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Planning Commission Agenda - 02/06/2024
REGULAR MEETING – PLANNING COMMISSION Tuesday, February 6, 2024 – 6:00 p.m. Mississippi Room, Monticello Community Center MONTICELLO PLANNING COMMISSION WORKSHOP MEETING Monticello Community Center – Academy Room 5:00 p.m. 2023 Year in Review 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 Meeting Minutes • Joint Workshop Meeting Minutes—January 2, 2024 • Regular Meeting Minutes—January 2, 2024 F. Citizen Comment 2. Public Hearings A. Continued Public Hearing - Consideration of a Request for an Amendment to the Country Club Manor 2nd Addition PUD District, as related to principal residential use for development of 22 units of twinhomes; Request for Preliminary Plat of Country Club Manor 4th Addition. Applicant: Michael Hoagberg B. Consideration of Request for Conditional Use Permit for Accessory Structures Exceeding 1,200 Square Feet in the R -A, Residential Amenities District. Applicant: Dave Kasper C. Consideration of a Request for Development Stage Planned Unit Development for a Multi -Commercial Project in the B-2, Limited Business District; Request for Preliminary Plat of Big River 445; Request for Rezoning to Planned Unit Development; Request for Simple Subdivision of a Single Parcel with Split -Zoning, B- 2, Limited Business District and IBC, Industrial & Business Campus District. Applicant: Division 25, LLC. 3. Regular Agenda A. Consideration of Adopting Resolution PC -2024-08, Finding the Proposed Acquisition of Certain Land by the City of Monticello Economic Development Authority is Consistent with the City of Monticello 2040 Vision + Plan (Comprehensive Plan). 4. Other Business A. Community Development Director's Report S. Adjournment 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: Teri Lehner, Melissa Robeck City Councilmembers Present: City Councilmembers Absent: Staff Present: 1. Call to Order 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 something that they plan to address and be conforming with the City's code 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 fagade 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 considered outdoor storage or parking. Ms. Schumann clarified that if 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. MINUTES REGULAR MEETING – PLANNING COMMISSION Tuesday, January 2, 2024 – 6:00 p.m. Mississippi Room, Monticello Community Center MONTICELLO PLANNING COMMISSION/CITY COUNCIL JOINT WORKSHOP Monticello Community Center – North Mississippi 5:00 p.m. Concept Stage Planned Unit Development Submittal for potential Phased Development of an Industrial Services principal use in the 1-2, Heavy Industrial District Commissioners Present: Chair Paul Konsor, Vice Chair Andrew Tapper, Rob Stark Commissioners Absent: Melissa Robeck, Teri Lehner Council Liaison Present: Councilmember Charlotte Gabler Staff Present: Angela Schumann, Steve Grittman, Ron Hackenmueller, Hayden Stensgard 1. General Business A. Call to Order Chair Paul Konsor called the regular meeting of the Monticello Planning Commission to order at 6:03 p.m. B. Roll Call Chair Konsor called the roll. C. Consideration of Additional Agenda Items None D. Approval of Agenda ANDREW TAPPER MOVED TO THE JANUARY 2, 2024 PLANNING COMMISSION REGULAR MEETING AGENDA. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. E. Oath of Office Administration—Rob Stark Chair Konsor noted that Commissioner Rob Stark was administered the oath of office at the prior joint workshop meeting at 5:00 p.m. that same day. F. Consideration to appoint 2024 Planning Commission Officers Community Development Director Angela Schumann provided an overview of the agenda item to the Planning Commission and the public. The Planning Commission was asked to appoint a chair, vice chair, and secretary of the Planning Commission for the 2024 year. Ms. Schumann noted that historically City staff has served as the secretary, and will continue to do so unless directed otherwise by the planning commissioner's appointments. ANDREW TAPPER MOVED TO APPOINT PAUL KONSOR TO SERVE AS 2024 I]I/e\►1�11►[et�I�]1 11 I�Y.�[�]►[y7le\I:�:Z� : �/e1:1:t.��I�]� � � �71�1 [�11�[�1�A1 [�11�[�1� CARRIED UNANIMOUSLY, 3-0. PAUL KONSOR MOVED TO APPOINT ANDREW TAPPER TO SERVE AS 2024 PLANNING COMMISSION VICE CHAIR. ROB STARK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. ANDREW TAPPER MOVED TO APPOINT CITY STAFF TO SERVE AS 2024 PLANNING COMMISSION SECRETARY. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. G. Approval of Meeting Minutes • SDecial Meeting Minutes—December 5. 2023 (4:15 a.m. ANDREW TAPPER MOVED TO APPROVE THE DECEMBER 5, 2023, 4:15 P.M. SPECIAL MEETING MINUTES. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. • Joint Workshop Meeting Minutes—December 5. 2023 ANDREW TAPPER MOVED TO APPROVE THE DECEMBER 5, 2023 JOINT WORKSHOP MEETING MINUTES. ROB STARK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. • Regular Meeting Minutes—December 5. 2023 ROB STARK MOVED TO APPROVE THE DECEMBER 5, 2023 REGULAR MEETING MINUTES. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. • SDecial Meeting Minutes—December 5. 2023 (7:30 a.m. ANDREW TAPPER MOVED TO APPROVE THE DECEMBER 5, 2023, 7:30 P.M. SPECIAL MEETING MINUTES. ROB STARK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. H. Citizen Comment None 2. Public Hearin A. Consideration of a Request for a Conditional Use Permit for Drive -Through Services as an Accessory Use in the B-3, Highway Business District - Applicant: Todd Olin City Planner Steve Grittman provided an overview of the agenda item to the Planning Commission and the public. The applicant proposed development of a vacant commercial property for a quick -service restaurant with indoor ordering and sit-down service, as well as a drive-through lane with an order board. Per the Monticello zoning ordinance, drive-through services as an accessory are subject to a Conditional Use Permit. Staff's recommendation as part of the report was for approval. Andrew Tapper asked whether it was necessary for this site to have two accesses, rather than the one proposed off Cedar Street. Mr. Grittman clarified that as long as the fire department has the circulation necessary to access and maneuver around the site, a second access would not be necessary. Councilmember Charlotte Gabler asked if the proposed parking lot would be a shared lot with the adjacent hotel property. Mr. Grittman clarified that the parking area would not be shared, and that the existing curb cut on Oakwood Drive East belonged to that adjacent property. Councilmember Gabler asked what the height of the proposed pylon sign is. Mr. Grittman noted that Staff did not receive any detail on a pylon sign, and the applicant did not request any flexibility from the zoning ordinance standards on signage. All signage on the property would be subject to those standards and reviewed as part of their sign permit application. Councilmember Gabler asked how the applicant planned to separate theirr-e parking area from the adjacent property's parking area. Mr. Grittman clarified that a curb would be installed along that parking lot edge. The applicant would also need to meet the 6 -foot setback from the property line. Mr. Grittman also noted that there is landscaping proposed to be located within the separation area as well. Chair Konsor opened the public hearing portion of the agenda item. Todd Olin, applicant, addressed the Planning Commission and the public. Mr. Olin clarified that any signage on site would be handled separately through the sign permit process, and they will meet the standards established in the zoning ordinance. Mr. Olin also noted that their design team will review the site plan and see if there is a better location for the trash enclosure. Chair Konsor closed the public hearing portion of the agenda item. ANDREW TAPPER MOVED TO RECOMMEND APPROVAL OF THE CONDITIONAL USE PERMIT FOR AN ACCESSORY DRIVE-THROUGH FACILITY BASED ON FINDINGS IN RESOLUTION PC -2024-01 AND SUBJECT TO THE CONDITIONS IN EXHIBIT Z. