plan for dust and noise control; (6) A full and adequate description of all phases of the proposed operation to include an estimate of duration of the mining operation; and (7) Any other information requested by the Planning Commission or Zoning Administrator. (D) Use restrictions. (1) Mining operations shall be an interim use in the Agricultural District. (2) The crushing, washing, refining or processing, other than the initial removal of material, shall be considered a separate interim use. (3) In stone quarries, the production or manufacturing of veneer stone, sills, lintels, cut flagstone, hearthstones, paving stone and similar architectural or structural stone and the storing or stockpiling of such products on the site shall be considered a separate interim use. (4) The manufacture of concrete building blocks or other similar blocks, the production or manufacture of lime products, the production of ready -mixed concrete and any similar production or manufacturing processes which might be related to the mining operation shall be considered as a separate interim use. (5) The crushing, heating, storage, washing, refining, or processing of asphalt or bituminous material for the production of bituminous asphalt material shall be considered a separate interim use. (6) A new interim use permit shall be required for any mining operation where the amount of imported material exceeds the amount of material extracted or the primary use changes from the extraction of aggregate resources to the processing of materials. (7) The Planning Commission may impose additional performance standards as part of the interim use permit. (E) Performance standards. (1) General provisions. (a) Weeds and any other unsightly or noxious vegetation shall be cut or trimmed as may be necessary to preserve a reasonably neat appearance and to prevent seeding on adjoining property. (b) No sand and gravel operation shall be conducted on parcels of less than 20 acres in size. This limitation shall not apply when the tract of land is contiguous to an active mining operation, provided that both tracts are being operated by the same sand and gravel producer. (c) All equipment used for mining operations shall be constructed, maintained and operated in such a manner as to minimize, as far as is practicable, noises and vibrations which are injurious or substantially annoying to persons living in the vicinity. All non -conforming uses shall apply for and obtain an interim use permit. (d) All hot mix asphalt plants must utilize odor control technology or additives to reduce the odors emitted from the hot mix asphalt plant. The applicant for a hot mix asphalt plant interim use permit shall state in their application the means and methods they will be utilizing for effective odor control. Any technologies or products used must be stated in the annual report if required under § 155.100(I). (2) Water resources. (a) The mining operation shall not be allowed to interfere with surface water drainage beyond the boundaries of the mining operation. (b) The mining operation shall not adversely affect the quality of surface or subsurface water resources. (c) Surface water originating outside and passing through the mining district shall, at its point of departure from the mining site, be of equal quality to the water at the point where it enters the mining site. The mining operator shall perform any water treatment necessary to comply with this provision. (3) Safety fencing. Any mining operation adjacent to a residential zone or within 300 feet of two or more residential structures shall comply with the following standards. (a) Where collections of water occur that are one and one-half feet or more in depth existing for any period of at least one month, and occupy an area of 700 square feet or more, all access to such collections of water shall be barred by a fence or some similarly effective barrier such as a snow fence at least four feet in height. (b) In locations where slopes occur that are steeper than one foot vertical to three feet horizontal existing for a period of one month or more, access to such slopes shall be barred by a fence or some similarly effective barrier such as a snow fence of at least four feet in height. (4) Mining access roads. The location of the intersection of mining access roads with any public roads shall be selected such that traffic on the access roads will have a sufficient distance of the public road in view so that any turns onto the public road can be completed with a margin of safety. Access roads connecting to public roads or highways shall be sufficiently wide to accommodate two-way hauling traffic. Intersections of public roads with access roads shall be maintained by the mine operator and shall be kept clean and free from mud, debris or asphalt tracked out from the mining site. Such intersections shall also be repaired by the mine operator if the public road surface or shoulders have broken down due to repeated traffic by mining trucks and equipment. The need for turn lanes, road improvements, maintenance, or repair will be determined by the road authority. Upon written notification from a local road authority directing the repair, maintenance, or other such actions due to the repeated traffic by mining trucks and equipment, the property owner or operator shall have 14 days to comply with the directives of the local road authority. If the property owner or operator fails to comply within that time, the Zoning Administrator may suspend any interim mining permit. Any suspension shall be in effect until all conditions or requirements from the local road authority are brought into compliance. No mining, extraction, or processing activities shall occur during a suspension. (5) Screening barrier. (a) To minimize problems of dust and noise and to shield mining operations from public view, a screening barrier shall be maintained between the mining site and adjacent residential and commercial properties. A screening barrier shall also be required between the mining site and any public road within 500 feet of any mining or processing operations. The type and extent of the barrier shall be set by the Planning Commission. The Planning Commission may waive or alter screening requirements in this section. (b) Existing trees and ground cover along public road frontage or property lines shall be preserved and maintained (or supplemented), for the depth of the roadside or property line setback, except where traffic safety requires cutting and trimming. (c) Any trees or shrubs approved for use as a screening barrier must be mature and at least six feet in height. Any tree or shrub which is overcome with disease or that is deceased must be replaced with a new mature tree at least six feet in height and of the same type within 30 days. All trees and shrubs must be irrigated as needed to prevent disease or death. (6) Setback. (a) Processing of minerals shall not be conducted closer than 100 feet to the property line, nor closer than 500 feet to any residential or commercial structures located prior to commencement of processing operations. The processing of minerals shall not be conducted within shoreland principal structure setback distances. (b) Mining operations, not to include berms or screening barriers, shall not be conducted closer than 30 feet to the boundary of an adjoining property line. (c) Unless approved in writing by the applicable road authority, mining operations, not to include berms or screening barriers, shall not be conducted closer than 30 feet to the right-of-way line of any existing or platted street, road or highway; except that, excavating may be conducted within such limits in order to reduce the elevation thereof in conformity to the existing or platted street, road or highway. (7) Appearance. All buildings, structures and plants used for the production of processing of sand and gravel shall be maintained in such a manner as is practicable and according to acceptable industrial practice as to assure that such buildings, structures and plants will not become dangerously dilapidated. (8) Days and hours of operation. (a) All mining operations shall be conducted between the hours of 7:00 a.m. and 7:00 p.m. Monday through Saturday, unless otherwise specified by the Planning Commission; (b) Any operations not conducted between the hours of 7:00 a.m. and 7:00 p.m. shall require a new or amended interim use permit. Such permits shall be granted for public or private emergency, for government work required by agency contracts, or whenever any reasonable or necessary repairs to equipment are required to be made. (c) Operations shall include the loading and unloading of trucks and the moving and processing of materials. Trucks may enter the mining site no earlier than 6:00 a.m. and leave the mining site no later than 7:00 p.m. At no time may trucks park, queue, or stack on public rights -of -way. The Planning Commission may authorize work outside of the restrictions stated herein as part of an interim use permit hearing. (d) Operations shall be prohibited on county designated holidays as of January 1, 2023. (9) Dust and dirt. (a) All equipment used for mining operations shall be constructed, maintained and operated in such a manner as to minimize, as far as practicable, dust conditions. (b) All mining operators will be responsible for providing water or other suitable methods to control dust on roads utilized by trucks hauling to or from mining operations. Roads that require cleaning or dust control because of mining operations shall be tended to when conditions warrant, or a potential safety hazard exists. (c) The Planning Commission may require dust control measures within mining operations when it is determined that airborne dust from extraction areas, processing activities, stockpiles, internal roads, or other mining related activities may create a public nuisance. Such dust control measures may include berming, landscaping, or enclosures for processing equipment. (10) Signage. An information sign shall be erected at the intersection of the primary access road and the public road servicing the site identifying the name of the company or landowner responsible for the operations at the site. This sign shall also include a telephone number(s) for the company or responsible