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. B. Consideration of a Request for an Amendment to the Country Club Manor 2nd Addition PUD District, as related to principal residential use for development of 22 units of twinhomes; Request for Preliminary Plat of Country Club Manor 4th Addition - Applicant: Michael Hoagberg Ms. Schumann provided an overview of the agenda item to the Planning Commission and the public. Prior to the meeting, the applicant reached out to staff and requested the item be tabled until the February regular meeting of the Planning Commission, as they are working on revision to the plans originally submitted. Chair Konsor opened the public hearing portion of the agenda item. PAUL KONSOR MOVED TO CONTINUE THE PUBLIC HEARING AND TABLE ACTION ON THE REQUESTS TO FEBRUARY 6, 2024 REGULAR MEETING OF THE PLANNING COMMISSION. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. C. Consideration of Adoption of the 2024 City of Monticello Official Zoning Map Applicant: City of Monticello Community & Economic Development Coordinator Hayden Stensgard provided an overview of the agenda item to the Planning Commission and the public. An annual update to the City's zoning map and companion appendix maps, the proposed updates were related to four ordinance amendments that were adopted in 2023 related to property zoning. The 2024 zoning maps would reflect those adopted ordinances accordingly. Though the following were considered for adoption, there were no changes to the Shoreland/MWSRR/Floodplain Overlay District map, nor were there any changes to the Pointes at Cedar District map. Chair Konsor asked whether the planned unit development district proposed for the City's new public works facility would be included in any of these updates. Ms. Schumann clarified that the Planning Commission and City Council have reviewed the PUD district at its development stage, and the proposed ordinance to be adopted related to that rezoning takes place following final stage PUD review and decision. The public works facility development was working on revisions prior to them submitting for that final stage PUD application. Chair Konsor opened the public hearing portion of the agenda item. Chair Konsor closed the public hearing portion of the agenda item. ANDREW TAPPER MOVED TO ADOPT RESOLUTION PC -2024-02 RECOMMENDING THE ADOPTION OF ORDINANCE NO. 8XX FOR THE 2024 CITY OF MONTICELLO OFFICIAL ZONING MAP, INCLUDING SHORELAND/MWSRR/FLOODPLAIN OVERLAY, THE POINTES AT CEDAR DISTRICT (PCD), AND CENTRAL COMMUNITY DISTRICT (CCD) COMPANION APPENDIX MAPS, BASED ON THE FINDINGS IN SAID RESOLUTION. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. 3. Regular Agenda A. Consideration to adopt the 2024-2025 Planning Commission Workplan Update Ms. Schumann provided an overview of the agenda item to the Planning Commission and the public. At a prior Planning Commission meeting, the commission was asked to review the existing workplan and provide any comments and recommendations to City staff for incorporation into their workplan update. The workplan outlines activities of the Commission which lie beyond its required review of land use applications. PAUL KONSOR MOVED TO ADOPT THE 2024-2025 PLANNING COMMISSION WORKPLAN UPDATE. ROB STARK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. 4. Other Business A. Community Development Director's Report Ms. Schumann provided an overview of the agenda item to the Planning Commission and the public. No action was taken on the item. 5. Adjournment ANDREW TAPPER MOVED TO ADJOURN THE REGULAR MEETING OF THE MONTICELLO PLANNING COMMISSION. PAUL KONSOR SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. MEETING ADJOURNED AT 6:56 p.m. Planning Commission Agenda - 02/06/2024 2A. Continued Public Hearing - Consideration of a Request for an Amendment to the Country Club Manor 2nd Addition Planned Unit Develoament District, as related to principal residential use for development of 22 units of twinhomes; Request for Preliminary Plat of Country Club Manor 4th Addition. Applicant: Michael Hoagberg Prepared by: Meeting Date: Council Date (pending Community Development Director 02/06/2024 Commission action): TBD Additional Analysis by: NA ALTERNATIVE ACTIONS Decision 1: Amendment to the Country Club Manor 2nd Addition Planned Unit Development District, as related to principal residential use for development of 22 units of twinhomes; Request for Preliminary Plat of Country Club Manor 4th Addition 1. Motion to continue the public hearing and table action on the requests to the Monday, March 4, 2024 regular 6 PM meeting of the Planning Commission. REFERENCE AND BACKGROUND The applicant has requested tabling of action and continuing the public hearing on the requests to the March meeting of the Commission. SUPPORTING DATA A. Request to Table Planning Commission Agenda — 02/06/2024 2B. Public Hearing - Consideration of a request for Conditional Use Permit (CUP) for Accessory Structures Exceeding 1,200 Square Feet in the R -A, Residential Amenities District Applicant: Dave Kasper Prepared by: Meeting Date: Council Date (pending Community & Economic Development 02/06/2024 Commission action): Coordinator 02/26/2024 Additional Analysis by: Community Development Director ALTERNATIVE ACTIONS Decision 1: Consideration of Conditional Use Permit for total Accessory Structure space exceeding 1,200 square feet in area. 1. Motion to adopt Resolution No. PC -2024-03 recommending approval of a Conditional Use Permit for accessory structure space exceeding 1,200 square feet on a parcel in an R -A, Residential Amenities District, based on the findings in said resolution and subject to the conditions in Exhibit Z. 2. Motion to deny the adoption of Resolution No. PC -2024-03 recommending denial of the proposed Conditional Use Permit for accessory structure space exceeding 1,200 square feet, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC -2024-03. REFERENCE AND BACKGROUND Property: Address: 6478 82nd Street NE, Monticello, MN 55362 Legal Description: Lot 9, Block 2, Carlisle Village 4t" Addition PID #: 155-183-002090 Planning Case Number: 2024-04 Request(s): 1. Conditional Use Permit for accessory structure area exceeding 1,200 square feet in the R -A, Residential Amenities District. Deadline for Decision: March 10, 2024 (60 -day deadline) May 9, 2024 (120 -day deadline) Land Use Designation: Low -Density Residential 1 Planning Commission Agenda — 02/06/2024 Zoning Designation: R -A, Residential Amenities District Overlays/Environmental Regulations Applicable: N/A Current Site Uses: Vacant Single -Family Residential Lot Surrounding Land Uses: North: Single -Family Residential East: Township Single -Family Residential & Agriculture South: Single -Family Residential West: Single -Family Residential Project Description: Construct a single-family home with an attached garage of 1,459 square feet. The