landowner, shall be clearly visible from the public road, and shall conform to the signage requirements in § 155.097 of this chapter. (11) Other regulations. All operations must abide by all other local, state, and federal rules, laws, regulations and provisions. Any violation of these other provisions may result in the revocation of the interim use permit. (12) Inactivity. In the event less than 10,000 cubic yards of material has been removed from the mining operation in any five-year period, as indicated through the Aggregate Removal Tax program, the Planning Commission may require a hearing to review the facility and may terminate the mining permit. (F) Land rehabilitation. All mining sites shall be rehabilitated immediately after mining operations cease. The Planning Commission shall review and require a staged reclamation when applicable. Rehabilitation shall be complete within one year or within the terms specified in the interim use permit. The following standards shall apply. (1) Within 12 months after completion of mining activities or after termination of the permit, all equipment, vehicles, machinery, structures, processing plants, materials, and debris shall be removed from the site. (2) Unless otherwise stated by the Planning Commission, a minimum of four inches of clean, uncontaminated topsoil shall be placed on all final graded and rehabilitated areas. The peaks and depressions of the area shall be graded and backfilled to a surface which will result in a gently rolling topography in substantial conformity to the land area immediately surrounding area, and which will minimize erosion due to rainfall. No finished slope shall exceed 25% in grade. (3) For reclaimed areas that include water features, the banks of such features shall be sloped to the water line at a slope no greater than two feet horizontal to one foot vertical. (4) All restored areas shall be seeded with a mixture consistent with Minnesota Department of Transportation specifications for rights -of -way or a mixture recommended by the Wright County Soil and Water Conservation District, or returned to crop production, unless otherwise specified or approved by the Planning Commission. (5) The finished grade shall be such that it will not adversely affect the surrounding land or future development of the site upon which mining operations have been conducted. The finished plan shall restore the mining site to a condition whereby it can be utilized for the type of land use proposed to occupy the site after mining operations cease. (6) Unless otherwise amended or approved by the Planning Commission, all final grades and site restoration shall be consistent with Map C, the End Use Plan. (G) Financial guarantee. The county shall require a performance bond, cash escrow, or irrevocable letter of credit in a form and from a financial institution acceptable to the county, to guarantee compliance with this chapter and terms and specifications of the interim use permit. The county shall have the right to use the financial guarantee to remove stockpiles, complete site rehabilitation, and correct other deficiencies or problems, in the event the owner or operator is in default of the permit obligations. The amount of financial guarantee shall be equal to $5,000 for every permitted acre or any other amount deemed acceptable by the Planning Commission. The financial guarantee may be adjusted periodically to reflect ongoing progress, at the discretion of the Zoning Administrator, and shall remain in full force and effect until all conditions of the permit have been met, including site restoration. (H) Exceptions. A mining and extraction permit shall not be required for any of the following: (1) Excavation for a foundation, cellar, or basement of a building or subsurface sewage treatment system, if such work has been properly permitted. (2) Excavation by state, county, city, or township authorities in connection with construction and maintenance of roads, highways, bridges, or utilities conducted solely within the permanent easement areas or rights -of -way. (3) Grading and removal of materials in accordance with the development of an approved plat or development, if the activity was reviewed as part of the approval process. (I) Annual report. All property owners and operators with an active conditional or interim use permit, regardless of when the permit was issued, for mining shall submit for the previous year an annual report, on a form as provided by the Office of Planning and Zoning, to the Zoning Administrator in paper and electronic portable document format ("pdf') on or before January 31 of each year. The annual report form shall include at a minimum the following: (1) The actual rate of mining and the remaining minable reserves which includes at a minimum the operating life of the mine, including the rate of mining and anticipated changes in that rate, and the factors used to determine the minable reserves and changes which would expand or diminish such reserves; (2) The actual mining activities including the types, amounts, sequence, and schedule for mining the material on site and stockpiling materials, including the distinctions among all aggerate resources and waste material; (3) The actual reclamation activities including the methods, sequence, and schedules of reclamation which address the goals and meets the requirements of this chapter and any conditions of the permit held on file with the Wright County Office of Planning and Zoning; and (4) The amount and type of imported aggregate and imported material brought to the property; and (5) A map which depicts the status of mining, construction, reclamation, and watershed modifications, at a scale which is normally used by the operator for the mine planning purposes, which: (a) defines the shape and extent of the aggregate material which will support the operating life of the mine; and (b) identifies all known and inferred mineral reserves or resources which are located within the mining area but which have not been included as part of the mining plan; (c) identifies lands proposed for use as vegetative reference and screening areas, depict the detailed drainage patterns for waters which may contact leachable materials; and (d) depicts at appropriate intervals, approved by the Zoning Administrator, the status of: all mining (including shape, extent, and content) and reclamation (including contouring, dust control, temporary stabilization, vegetation, and deactivation) of each: stockpile, basin, mine, drainage control, settling basin, and auxiliary facilities. (6) Failure to timely file an annual report is prima facia evidence that the gravel operation is inactive. (Ord. 18-4, passed 6-19-2018; Ord. 23-1, passed 5-2-2023) § 155.101 LAND ALTERATIONS. (A) Permit required. (1) A land alteration permit shall be required in all cases where excavation, grading and/or filling of any land within the county would result in a substantial alteration of existing ground contour or would change existing drainage or would cause flooding or erosion or would deprive an adjoining property owner of lateral support and would remove or destroy the present ground cover resulting in less beneficial cover for present and proposed development, uses and enjoyment of any property in the county. (2) (a) Substantial alteration shall be defined as the extraction, grading or filling of land involving movement of earth and materials in excess of 50 cubic yards in the shorelands districts, and in excess of 500 cubic yards in all other districts except drain tiles and ditch cleaning in agricultural areas. Such substantial alteration shall require a conditional use permit. (b) The creation of wildlife ponds, pollution control structures and erosion control structures shall not require a conditional use permit, provided that said construction is approved by an official of the Soil and Water Conservation District and abides by all other applicable rules, regulations and ordinances. (3) The extraction, grading or filling of land involving the movement of earth and materials in excess of ten cubic yards within shore, bluff impact zones or steep slopes in shoreland areas shall require an administrative permit, but not a conditional use permit. (4) Public road improvement projects, and grading and excavation directly related to such projects (not to include gravel pits), shall not require a land alteration permit; provided, the work is directly supervised by the County Engineer or the governing body of a local unit of government. (5) A land alteration permit is also required from the county and from the Commissioner of Natural Resources for any alteration in the Floodplain District and the Shorelands Districts. Such alteration shall include any filling, dredging, channeling or any other work in the beds of public waters which would change the course, current or cross-section of a public water. (6) A land alteration permit shall be valid for a period of six months from the date of issue. A land alteration permit shall be administered in the same manner as a conditional use permit. (B) Requirements. Before the issuance of a land alteration permit or an administrative land alteration permit, it must be established that all of the following conditions are met. These conditions must also be adhered to during the issuance of construction permits, permits, conditional use permits, interim use permits, variances and subdivision approvals. (1) Grading or filling in any type 2, 3, 4, 5, 6, 7 or 8 wetland must be evaluated to determine how extensively the proposed activity would affect the following functional qualities of the wetland (this evaluation must also include a determination of whether the wetland alteration being proposed requires permits, reviews or approvals by other local, state or federal agencies such as a watershed district, the state's Department of Natural Resources or the United States Army Corps of Engineers. The applicant will be so advised): (a) Sediment and pollutant trapping and retention; (b) Storage of surface runoff to prevent or reduce flood damage; (c) Fish and wildlife habitat; (d) Recreational use; (e) Shoreline or bank stabilization; and (f) Noteworthiness, including special qualities such as historic significance, critical habitat for endangered plants