zoning ordinance permits a total of 1,200 square feet of all combined attached and detached accessory structure area, with an additional 300 square feet allowed by Conditional Use Permit. An approved Conditional Use Permit provides for a maximum overall size of 1,500 square feet on residential properties. ANALYSIS Zoning. The subject parcel is zoned R -A, Residential Amenities district, within the subdivision of Carlisle Village 4th Addition. One of two vacant lots remaining for construction within the 4th Addition, this portion of Carlisle Village was originally approved by way of Conditional Use Permit for Planned Unit Development in 2005. As a PUD, the design standards as specified within the PUD apply. Where not specified by the PUD, the underlying zoning district standards apply. The zoning standards established by the CUP did not include any square footage specifics regarding attached or detached accessory structures. Rather, the standards established by the plat's CUP focus mainly on the exterior design elements of the homes in Carlisle Village 4th Addition. The PUD and base zoning district standards have been reviewed for this proposed new construction home by the Community Development Department and will be further applied by the Department of Building & Safety at time of building permit. The R -A district standards in the zoning ordinance includes specific language for attached garages, requiring a minimum 700 square foot attached garage for homes. The proposed attached garage in this case more than doubles this requirement. The other standard addressed requires that no portion of any garage space may be more than five feet closer to the street than the front building line of the principal use (including porch). The covered front porch shown on the plans extends beyond the garage's roof soffit by roughly 3 feet, and therefore complies with this standard in the R -A district. 2 Planning Commission Agenda — 02/06/2024 Setbacks. The following table lays out the setback requirements for the R -A District and shows the proposed accessory structure and principal building proposed on this site to be compliant with these standards. Curb Cut and Access. At the time of construction of the proposed home, a curb cut will be made at the cul-de-sac of 82nd Street NE, to provide public street access to the lot. The R -A district sets a maximum driveway width of 30 feet at the property line, and 28 feet at the curb. The survey provided by the applicant shows driveway width of 27.5 feet at the property line, with a width of 24 feet at the curb. The proposed design meets these requirements of the R -A district. Accessory Structure — Major Conditional Use Permit Criteria. Specific to the proposed garage itself, the zoning ordinance lays out the following criteria related to accessory structures in residential districts, including guidelines for when a conditional use permit is required related to the overall size of the structure. 153.092(D)(2) Accessory building — major. (a) In all residential districts except M -H, the following shall apply: 1. Size. a. Except by conditional use permit issued pursuant to § 153.092(D)(3)(a)1.b. below, no detached accessory building shall exceed 10% of the rear yard of the parcel on which it is located, nor shall any combination of attached garage and detached accessory building exceed the following maximum area, whichever is less: (i) 1,200 square feet; or (ii) The gross square footage of the principal building footprint. Staff Comment: The proposed garage is 1,459 square feet. Being that it is an attached garage, the limitation of 10% of the total rear yard square footage is not applicable to this request. The 3 Required Proposed Compliant Front Yard 35 feet, and no portion of >_ 38 feet, the porch that extends Yes the garage may be 5 feet out beyond the principal closer than the principal building and attached garage building (including porch) structure is still >_ 35 feet from the front property line. Side Yard (north) 10 feet >_ 17 feet Yes Side Yard (south) 10 feet >_ 13 feet Yes Rear Yard 30 feet >_ 34 feet, the principal structure Yes and proposed deck shown in the rear yard do not encroach within the setback. Curb Cut and Access. At the time of construction of the proposed home, a curb cut will be made at the cul-de-sac of 82nd Street NE, to provide public street access to the lot. The R -A district sets a maximum driveway width of 30 feet at the property line, and 28 feet at the curb. The survey provided by the applicant shows driveway width of 27.5 feet at the property line, with a width of 24 feet at the curb. The proposed design meets these requirements of the R -A district. Accessory Structure — Major Conditional Use Permit Criteria. Specific to the proposed garage itself, the zoning ordinance lays out the following criteria related to accessory structures in residential districts, including guidelines for when a conditional use permit is required related to the overall size of the structure. 153.092(D)(2) Accessory building — major. (a) In all residential districts except M -H, the following shall apply: 1. Size. a. Except by conditional use permit issued pursuant to § 153.092(D)(3)(a)1.b. below, no detached accessory building shall exceed 10% of the rear yard of the parcel on which it is located, nor shall any combination of attached garage and detached accessory building exceed the following maximum area, whichever is less: (i) 1,200 square feet; or (ii) The gross square footage of the principal building footprint. Staff Comment: The proposed garage is 1,459 square feet. Being that it is an attached garage, the limitation of 10% of the total rear yard square footage is not applicable to this request. The 3 Planning Commission Agenda — 02/06/2024 gross square footage of the principal building footprint (livable space) includes livable space on the first floor, as well as any portion of livable space that is above the proposed garage area. The finished square footage on the main floor of the home is 1,359 sq. ft., and the total living space above the garage is roughly 241 square feet, for a total of 1,600 square feet. The gross square footage of the principal building footprint remains larger than the proposed attached garage area. b. The size limitations for accessory building area listed in § 153.092(D)(3)(a)1.a. above may be increased, up to a maximum square footage of 1,500 square feet, by the issuance of a conditional use permit when the following conditions are found to exist: (i) Accessory building space is to be utilized solely for the storage of residential personal property of the occupant of the principal dwelling, and no accessory building space is to be utilized for commercial purposes. Staff Comment: The applicant did not address the intended use for the proposed garage space. As such, limiting the use of the space to residential personal property purposes only is included as a conditional of approval in Exhibit Z. (ii) The parcel on which the accessory building is to be located is of sufficient size such that the building will not crowd the open space on the lot. Staff Comment: The total size of the lot is .39 acres and given the proposed setbacks of the accessory structure and home, the lot is of sufficient size and width to accommodate both. (iii) The accessory building will not be so large as to have an adverse effect on the architectural character or reasonable residential use of the surrounding property. Staff Comment: The proposed garage is 1,459 square feet. Staff believes that this is not an unreasonable size given the lot area and overall width. (iv) The accessory buildings shall be constructed to be similar to the principal building in architectural style and building materials. Staff Comment: The attached garage is proposed to have the same materials as the principal structure, that would be built at the same time as the garage. Overall Conditional Use Permit Criteria. 