and animals or others. (2) Alterations must be designed and conducted in a manner that ensures only the smallest amount of bare ground is exposed for the shortest time possible. (3) Mulches or similar materials must be used, where necessary, for temporary bare soil coverage and a permanent vegetation cover must be established as soon as possible. (4) Methods to minimize soil erosion and to trap sediments before they reach any surface water feature must be used. (5) Altered areas must be stabilized to acceptable erosion control standards consistent with the field office technical guides of the local soil and water conservation districts and the United States Soil Conservation Service. (6) Fill or excavated material must not be placed in a manner that creates an unstable slope. (7) Plans to place fill or excavated material on steep slopes must be reviewed by qualified professionals for continued slope stability and must not create finished slopes of 30% or greater. (8) Fill or excavated material must not be placed in bluff impact zones. (9) Any alterations below the ordinary high water level of public waters must first be authorized by the Commissioner under M.S. §§ 103G.301 through 130G.315, as it may be amended from time to time. (10) Alterations of topography must only be allowed if they are accessory to permitted, interim, or conditional uses and do not adversely affect adjacent or nearby properties. (11) Placement of natural rock riprap, including associated grading of the shoreline and placement of a filter blanket, is permitted if the finished slope does not exceed three feet horizontal to one foot vertical, the landward extent of the riprap is within ten feet of the ordinary high water level, and the height of the riprap above the ordinary high water level does not exceed three feet. (C) Connections to public waters. Excavations where the intended purpose is connection to a public water, such as boat slips, canals, lagoons, and harbors, require a conditional use permit. Permission for excavations may be given only after the Commissioner has approved the proposed connection to public waters. (Ord. 18-4, passed 6-19-2018; Ord. 23-1, passed 5-2-2023) L Planning Commission Agenda—07/02/24 4A. Community Development Director's Report Council Action on/related to Commission Recommendations Consideration of an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Section 153.012 — Definitions, and 153.091— Use - Specific Standards related to Wrecker & Towing Services as a Principal Use including Definitions, Use -Specific Standards, and other regulations as necessary to define and limit the intent or application of the proposed amendment. Applicant: City of Monticello Approved on the City Council consent agenda on 6124124. Consideration of a Request for Conditional Use Permit for Wrecker & Towing Services as a Principal Use in the B-3, Highway Business District. Applicant: Nick Christenson Approved on the City Council consent agenda on 6124124. • Consideration of a Request for Preliminary & Final Plat of Cedar Street Storage; Revocation of an Existing Conditional Use Permit for Planned Unit Development; Development & Final Stage Planned Unit Development; Rezoning to Planned Unit Development. Applicant: Bruce Stainbrook Approved on the City Council consent agenda on 6124124. Consideration of an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Section 153.091, Use -Specific Standards, as related to Day Care Centers as a Principal Use in the Industrial & Business Campus (IBC) District. Applicant: City of Monticello Approved on the City Council consent agenda on 6124124. Floodplain Ordinance The DNR has certified and FEMA has accepted Monticello's recent floodplain ordinance amendments. The amendments adopt the updated Flood Insurance Rate Maps (FIRM) and Flood Insurance Study for Wright County. These documents were effective June 20, 2024. Adoption of the updated floodplain information allows Monticello to remain in the National Flood Insurance Program. Staff will continue to work with residents as they receive information regarding any requirements for flood insurance. National Night Out — August 6, 2024 As part of continuing efforts to strengthen relationships with our multi -tenant neighborhoods, we will be partnering with Deephaven to host a National Night Out event on August 6. The event will focus on building community and safe neighborhood awareness. We will also use the event as an opportunity to inform area residents about the local option sales tax and the neighboring Pointes project. Development Status Current status update through June is attached. MONTICELLO DEVELOPMENT PROJECTS Haven Ridge West Residential Near the Southeast corner of 85th Street NE and Fallon Ave NE, Also South of Concept Stage review, for a planned unit development for a 29&unit residential Reviewedpn3/4/2D24 Post Concept Stage PUD, Pre -Development Stage PUD Appliwtion Submittal 85th Street NE between Eislele Ave NE and Edson Ave NE development with various lot sizes and towhhome section 88 acre parcel bounded by The Meadows to the North, Highway 25 W the Concept Stage review for a planned unit