4 Planning Commission Agenda — 02/06/2024 (a) Conditional use permit criteria. Approval of a conditional use permit application requires the city find that conditions can be established to ensure that all of the following criteria will always be met: 1. The conditional use will not substantially diminish or impair property values within the immediate vicinity of the subject property; Staff Comment: The conditional use is expected to increase property values for the applicant parcel and would not impact those of the neighboring property. 2. The conditional use will not be detrimental to the health, safety, morals, or welfare of persons residing or working near the use; Staff Comment: The accessory structure will be constructed according to building code and not endanger persons or property in the area. 3. The conditional use will not impede the normal and orderly development of surrounding property for permitted uses predominant in the area; Staff Comment: The surrounding area is fully developed. No access or development will be impacted by the proposed building, including the large single-family township lot to the east. 4. The conditional use will not pose an undue burden on public utilities or roads, and adequate sanitary facilities are provided; Staff Comment: The project is not expected to pose a burden on public utilities and roads. 5. The conditional use can provide adequate parking and loading spaces, and all storage on the site can be done in conformance with city code requirements; Staff Comment: The proposed conditional use will provide adequate parking and loading space relevant to the principal use of the property. 6. The conditional use will not result in any nuisance including but not limited to odor, noise, or sight pollution; Staff Comment: The proposed conditional use is not anticipated to result in any nuisances. 7. The conditional use will not unnecessarily impact natural features such as woodlands, wetlands, and shorelines; and all erosion will be properly controlled; Staff Comment: The conditional use is not anticipated to unnecessarily impact any natural features on or surrounding the parcel. The applicant has provided a tree survey for the subject parcel that was created at the time of the development's 5 Planning Commission Agenda — 02/06/2024 original approval, and removal of any trees as depicted on the plan will be followed accordingly. 8. The conditional use will adhere to any applicable additional criteria outlined in §§ 153.090 through 153.093 for the proposed use. Staff Comment: The provisions identified in this CUP requirement are addressed in the section above. STAFF RECOMMENDED ACTION Staff recommends approval of the Conditional Use Permit for accessory structure area exceeding 1,200 square feet in the R -A, Residential Amenities District. As discussed within this report, the lot provides sufficient space to accommodate the larger garage and will not negatively impact the surrounding properties. Additionally, the applicant has indicated that the architecture of the garage will match that of the principal building. SUPPORTING DATA A. Resolution PC -2024-03 B. Aerial Site Image C. Applicant Narrative D. Certificate of Survey, dated January 2, 2024 E. Proposed Building Elevation & Floor Plans F. Tree Survey, dated April 18, 2005 G. Engineering Comment Letter, dated January 29, 2024 Z. Conditions of Approval 0 Planning Commission Agenda — 02/06/2024 EXHIBIT Z Conditions of Approval Conditional Use Permit for Accessory Structures Exceeding 1,200 square feet Address: 6478 82nd Street NE, Monticello, MN 55362 Legal: Lot 9, Block 2, Carlisle Village 4t" Addition PID: 155-183-002090 1. The attached accessory structure will be used for personal residential storage and parking only; no commercial activity may occur in the building. 2. Comments and recommendations of other Staff and Planning Commission. 7 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-03 RECOMMENDING APPROVAL OF A CONDITIONAL USE PERMIT FOR ACCESSORY STRUCTURES EXCEEDING 1,200 SQUARE FEET IN AN R -A, RESIDENTIAL AMENITIES DISTRICT LOT 9, BLOCK 2, CARLISLE VILLAGE 4T" ADDITION PID 155-183-002090 WHEREAS, the applicant has submitted a request to construct an attached garage structure in the side yard portion of the subject property for storage of private residential storage and recreational use; and WHEREAS, the proposed total accessory building space would exceed the standard area of 1,200 square feet; and WHEREAS, accessory building space, when exceeding 1,200 square feet, requires a Conditional Use Permit, and WHEREAS, the site is zoned Single -Family Residence (R -A) and, which allows such use by Conditional Use Permit; and WHEREAS, the proposed use and development are consistent with the Comprehensive Land Use Plan designation of "Low Density Residential" for the area; and WHEREAS, the applicants have provided materials documenting the proposed structure and location of the structure on the subject property, along with access via driveway; and WHEREAS, the Planning Commission held a public hearing on February 6, 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 recommendation of approval: The applicant has provided plans demonstrating that the proposed structure will be in compliance with maximum square footage requirements, which require accessory structures to total no more than 1,500 square feet. 2. The applicant has provided plans demonstrating that the proposed structure is architecturally similar to the principal structure in roofline and facade appearance, subject to appropriate conditions of approval. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-03 3. The parcel is a lot which will accommodate the attached garage without crowding the subject property or neighboring parcels. 4. The building will be constructed so as to be consistent with the use and building massing of other single-family structures common in the community and in the neighborhood. 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 approve the Conditional Use Permit for an expanded garage, subject to the conditions identified in Exhibit Z of the Staff report, as listed below: 1. The attached garage structure will be used for personal residential storage and parking only; no commercial activity may occur in the building. 2. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 6th day of February, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION MI - ATTEST: Paul Paul Konsor, Chair Angela Schumann, Community Development Director 2 Consideration of CUP for Accessory Structure Address: 6478 82nd Street NE -Legal: Lot 9, Block 2, Carlisle Village 4th Addition -PID: 155-183-002090 Created by: City of Monticello To whom it may concern, We are looking to build a new construction house at 6478 82 d St. Monticello. This will be my family's primary residence. The city ordinance allows up to 1200sq'of accessory structures (Garage) either attached nrdetached aolong asthe footprint ofthe house isequal orlarger. |fyou are above 1ZODsq'but at or below 1500sq' you are required to go through the conditional use process application and check list attached. Hayden can answer any questions you may have about that process. There isalso zoning language addressing garage doors not exceeding 4O%ofthe front facade ofthe building. This will be addressed simultaneously during the conditional use process. Our proposed garage size is 1,459 sq.ft. and the foundation of the house is 1,395 sq.ft. with a total finished square footage of 2,605 sq. ft. and a total house size of 4,000 sq. ft. We would like to get approval tobuild our house asper plans attached. Thank you for your time, Dave and Jessica Kasper CERTIFICATE OF SURVEY LOT 9, BLOCK 2 CARLISLE VILLAGE 4TH ADDITION ARIGHT COUNTY, MINNESOTA E�CIS��NG I 1004 N86'39'46 "E o / $. ' 120.43 44,51 70 004 5. 2 i I I � 9_-�_---7z; tl 25 i 12 \\ E BAC 001.71 / 03 0 0444 UT rV �i ^)'19 f N O�d ° 06 1 kT FENCE 1 ( 9 \ ' 4J1 d / / G / h / / / / 12s jf 1 IYNG WALL / - .68%l BFE = 995.,33' / li 1063.0' / / II 995'100 1\ G 001.8(y FFE = 1005.,111'1 PO 1002.1,?'- / 100 �I95.3311 , ly 00' / 9;. i to Au ,Q Al / 84.7 - - _ --I ----- / // E SCALE 1`-- 20' 20 0 20 40 BEARINGS ARE BASED ON NAD83(2011) WRIGHT COUNTY COORDINATE SYSTEM • IRON MONUMENT FOUND IRON MONUMENT SET WITH CAP NO. (57070) 0 STORM MANHOLE (MH STR) ® STORM INLET SQUARE (CB SQ) © UTILITY PEDESTAL sQ SANITARY MANHOLE (MH SAN) FIRE HYDRANT (FH) / - ----------- , - --- I ' ---982----- - CC 0 ` \ IQ �6�p I 25 9s �sF / 0''". I I Northwestern Surveying and Engineering, Inc. prepared this survey without the benefit of current title work. The property shown is based on a legal description provided by you the client or a general request at the appropriate County Recorder's office. Easements, site restrictions or adjoining deed conflicts may exist which affect subject property and are not shown by this survey. We reserve the right to revise the survey upon receipt of a current title commitment or title opinion. 02 SCOTT McFARLIN 6478 82ND ST NE MONTICELLO, MN JOB#• 23785 DRAWN BY. KJK FILENAME. 23785—K✓K I HEREBY CER7IFY THAT THIS SURVEY, PLAN OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED LAND SURVEYOR UNDER 7HE LAWS OF THE STATE OF MINNESOTA. KALEB J. KADELBACH (LIC. N0. 57070) DATE.• Ir 1 E ff5URVEYING GINEERING, INC. 067 - Bemidji Minnesota - 56619 REVi DESCRIPTION DATE FIRST DRAFT GRADING PLAN REV 4 iii■i■i■i�i��..�; -'47 �. � .rte � ����� P�yi1 ^+_ •I m IN 11 .. r.�r�r.... irt��irlW iriri r.: rrrrrr-- �rrr =IN I�IU ■I■I■II� � lril■I■�■I■I■ I _•� -i.Y - - - _ Y PROPE14T / ADDRESS: 641e,!�2nd St 1"Iont i -silo N ��3�2 .0 THIS PLAN IS DRAW) FOR: CLIMATE ZONE y006 4211 FROST FOOTINGS 3540 SNOW LOADS (WRIGHT COUNTY) � s� S FLASHING NOTE: _ ALL OPENINGS TO EXTERIOR MUST BE CAULKED 4 FLASHED FLASHINCs IS REQUIRED WHERE ALL ROOF 4 VERTICAL SURFACES MEET, OR WHERE SIDING MATERIAL CHANGES 2'-0" OVERHANG 'm EAVES 1'-O" OVERHANG 'm GABLE ENDS (UNLESS NOTED OTHERWISE) ARCHITECTURAL ASPH SHINGLES ALUMINUM SOFFIT 4 FASCIA CONTINUOUS RIDGE VENT (HOUSE AND GARAGE) LP BOARD 4 BATTEN SIDING PER ELEVATION (FRONT ELEVATION ONLY) LP LAP SIDING PER ELEVATION (FRONT ELEVATION ONLY) VINYL LAP SIDING (SIDES 4 REAR ELEVATIONS) 3i2" CORNER TRIM 3i2 WINDOW 4 DOOR TRIM (FRONT ELEVATION) -'� STONE PER ELEVATION (VERIFY BRAND 4 COLOR) s� S 12 4 TOP_ O BFLOORING ❑ ®� ❑ TOP OF SU LOORINCs ------------------------------------------------------------ ------------------------------------- ---------------------------------- ❑ EXTEND SIDING OVER FOUNDATION INSULATION PROPOSED (TYPICAL ON HOUSE) RETAINING WALL /h 2 EFT ELEVATION s �{ Al SC,4LE: 1/SII = lI_OII �� O Ode/ 0/2 ALL ITEMS WITH A DOUBLE BOX BORDER HAVE BEEN ENGINEERED 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 PROF'ESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNED: PRINTED: ROBBIE HYLAND DATE: �; t LICENSE. NO.: 49580 12 ro 12 --- 4 s �s NEW HOME FOR s Y � SIMPSON LSTA3 STRAPS (TYP. AS SHOWN) RAIL • MIN 36" HEIGH? TO . EET— CODE REQUIREMENTS (TYPJ C s : leave 4 Jessica <asp,6? /S F 1 FRONT ELE�A Al SCALE: 11411 = ]I-0III ' FINISHED SQ. FT. - 2605 3 LS' FUTURE FINISHED SQ. FT, -6 UNFINISHED SQ, FT, - 32-1 GARAGE SQ. FT, - 1459 1 . (NOTE: SQ. FT, IS MEASURED FROM EXT. OF SHEATHING) 11:16 AM Friday, September 2% 2023 ATTIC VENTILATION: NET FREE AREA TO BE EQUAL TO I/50TH OF THE ATTIC AREA OR 1/300TH OF ATTIC AREA PROVIDED WITH AT LEAST 50% IN THE UPPER PORTION OF ROOF WITH THE BALANCE IN VENTED SOFFIT 12 12 1H 12 2a e TOP /1�5 12 12�8 1/ts 12 -LOOKING 4 TOP OF SUSFLOORING ❑❑I Y< 3 REAR ELEVATION Al SCALE: 1/S11 = 1'-0II DID PROPOSED RETAINING WALL (VERIFY W/ FINAL SURVEY) R BRACKETS -CONSTRUCTION PERMIT OFFICES- WAIVER s ONLY TO ACCEPT THIS PLAN IF THE WORD 'Sz'2 IORIGINAL SHOWS IN THE COLOR RED ua '-'y- z RI INAL 'y -w UIQ IT IS ALSO 1 NLAWFUL FOR THIS PRINT TO BE � Q � m 0 u F� REOD ED.UNLESS THE WORD 'D O o m "ORIGINAL" �p- I.US IN THE COLOR RED V PERMISSIOI�OIZY TO BE GRANTED BY T Q� w � d Distinctive w aft i n and Design, LLC. � � � d � N LL MAIN FLOOR ROOF HEEL HEIGHTS AR BASED ON 4:12 ROOF PITCH ALL 2ND FLOOR ROOF HEEL HEIGHTS ARE BASED ON ro:12 ROOF PITCH �iyD&4I I�U`TO VARIOUS SITE CONDITIONS OF INIDUAL LOTS, THE GRADE LINES REPREP ENTED BY THIS PRINT ARE FOR ILLUSTRATI PURPOSES ONLY, THEY DO NOT REFLE �,,4CSUAL FINISHED GRADE, SEE SURVEY FOfi5/DETAILS ON ACTUAL GRADE O v� 1 3 1:1 ___TOP OF SUBFLOORING TOP_ OF SU5FLOORIN_(3 EXTEND SIDING OVER - FOUNDATION INSULATION (TYPICAL ON HOUSE) SIMPSON LSTA26 STRAPS (TYP.J TOP OF SUBFLOORING 12 4 tl ■ TOP OF SUBFLOORINCs .ni ----------------------------------------------------------------- -- ------------ u a 61MPSON LST42 ■ STRAPS (TYP-) 0 CID ff � O Z Z O d � om �6ss ua�=cDU��v m�o�°��oo �(L/Q-pcn IMPSON A5U66 `i' R I G H T EXATICN POST BASE (TYPJ ,{ ua } IS Al SCALE: 1/811 = 1'-011 is { o1`�u0 IA 45 ��@ou-►�d�z ,rte m N w�N�o�U� Z LL O �zazW�n>�p0 4 m w-qd) FZ ffAff O N fI% N m LuufL(YUzUUU }caw LL MAIN FLOOR ROOF HEEL HEIGHTS AR BASED ON 4:12 ROOF PITCH ALL 2ND FLOOR ROOF HEEL HEIGHTS ARE BASED ON ro:12 ROOF PITCH �iyD&4I I�U`TO VARIOUS SITE CONDITIONS OF INIDUAL LOTS, THE GRADE LINES REPREP ENTED BY THIS PRINT ARE FOR ILLUSTRATI PURPOSES ONLY, THEY DO NOT REFLE �,,4CSUAL FINISHED GRADE, SEE SURVEY FOfi5/DETAILS ON ACTUAL GRADE O v� 1 3 1:1 ___TOP OF SUBFLOORING TOP_ OF SU5FLOORIN_(3 EXTEND SIDING OVER - FOUNDATION INSULATION (TYPICAL ON HOUSE) SIMPSON LSTA26 STRAPS (TYP.J TOP OF SUBFLOORING 12 4 tl ■ TOP OF SUBFLOORINCs .ni ----------------------------------------------------------------- -- ------------ u a 61MPSON LST42 ■ STRAPS (TYP-) 0 CID ff � O Z Z O d � om IMPSON A5U66 `i' R I G H T EXATICN POST BASE (TYPJ ,{ Al SCALE: 1/811 = 1'-011 is { ,rte m N LL O p Lu m AL1 4 m Ise O N fI% N m N ,( U-1 Lu Qi '� II7 tu T N Q O ,t _ p � o Lu N ez Nip Q) ff 0/2 Q 7: p x 0 Lu N SQ. FT, 4 FLOOR AREAS ARE f=p U N CONSTRUCTION PURPOSES ONLY. w SQ. FT, 4 AREAS ARE NOT TO BE cj N USED FOR MARKETING PURPOSES © 2023 DIStinctive Drafting and Design, LLG ALL RIGHTS RESERVED SHEET A� OF NO UNAUTHORIZED REPRODUCTION WITHOUT WRITTEN CONSENT I /,IN_ ALL ITEMS WITH A DOUBLE BOX BORDER HAVE BEEN ENGINEERED 1 HEREBY -'RTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT `SUPERVISION AND THAT I AM A DULY LICENSED PROF'ESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. SIGNED: PRINTED: ROBBIE HYLAND DATE:-��"'1-3 LICENSE. NO.: 49580 20'-O" BRACED WALL LINE SPACING IL O -j ZZ 3 W 16'-011 BRACED WALL LINE SPACING V I`Fi1...FL Wf-'ALL