development for a multi -phase Medical Office ProjectV Commercial/Light l ndurtrial West, 85th Street NE to the South, and the Featherston, Residential on roux y quen p privy Buildingsroughly 25 acres, with subsequent hases of to developmentto follow. Reviewed on 3/25/2024 Port Concept Stage PUD, Pre -Development Stage PUD Application Submittal neighbohood to the East General Equipment Industrial 13 acre parcel along CSAH 39 and Wert Chelsea Road Concept Stage review for planned unit development for Machinery/ Truck Repair and Sales To be reviewed on 712124 P-ding Land Use Application Projects Mastercraft Outdoors PUD P.ject Type Industrial Add—,/L111h1 n ... ripti— 1A6 acre vacant lot along the Wes[ side of Fallon Ave NE between Washburn Development Stage review for a planned unit development of a vacant site for an Industrial App—al D- & lrf� To be reviewed on 7/2/24 P,.g,e,, Ron- Post ConcetSta PUD, Pre-Develp StaePUDApplication Submittal P Stage pmen[ g Computer Group and Nodantl Truck Sales Service use 6321E. Broadway Street bound by Interstate 94 to the North and East Oevelopment Stage PUD and preliminary plat for a 76-room hotel, 15,000 square -foot event Broadway Plaza PUO Commercial Broadway Street to the South center, 6,800 square -foot restaurant, and a 6,0W square -foot port -frame building. To be reviewed on 7/2/24 Post Concept Stage PUD, Pre -Development Stage PUD Application Submittal Development Stage Permit (CUP) for construction of a 98-room hotel and restaurant in the Port Pointes at Cedar Concept Plan Submittal Review Meeting, Pre- GoodNeighbor- Pointes at Cedar Development Commercial Along south side of Chelsea Road directly north of Deephaven Apartmems northern"Populus" biome of the Pointes at Cedar District To be reviewed on 7/2/24 Development Stage Permit Application Submittal P-1—by Approved Pmj-� Savanna Vista Apartments P,.icct Type Residential Arbor ss/L—til n Southeast area of The Pointesat Cedar Description 2100 unit multi -family ap—a- App—.1 Do. & Info 12/13/2D21 P,,R Ron - Under Construction- First Building Ant. Complete in Summer Twin Pines Apartments Residential South Side of School Blvd. East of Wal-Mart 96 multi -family unit apartment building 2282022 yet to Break Ground/Received Plat Ext. on 1/22/24 Block 52 Redevelopment Mixed -Use NE Corner of Highway 25 and Broadway St 87 multi -family units with rpugly 30,000 sq ft of 1A Roar commercial 7112022 Received Temporary CO/Residenial Units Being Rented Featherstone 6th Addition Residential North of 85th St NE and West of Highway 25 21 Single-family lots with commercially guided outlets for future development 425-2 Under Construction(Last New Const. Permit Pulled) Haven Ridge 2nd Addition Residential South of Farmstead Ave and West of Fallon Ave NE 59 Single -Family Lot Development Reapproved 8/28/2023 Site Grading Commenced (Building Permits Being Issued) Headwaters West Development Residential AIonR South side of 7th St W between Elm St and Golf Course Rd 82 Twinhomes Senior 55+Development 4222024 Under Construction Sunny Days Therapy Commercial Along South side of 7th St E West of Old McDonald's Location Development of an Occupational Child Therapy Facility 8222022 Completed- Ribbon Cutting was held on 11/16/2023 Cam ping World Commercial 3801 Chelsea Rd Installation ofan attached paint booth(1,100 sq ft) 812/2— Nearing Completion Wife Tools USA Industrial Along South Side of 7th St E across from Wright St and Ramsey St New construction light manufacturing(72,540 sq ft) 11/28/2D22 Completed- Ribbon Cutting on 4/9/2024 Scooter's Coffee Commercial 1007th St W. New Construction of Drive -Through Coffee Shop 1232023 Completed Deephaven 3 (Lot 2) Comm cial Southeast corner of Cedar Stand Chelsea Rd New Construction ofa Clinic/Medical Service Facility (30,000 sp ft) N/A (Permitted Use) Nearing Completion JimmyJ.hns/Baskin Robbins Commercial Southeast Cornerof0akwood Drive E and Cedar Street New Construction of Quick Service Restaurant with Drive -Through Service 1222024 Not Started Big River Vacant property north of Chelsea Rd, south of Interstate 94, and west of PUD for New Construction of two commercial lots for a quick -service restaurant and Commercial Fenning Avenue coffee shop, with 6lots platted for subsequent commercial development. 482024 Commenced Panes Bread Commercial Vacant Lot west of Mattress Firm/AT&T location on E. 7th Street New Construction of a Panera Bread Location (Restaurant and Drive -through service) in the 31, Regional Business District 5 28 2024 Not Started Holiday Store EV Charging Stations Commercial 110 Oakwood Drive E. Installation of up to 12 Electric Vehicle Chaminx Stations in Lot behind Building 5/28/2024 Not Started StoraRoU.1,(Dundas Site) PUD and Plat Commercial 36DundasRoad (Southeast corner of Cuntlas Road and Cedar Street) Preliminary&Final Platof Cedar Street Stprage,Dev.& Final Stage PUD for expansion of permanent storage area 6242024 Approved; Not Started Bob's Towing Conditional Use Permit Commercial 219Sandberg Road Conditional Use Permit Request for Wrecker& Towing Service asa Principal Use in the B-3, Highway Business District 624 029 Approved; Not Started