LIIVG CJI-Mt..ill Vt,:f NOTE: ALL DIMENSIONING IS TO THE EXTERIOR OF THE FOUNDATION (UNLESS NOTED OTHERW 188) )- I 43. BWL I WINDOW NOTES: ALL WINDOWS 4 PATIO DOORS SPECIFIED ON THIS PRINT ARE: MARVIN ESSENTIAL VERIFY ALL WINDOW R.0.1S PRIOR TO CONSTRUCTION WINDOWS TO MEET FALL PROTECTION REQUIREMENTS WINDOW SUPPLIER TO VERIFY EGRESS 4 TEMPERED GLASS GENERAL CONSTRUCTION NOTES: PASSIVE RADON SYSTEM TO CONNECT TO SUMP BASKET W/ 3" GASTIGHT PVC PIPE AND VENT UP THROUGH ROOF ro (TERMINATE 12" ABOVE ROOF SURFACE) SIMPSON LSTA26 STRAPS (TYP,) AND SIMPSON ABU66 POST BASE (TYP,) (SEE ELEVATIONS FOR VISUAL) BRACED WALL LINE NOTES: ALL BRACED WALL PANELS TO BEGIN WITHIN 10'-0" FROM EACH END OF A BRACED WALL LINE DISTANCE BETWEEN ADJACENT EDGES OF A BRACED WALL PANEL SHALL BE NO GREATER THAN 20'-0" ®BRACED WALL LINES CALCULATIONS O ASSUME SEISMIC DESIGN CATEGORY A,115 MPH ULTIMATE DESIGN WIND SPEED, 4 EXPOSURE CATEGORY B BRACED WALL LINES CALCULATIONS �� ASSUME BLOCKING BEHIND ALL HORIZONTAL SHEATHING JOINTS X11 Q. REFER TO SECTION 8602,10 FOR MORE INFO LEVEL FLOOR i=LAN A2 SCALE: 1/4" = I, -Oil FUTURE FINISHED SQ, FT, - 1068 UNFINISHED SQ. FT. - 321 (1" TECH, ROOM 4 UNDER STAIR STORAGE) TOTAL LOUDER LEVEL SQ, FT, - 1395 (NOTE: SQ. FT, IS MEASURED FROM EXT, OF SHEATHING) -CONSTRUCTION PERMIT OFFICES- WAIVER 6 ONLY TO ACCEPT THIS PLAN IF THE WORD J 'Sz'� ORIGINAL SHOWS IN THE COLOR RED J w c4 4 (Y 8��r� o�z�wOU(Yz ORIGINAL O WZo- wOOJ IT IS ,AESO UNLAWFUL FOR THIS PRINT TO 5E on' 4 1 d w m Q � w REPRODUCED. UNLESS THE WORDtutu w o W ''ORIGINAL" SHOWS IN THE COLOR RED O O (L w z z PERMISSION ONLY TO BE GRANTED 5Y i 0 U w d O O Distinctive Drafting and Design, LLG, d q w w off J Ozloz 4Wwwul pz ---- -- } (Y w Q z O W —1 3: to U � � j � WZ4�Q ct) ALL ICF WALLS ARE BASED j� Ca 13 w 4 0 p ON Fox Blocks SPECS: 1U J } (X 6 - 16" HIGH 4 ly W Lu O N - FOAM WIDTH OF 2-5/8" _ (�/ O O N U N - CORE SIZE PER FND. NOTES �. Off u W 0 Z I Z 0 0 J13 71 LU — *•IF DIFFERENT BRAND IS USED, LO w m O D U q � � � I — 0 VERIFY SIZE 4 DEPTH PRIOR TO CONST, `U Z 0 NN^ N� Wz(LZluq) 0 1 FOUNDATION NOTES: 111 '4 w W F z (Y =! fk Lu (LW()zz0>Mfu ®I CRSE 1314" TAPER TOP IGF (8" CORE) W/ INTERIOR LEDGE CUT OUT Q 8" HEIGHT 2 CRSE 131" ICF (8" CORE) 4-0" HEIGHT TOTAL) ON 20" X S" CONC, FTG © I CRSE 13%4" TAPER TOP IGF (8" CORE) W/ INTERIOR LEDGE CUT OUT w 8" HEIGHT I CRSE 1-1$/4" BRICK LEDGE ICF (8" CORE) -INSERT BRICK LEDGE BLOCK EVERY OTHER TO SUPPORT GONG. GARAGE FLR, I CRSE 4" HEIGHT EXTENSION 4 CRSE 1314" IGF (8" CORE) (8'-4" HEIGHT TOTAL) ON 20" X a" GONG, FTG I O I CRSE 13%4" TAPER TOP ICF (8" CORE) SOLID SHADED AREAS REP, I CRSE 4" HEIGHT EXTENSION SOLID BEARING DOWN TO GONG, (8'-4" HEIGHT TOTAL) (ALL TRIMMERS TO BE BLOCKED TO FND,) ON 20" X 5" GONG, FTG Z INTERIOR BEARING WALLS U HAVE BLOCKING m MIDPOINT ON 16"XS" GONG. FTG 4 STUDS Q 16" O.G, N CONCRETE CONTRACTOR TO INSTALL ON 16"X5" CONC, FTG OJ REBAR IN FOUNDATION WALLS 4 Z z FOOTINGS AS NEEDED PER CODE W/ INTERIOR LEDGE CUT OUT m 4" HEIGHT 2 CRSE 13/4" ICF (8" CORE) A CONCRETE CONTRACTOR TO POUR ON 20" X 8" GONG, FTG 3 5,000 PSI FOOTINGS OR EQUIVALENT W AND ALL OTHER GONG. TO CODE WALL STUDS PER MN CODE REQUIREMENTS W/ (4) 04 BARS EA, WAY U GONG, FTG I TOP OF WINDOW R.O. TO BE SET W/ (4) 04 BARS EA. WAY [4 AT �o'-11314" ABOVE CONCRETE FLOOR O(3) 2x6 POST ON ALL WINDOW AND DOOR HEADERS TO BE O ALL FASTENERS IN CONTACT W/ TREATED 2 PLY 2X10'6 UNLESS NOTED OTHERWISE -VERIFY ALL EXTERIOR POST FOOTINGS ALL BEAMS 4 HEADERS ARE SIZED BwL 2 O W BY Distinctive Drafting 4 Design cs-wsP (UNLESS NOTED OTHERWISE) N 'h" SHEETROCK ON UNDERSIDE OF FLOOR ' TRUSSES TO MEET FIRE PROTECTION OF t) FLOORS CODE (INCLUDING ACCESSIBLE SPACE UNDER STAIRS) ADD ADDITIONAL STAIR STRINGER SUPPORT AS NEEDED, VERIFY ON SITE MIN, 42" BELOW GRADE O6X6 ®- EXHAUST FAN VENTED TO EXTERIOR 1� < 12" DIAM GONG. FTG, BELLED �C4 ALL FOOTING SIZES ASSUME ACCORDANCE TO MN EXTERIOR 2000 PSF SOIL BEARING CAPACITY (MIN.) OSXS TREATED POST W/ DECK CODE (SEE MN RESIDENTIAL ROOF/FLOOR TRUSS 4 GIRDER TRUSS LOCATIONS ARE FOR REFERENCE ONLY, CODE SECTION 8501 FOR MORE INFO) REFER TO FINAL TRUSS LAYOUTS ©8X8 FOR ACTUAL LOCATIONS ALL FLOOR TRUSSES 4 BEAMS TO HAVE A MAX, LIVE LOAD DEFLECTION OF L/480 4 MAX, TOTAL LOAD DEFLECTION OF L/240 L- ALL BEAMS 4 HEADERS ON THIS PLAN O ARE WEYERHAEUSER ENGINEERED WOOD PRODUCTS, IF DIFFERENT BRAND IS USED, VERIFY SIZE 4 DEPTH PRIOR TO CONSTRUCTION SQ. FT. E FLOOR AREAS ARE FOR BEAM/HEADER SUPPLIER TO VERIFY THAT ALL BEAMS, POSTS, AND HEADERS Ol CONSTRUCTION PURPOSES ONLY. WILL SUPPORT ROOF, AND FLOOR LOADS /yvi W PRIOR TO CONSTRUCTION ROOF CONSTRUCTION 4 ATTACHMENTS N TO BE IN ACCORDANCE TO MN RESIDENTIAL CODE (SEE SECTIONS 8301 4 R501 FOR ADDITIONAL INFO) ROOF TRUSSES INSTALLED PER MANUF, SPECS/DRAWINGS 4 MN RESIDENTIAL SHEET CODE SECTION 8802,10 ALL RIGHTS RESERVED ROOF UPLIFT CONNECTION TO BE IN OF ACCORDANCE TO MANUFACTURERS NO UNAUTHORIZED REPRODUCTION RECOMMENDATIONS 4 PER MINNESOTA RESIDENTIAL CODE (SEE CODE 8802,11 FOR MORE INFO) ADDITIONAL CONSTRUCTION NOTES: PASSIVE RADON SYSTEM TO CONNECT TO SUMP BASKET W/ 3" GASTIGHT PVC PIPE AND VENT UP THROUGH ROOF ro (TERMINATE 12" ABOVE ROOF SURFACE) SIMPSON LSTA26 STRAPS (TYP,) AND SIMPSON ABU66 POST BASE (TYP,) (SEE ELEVATIONS FOR VISUAL) BRACED WALL LINE NOTES: ALL BRACED WALL PANELS TO BEGIN WITHIN 10'-0" FROM EACH END OF A BRACED WALL LINE DISTANCE BETWEEN ADJACENT EDGES OF A BRACED WALL PANEL SHALL BE NO GREATER THAN 20'-0" ®BRACED WALL LINES CALCULATIONS O ASSUME SEISMIC DESIGN CATEGORY A,115 MPH ULTIMATE DESIGN WIND SPEED, 4 EXPOSURE CATEGORY B BRACED WALL LINES CALCULATIONS �� ASSUME BLOCKING BEHIND ALL HORIZONTAL SHEATHING JOINTS X11 Q. REFER TO SECTION 8602,10 FOR MORE INFO LEVEL FLOOR i=LAN A2 SCALE: 1/4" = I, -Oil FUTURE FINISHED SQ, FT, - 1068 UNFINISHED SQ. FT. - 321 (1" TECH, ROOM 4 UNDER STAIR STORAGE) TOTAL LOUDER LEVEL SQ, FT, - 1395 (NOTE: SQ. FT, IS MEASURED FROM EXT, OF SHEATHING) -CONSTRUCTION PERMIT OFFICES- WAIVER 6 ONLY TO ACCEPT THIS PLAN IF THE WORD J 'Sz'� ORIGINAL SHOWS IN THE COLOR RED J w c4 4 (Y 8��r� o�z�wOU(Yz ORIGINAL O WZo- wOOJ IT IS ,AESO UNLAWFUL FOR THIS PRINT TO 5E on' 4 1 d w m Q � w REPRODUCED. UNLESS THE WORDtutu w o W ''ORIGINAL" SHOWS IN THE COLOR RED O O (L w z z PERMISSION ONLY TO BE GRANTED 5Y i 0 U w d O O Distinctive Drafting and Design, LLG, d q w w off J Ozloz 4Wwwul pz ---- -- } (Y w Q z O W —1 3: to U � � j � WZ4�Q ct) ALL ICF WALLS ARE BASED j� Ca 13 w 4 0 p ON Fox Blocks SPECS: 1U J } (X 6 - 16" HIGH 4 ly W Lu O N - FOAM WIDTH OF 2-5/8" _ (�/ O O N U N - CORE SIZE PER FND. NOTES �. Off u W 0 Z I Z 0 0 J13 71 LU — *•IF DIFFERENT BRAND IS USED, LO w m O D U q � � � I — 0 VERIFY SIZE 4 DEPTH PRIOR TO CONST, `U Z 0 NN^ N� Wz(LZluq) 0 1 FOUNDATION NOTES: 111 '4 w W F z (Y =! fk Lu (LW()zz0>Mfu ®I CRSE 1314" TAPER TOP IGF (8" CORE) W/ INTERIOR LEDGE CUT OUT Q 8" HEIGHT 2 CRSE 131" ICF (8" CORE) 4-0" HEIGHT TOTAL) ON 20" X S" CONC, FTG © I CRSE 13%4" TAPER TOP IGF (8" CORE) W/ INTERIOR LEDGE CUT OUT w 8" HEIGHT I CRSE 1-1$/4" BRICK LEDGE ICF (8" CORE) -INSERT BRICK LEDGE BLOCK EVERY OTHER TO SUPPORT GONG. GARAGE FLR, I CRSE 4" HEIGHT EXTENSION 4 CRSE 1314" IGF (8" CORE) (8'-4" HEIGHT TOTAL) ON 20" X a" GONG, FTG I O I CRSE 13%4" TAPER TOP ICF (8" CORE) I CRSE 4" HEIGHT EXTENSION 5 CRSE 1314" ICF (8" CORE) (8'-4" HEIGHT TOTAL) ON 20" X 5" GONG, FTG O2X4 STUDS -0 16" O,C, (3) 2X4 ,60 TREATED ON 16"XS" GONG. FTG O2X6 STUDS Q 16" O.G, (3) 2x6 ,60 TRT, PLATES ON 16"X5" CONC, FTG OJ 2X6 STUDS -w 16" O.C, 1 CRSE 1314" TAPER TOP ICF (8" CORE) W/ INTERIOR LEDGE CUT OUT m 4" HEIGHT 2 CRSE 13/4" ICF (8" CORE) (4'-0" HEIGHT TOTAL) ON 20" X 8" GONG, FTG I ©40"X40"X12" GONG. FTG W/ (4) 05 BARS EA, WAY ®36"X36"X12" CONIC, FTG WALL STUDS PER MN CODE REQUIREMENTS W/ (4) 04 BARS EA, WAY ®30"X30"X12" GONG, FTG I USE MANUFACTURERS REQUIRED FASTENERS W/ (4) 04 BARS EA. WAY N N Q O(3) 2x6 POST ON m O ALL FASTENERS IN CONTACT W/ TREATED 22"X22"X12" GONG. FTG -VERIFY ALL EXTERIOR POST FOOTINGS SIZES BELOW WITH FINAL TRUSS LAYOUT O W 6X6 TREATED POST W/ MANUFACTURERS RECOMMENDATIONS 12" DIAM GONG, FTG. BELLED N TO 16" X S" DEEP (MIN,) AT BASE (SEE MN RESIDENTIAL CODE MIN, 42" BELOW GRADE t) 6X6 TREATED POST W/ 12" DIAM CONC. FTG. BELLED TO 23" X 12" DEEP (MIN,) AT BASE MIN, 42" BELOW GRADE O6X6 TREATED POST W/ DECK CONSTRUCTION TO BE INd 12" DIAM GONG. FTG, BELLED Lu IL TO 28" X 12" DEEP (MIN,) AT BASE ACCORDANCE TO MN EXTERIOR MIN. 42" BELOW GRADE OSXS TREATED POST W/ DECK CODE (SEE MN RESIDENTIAL 14" DIAM GONG, FTG, BELLED TO IS" X 10" DEEP (MIN,) AT BASE CODE SECTION 8501 FOR MORE INFO) MIN, 42" BELOW GRADE ©8X8 TREATED POST W/ 14" DIAM GONG. FTG. BELLED TO 22" X 12" DEEP (MIN,) AT BASE MIN, 42" BELOW GRADE L- - - - - - - -- w � z H 1f(Q04��UW ww 4zp�z� OL U U Oz� �Lu Z o> - CL p0z ff (L U (L U 4 I I I I I I I I I I GENERAL DECK CONST. NOTES: ALL POST FOOTING SIZES ASSUME S 2000 PSF SOIL BEARING CAPACITY (MIN,) ATTACH DECK LEDGER WITH LAG BOLTS THAT PENETRATE INTO RIM JOIST OR LL O WALL STUDS PER MN CODE REQUIREMENTS O w N N 4 m USE MANUFACTURERS REQUIRED FASTENERS ICU N N N Q m O ALL FASTENERS IN CONTACT W/ TREATED H.1 o -W du N Q LUMBER TO BE IN ACCORDANCE TO ) O W i}jJj N MANUFACTURERS RECOMMENDATIONS Ho N 6► (SEE MN RESIDENTIAL CODE 4 SECTION 83113,1 FOR MORE INFO) %^ zu- (k�o DECK CONSTRUCTION TO BE INd Z Lu IL ACCORDANCE TO MN EXTERIOR (L W O O DECK CODE (SEE MN RESIDENTIAL (J) CODE SECTION 8501 FOR MORE INFO) = cD u- x O W . N SQ. FT. E FLOOR AREAS ARE FOR CONSTRUCTION PURPOSES ONLY. W SQ, FT, f AREAS ARE NOT TO BE N USED FOR MARKETING PURPOSES © 2023 Distinctive Drafting and Design, LLC SHEET ALL RIGHTS RESERVED 42 OF NO UNAUTHORIZED REPRODUCTION WITHOUT WRITTEN CONSENT 1:1 1 20'-0" 12'-0" - q la BRACED WALL LINE SPACING m BRACED WALL LINE SPACING u, BRACED WALL LINE SPACING DI BRACED WALL LINE SPACING W 0- J m J N J m J ALL ITEMS WITH A DOUBLE BOX BORDER HATE BEEN ENGINEERED 1p _611 48.-611 I HEREBY CERTIFY THAT THIS PLAN, . 19''0" -O" Iro 12 oil SPECIFICATION OR REPORT WAS Id -3i4° S'-83/4" ow? J PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY ~ 3 q LICENSED PROFESSIONAL ENGINEER UNDER �� 4'-4iz" 3'-1'z" 3'-liz" 41-4!/211 lo = 6'-O" 6'-6" l5' THF LAWS OF THE STATE OF MINNESOTA. - °a z NUMBER OF RISERS' >l OSIGNED: O/ z � MAY VARY PRINTED: RQBBiE HYLAN❑ ° DEPENDING; ON �e _ �J1 (SEE SECTION 2/A5 FOR - - - - - - - - - O 7 FINISHED GRADE �� DATE: LICENSE. No.: 49580 Q/12 }� Q/12 HEADER WINDOW R.O. 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OR 3 PLY 2X12 S) Y O Z O (�/ W = Q - BUILT -IN BENCH ; ®m >_ W Z u R,O, 9'-O x 6'-8 a o m SOLID SHADED AREAS REP, O Z a (Y O 2X BEARING FLAT CEILING K d i ESSPD9068 V DROP TOP CHORD OF FLOOR d �J' C 3 C SOLID BEARING DOWN TO CON(. U (� U W/ CURRIES BELOW ,SHELVES � - " Jt EXT, OF SHEATHING ABOVE cv ' I,IJ LL LINE N Z 4" STEP DOWN u ' w `'h TRUSS 3" FOR FLUSH SHOWER FLOOR ABOV 24"X24" BUILT-IN ----------------- --------- __ --------------------------------------- 1C`` (ALL TRIMMERS TO BE BLOCKED TO FND,) (� 4 LOCKERS ; - - - _ W 2 PLY IS" 2.0E MIGROLLAMS W/ 5!a"XV/" PSL m,EA, SIDE ~ `14 2 PLY 9 u 2,OE (VERIFY REACTIONS w/ FINAL TRUSS DRAW1IJGS)„y 11'-9” _ - `v INTERIOR BEARING WALLS ENG. ROOF a MICROLLAMS uJ 4 (FLUSH BEAM) �Iry a �j O - 10 SONO -SKYLIGHT MIN, HEADER SPAN FOR DOUBLE PORTAL FRAME " / TRUSSES g 24' O.C, J N , (FLUSH) J _ �'� ;� 26-10%4" (SEE CS -PF DETAIL FOR MORE INFO) HAVE BLOCKING -0 MIDPOINT o s > ' N OVERHANG - -------,_----------, u INFORMATION) -- w "o"I i. 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P N J W p L I ' _ POCKET DR, --------------------------- ---------------------- ' Z , N o G <4Ss IN 2X6 WALLAl CENTER OF 8301 e 8801 FOR ADDITIONAL INFO) ----�Y -- BALLOON FRAME WALL TO u GIRDER TRUSS SUPPLIED — — = Luo t=91 = - = _ — o r o t' 24" O,C, �$ UNDERSIDE O CISSOR TRUSS DECK BY TRUSS MANUFACTURER Y_ -4 O __ ° o D. p ROOF TRUSSES INSTALLED PER MANUF, z _x -' `9 ENG, ROOF TRUSSES = F = v a 111 SPECS/DRAWINGS B MN RESIDENTIAL 3 ° W `4 o Lu .0 )All Ib e - OFFICE m� I -CONSTRUCTION PERMIT OFFICES- WAIVER ONLY TO ACCEPT THIS PLAN IF THE WORD 1111111�"ORIGINALII SHOWS IN THE COLOR RED w zxw I4oo zORIGINAL o�D w IT IS ,AESO UNLAWFUL FOR THIS PRINT TO BE V Q 'q CR p w w REPRODUCED. 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OR 3 PLY 2X12 S) Y O Z O (�/ W = Q - BUILT -IN BENCH ; ®m >_ W Z u R,O, 9'-O x 6'-8 a o m SOLID SHADED AREAS REP, O Z a (Y O 2X BEARING FLAT CEILING K d i ESSPD9068 V DROP TOP CHORD OF FLOOR d �J' C 3 C SOLID BEARING DOWN TO CON(. U (� U W/ CURRIES BELOW ,SHELVES � - " Jt EXT, OF SHEATHING ABOVE cv ' I,IJ LL LINE N Z 4" STEP DOWN u ' w `'h TRUSS 3" FOR FLUSH SHOWER FLOOR ABOV 24"X24" BUILT-IN ----------------- --------- __ --------------------------------------- 1C`` (ALL TRIMMERS TO BE BLOCKED TO FND,) (� 4 LOCKERS ; - - - _ W 2 PLY IS" 2.0E MIGROLLAMS W/ 5!a"XV/" PSL m,EA, SIDE ~ `14 2 PLY 9 u 2,OE (VERIFY REACTIONS w/ FINAL TRUSS DRAW1IJGS)„y 11'-9” _ - `v INTERIOR BEARING WALLS ENG. 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FLR. 1i A - I ' w - - 0 PANTRY O y W O p \Q WALL LINE ABOVEb`J W' p W i i VINYL PLANK o LL i _ O z D TO BE IN ACCORDANCE TO MN RESIDENTIAL CODE (SEE SECTIONS m y W F - 1 13 1 W- FLOORING 21'-0" z 0 - X} O N 1 I SOI w 11 I N J W p L I ' W Q POCKET DR, --------------------------- ---------------------- ' Z , N G <4Ss IN 2X6 WALLAl CENTER OF 8301 e 8801 FOR ADDITIONAL INFO) ----�Y -- „ -------------------------------------- u GIRDER TRUSS SUPPLIED — — = fQ t=91 4 OVERHANG - -------,_----------, I O I VA Q*SEE m l'3 III nl o N A TOP OF WINDOW Il TO SIMPSON L5TA26 STRAPS (TYP,) o o 0 ^ 0 -BE SET AT 6'-113/8" ABOVE AND SIMPSON ABU66 POST BASE (TYP,) N o 0°a' o = � � SUBFLOOR, UNLESS NOTED OTHERWISE (SEE ELEVATIONS FOR VISUAL) o S, Z (K U JQq O p> o a DINING O x N �a `Q s ALL WINDOW AND DOOR HEADERS TO BE 0 FLAT GLG, (L - J 2 PLY 2XIC S UNLESS NOTED OTHERWISECS O IT -4> pj 9'-I'�6" PLT HT. _ = c� 4 BRACED WALL LINE NOTES: � O1 qto m o o VINYL PLK. FLR, p �' �� ALL BRACED WALL PANELS TO BEGIN INT, WALL 3 -O 3 -O _ _ , _' DI AWA Et��'�S1N�'�'` LL o q z o p AlL BEAMS HEADERS ARE SIZED O I " l2 PLY 9�" 2,0E MICROLLAMS l2 PLY 9�" 2,OE MICROLLAMS u m `,\ KITCHEN - µ Z W LL w ° ' W WITHIN 10'-0" FROM EACH END OF A �1t 3'-C� 3'_C/� o a POCKET DR. ' BUILT-IN BENCH _ BY Distinctive Drafting B DeSIC@YI V .0 W/ 2 TRIMMERS m EA, SIDE) W/ 2 TRIMMERS ® EA, SIDE) ® IN 2X6 WALL ' - O FLAT GLG, u' N N O BRACED WALL LINE Z (MIN, PANEL) (MIN, PANEL) I W/ HOOKS ABOVE I I �« J O Q (UNLESS NOTED OTHERWISE) ESSPD6068 ESSPD6068 mw �! '�, 9'-Vt" PLT HT. 4 ((� VINYL PLK, FLR. D R_21,O, 6'-O x 6'-8 R.O. 6'-O x 6'-8 30" VAN I I I �� , �'` STONE COUNTERTOPS - 3 „ I _ 'n ADD ADDITIONAL STAIR STRINGER DISTANCE BETWEEN ADJACENT EDGES O� _ LLI 4 MIRROR (III O 12'-10/z. `; �A.�� 11' 2/4 6'-O/= cp OF A BRACED WALL PANEL e L 11110 OVEN/MICRO 3o" yPO1 �TOF`v _v� �.� �;� SHALL BE NO GREATER THAN 20'-O" U SUPPORT AS NEEDED, VERIFY ON SITE fQ TERIOR GYPSUM BOARD REQUIRED ® �4 I w- MUD ROOM COMBO WP1NOb>b,\` \ � 3 PLY 9V2" 2.0E _ N p ON THIS WALL FOR WALL BRACING �� ' 7 T ` ` ` O W 1 VINYL PLANK C14 I„iN 2X6 BEARING EXHAUST FAN VENTED TO EXTERIOR FLAT GLG. m MICROLLAMS (FLUS) ' - CR Q — FLOORING ii 1- 9'-Ii8" PLT HT, m ��'� Q __ --------- _ _ _ _ _ _ _ _ _ BRACED WALL LINES CALCULATIONS Z Z > O a5 ° IIIIoI VINYL PLK, FLR. 1 RAILING TO CODE " ASSUME SEISMIC DESIGN Z ' 11 m 2 SN LUES m 0° SHELVES iv ROOF/FLOOR TRUSS E GIRDER TRUSS j 1111 I I I \a W Q // ,, J " q N CATEGORY A, 115 MPH ULTIMATE DESIGN d 3'-O 6 IS R " w Q `t m BWL 4 LOCATIONS ARE FOR REFERENCE ONLY, U- F - - 3 - - - - — WIND SPEED, E EXPOSURE CATEGORY B 0 Q r 5y"x5'i," PSL O 2 PLY 2X10 (III O N I I 11 11 - - lU _ z q o w GB REFER TO FINAL TRUSS LAYOUTS W/ NO PLATES ~ w O H - / IS" FLOOR TRUSSES iiii HARDWOOD i " O ®� a) Q 0.o FOR ACTUAL LOCATIONS vis ` !VERIFY REACTION N (III STAIR$ I I () W �+ (III 3 z° BUILT L GKE m 24" O,c, II Q 1 q 1w 0. q wi FINAL TRUSS o O - o o BRACED WALL LINES CALCULATIONS DRAWINGS) J U O (!� ( I I I I i i 1 Q 2X4 BRG, Ul ^I � z W m Z (III RAILING TO CODE „1 k O x o o �ry = W r } ALL FLOOR TRUSSES a BEAMS TO HAVE ASSUME BLOCKING BEHIND ALL WALL ,n _ w - m m 'L O 5'_103/4" 4'_4" g'_I" 12'_13j4" r N' IIIA - m `� - z A MAX. LIVE LOAD DEFLECTION OF L/480 HORIZONTAL SHEATHING JOINTS 1 JII I I I I IIIA W = of QOQ ('f� ~ 15> m I I I m _ B MAX, TOTAL LOAD DEFLECTION OF L/240 Q- z W o iii P I i 11 J z w O o W 0 A5 Q 0 Q ` REFER TO SECTION 8602.10 FOR MORE INFO a > w = a J m ALL BEAMS E HEADERS ON THIS PLAN (III w Lu w (y it i HARDWOOD RADON iii" a (Y ° m w �� 3 ARE WEYERHAEUSER ENGINEERED p (X > a q_ 5'-�� srAlRs �'_ I PIPE 1 4'-8 m q N ? q W w o 'D N z p m ' WOOD PRODUCTS. IF DIFFERENT BRACED WALL PANEL KEY: I I I I I I N ,L �IIII m Joy° III o � � q ,;� � N o BRAND IS USED, VERIFY SIZE 8 DEPTH � CS -PF WALL PANEL IN THIS AREA ONLY u cD O u g z z RAILING TO CODE C lu U (III z p n F q 3 � ROD SH, PRIOR TO CONSTRUCTION (IS MIN,) Q� bp(� D► cD FLOOR GIRDER TRUSS SUPPLIED Q N y = - w z q N - - - - - - - - - - - **SEE BRACED WALL DETAIL FOR FRAMING INFO Y TRUSS MANUFACTURER 071 N- o q s.D./co.D. - b U z N OR O o a u O p U BEAM/HEADER SUPPLIER TO VERIFY ••2 PLY 2x12 (MIN,) HEADER OVER THIS WALL Q m o (III LL w 0- _ ° ENTRY N O THAT ALL BEAMS, POSTS, AND HEADERS (36" MIN,) BRACED WALL PANEL Q £ lL F o FL SH FLOOR BEAM SIZED u s.°xsv.' 1 0 O = (Y N W PSL W/ NO ro WILL SUPPORT ROOF, AND FLOOR LOADS ? u O N Z N BY SUPPLIER ro w PLATES FLAT GLG. 2'_0 z 1/16 O,S,B. SHEATHING z �4 (Y q I (III °a ( OT OM OF BEAM TO BE FLUSH o VERIFY — 9'-I�" PLT HT, o s U PRIOR TO CONSTRUCTION NAILED 6 6" O,C, 'm EDGES I @ W/ 0 u -I W Z REACTION W/ VINYL PLK, FLR. �Ik G -5i4 1'-I1 4'-6 Q FINAL TRUSS ( " „y all ap "' � � p -a p (III x W/ TOP OF MAIN FLR. PLATE ;� AND 12 O,G, IN FIELD TEMP. TEMP, ul COMPACTED GRANULAR FILL (III O o Al GENERAL DECK CONST. NOTES: Wi SLOPE CONIC. TOWARDS ~ O <t m FLOOR DRAIN W/ (III O = 18'-0" X 8'-0" O H GARAGE DOOR p o p ESDH3060 ESDH3060 " ATTACH DECK LEDGER WITH LAG BOLTS IS' -O" X 8'-O" O,H, GARAGE DOOR O N n a " " IN -FLOOR HEAT W/ 2 PLY 16 2,OE MICROLLAM a _j R, 0, 3'-O x 6'-O R.C. 3'-0 x 6'-0 I THAT PENETRATE INTO RIM JOIST OR + W/ 3 PLY IS" 2.0E MIGROLLAM (III q O COVERED WOOD / _ W/ 3 TRIMMERS a EA, SIDE u " WALL STUDS PER MN CODE REQUIREMENTS W/ 5i4"X514" PSL EA. SIDE (III z OR o = PORCH /h o o " `"�� O O USE MANUFACTURERS REQUIRED FASTENERS (GLASS TOP PANELS) LU 3 PLY 14" 2,0E MICROLLAM W ~ DECKING DIRECTION o ii , Aj W/ WALL MOUNTED DOOR OPENER (III w o @ " to x s BWL 5 c W/ 2 TRIMMERS @ EA, SIDE Z 2 PLY 2XIO'5 _ ' N BWL 5 c CS-WSP - v - - - - - - - - - - - - - - - - - ABOVE SXS ROUGH - - .may SET TOP OF HEADER g UNDERSIDE OF (GLASS TOP PANELS) w �, ALL FASTENERS IN CONTACT W/ TREATED .may �f 7c III SAWN CEDAR POST 7W'-) D TOP PLATES TO FULLY BRACE HEADER p W/ WALL MOUNTED DOOR OPENER TYPICAL UNLESS NOTED ii - LUMBER TO BE IN ACCORDANCE TO _ FOR LATERAL STABILITY OTHERWISE) _ _ _3 PLY 2X10'S-(DROPPED)- - - - - - -� MANUFACTURERS RECOMMENDATIONS SET TOP OF HEADER w UNDERSIDE OF PORCH ROOF TO BE BASED OFF (SEE MN RESIDENTIAL CODE 51'r"X54" PSL �%j /� TOP PLATES TO FULLY BRACE HEADER �o i ii EDGE OF WOOD PORCH �� SECTION 8311,3,1 FOR MORE INFO) O (VERIFY REACTION C� O FOR LATERAL STABILITY _ © " ENG, ROOF II O W/ FINAL TRUSS " TRUSSES o 24' O,C,- l5' /� DRAWINGS) �' O m I I O zt `_ zt �r I DECK CONSTRUCTION TO BE IN �Zt ACCORDANCE TO MN EXTERIOR DECK CODE (SEE MN RESIDENTIAL CODE SECTION 8501 FOR MORE INFO) NOTE... AL.L. DIMENSIONINC,%----------------------- `j�.� S //O i O � eJ/811 - - - - - - -0'-05/411 - - - - - ------ $II 10 -43/811 / " Q) IS TO THE EXTERIOR OF (1 V (1V`, II II THE SHEATHING 8 -8 o z 2'-4" Z LL MAIN l FLOOR PLAN A WZ ' (302 °3~ WZ WM 1 lu W x W q X O W 3 z 0 I U o4--e5/4"A3 SC{�LE% 1��11 - 11-OII HOUSE/GARAGE WALL v V 12' 2' lie W\n i W N 4'-9/4" u 3'-4hII DIMENSIONING (� TO 25'-6" 51-0 25'-6" � 4'-O"le Il' -0" 13-0" 1=1N1SHED SQ. 1=T. - 1395 THE EXTERIOR Of: STUD C�>'4RAC�E SQ. 1=T. - 14�5g - n'-0 COVERED SCREENED i=TORCH SQ" ET. 150 68'_011 HOUSE OVERALL DIMENSIO (NOTE: SQ. FT, 18 MEASURED ° m W FROM EXT. OF 6HEATHING) BRACED WALL LINE SPACING BRACED WALL LINE SPACING SQ, FT. 4 FLOOR AREAS ARE FOR CONSTRUCTION PURPOSES ONLY. SQ. FT. f AREAS ARE NOT TO BE USED FOR MARKETING PURPOSES © 2023 Distinctive Drafting and Design, . ALL RIGHTS RESERVED NO UNAUTHORIZED REPRODUCTION WITHOUT WRITTEN CONSENT )_ m X `' S Z O z UJ Q*SEE m l'3 III W SECTION 3/A5 FOR VISUAL) Lu Lu (K - `�' d) N S �q pyo DRAWINGS) cD 0 d N � ff {/� PSL POST A SS• d Q 7 c0 Z (k c0 0 ago( ROOF CONSTRUCTION a ATTACHMENTS tu F -n "' W O p \Q WALL LINE ABOVEb`J _ O z D TO BE IN ACCORDANCE TO MN RESIDENTIAL CODE (SEE SECTIONS 21'-0" z w 11 =----Q-1- O - Qfi -------------------------------------- lL H cv --------- --------------------------- ---------------------- ----- Z , N G <4Ss nIW ,IS FLOOR TRUSSES ' 8301 e 8801 FOR ADDITIONAL INFO) ----�Y -- �D------------------------------------- o °o -------------------------------------- -----------------------= GIRDER TRUSS SUPPLIED — — = t=91 = - = _ — o r o t' 24" O,C, �$ Q BY TRUSS MANUFACTURER Y_ -4 O __ ° o D. p ROOF TRUSSES INSTALLED PER MANUF, -' �a = = v 111 SPECS/DRAWINGS B MN RESIDENTIAL 3 ° W GARAGE o OFFICE m� 4 CODE SECTION Rail o3: WALLS AND CEILING (III ° _� 9F1 BA PLT HT, ROOF UPLIFT CONNECTION TO BE IN CI_.u GYP, BOARD AND TAPE (III VINYL PLK. FLR, ACCORDANCE TO MANUFACTURERS ENTIRE GARAGE I 23 -51h t STEP UP RECOMMENDATIONS d PER MINNESOTA N o RESIDENTIAL CODE x C14 TYPICAL GARAGE FLOOR (III - z - (SEE CODE 8802.11 FOR MORE INFO) s 3 4" CONCRETE SLAB W/ w 1 w a O cv 0 6X6 10/10 WELDED WIRE MESH (III d) W m TEMP. TEMP, ul COMPACTED GRANULAR FILL (III O o Al GENERAL DECK CONST. NOTES: Wi SLOPE CONIC. TOWARDS ~ O <t m FLOOR DRAIN W/ (III O = 18'-0" X 8'-0" O H GARAGE DOOR p o p ESDH3060 ESDH3060 " ATTACH DECK LEDGER WITH LAG BOLTS IS' -O" X 8'-O" O,H, GARAGE DOOR O N n a " " IN -FLOOR HEAT W/ 2 PLY 16 2,OE MICROLLAM a _j R, 0, 3'-O x 6'-O R.C. 3'-0 x 6'-0 I THAT PENETRATE INTO RIM JOIST OR + W/ 3 PLY IS" 2.0E MIGROLLAM (III q O COVERED WOOD / _ W/ 3 TRIMMERS a EA, SIDE u " WALL STUDS PER MN CODE REQUIREMENTS W/ 5i4"X514" PSL EA. SIDE (III z OR o = PORCH /h o o " `"�� O O USE MANUFACTURERS REQUIRED FASTENERS (GLASS TOP PANELS) LU 3 PLY 14" 2,0E MICROLLAM W ~ DECKING DIRECTION o ii , Aj W/ WALL MOUNTED DOOR OPENER (III w o @ " to x s BWL 5 c W/ 2 TRIMMERS @ EA, SIDE Z 2 PLY 2XIO'5 _ ' N BWL 5 c CS-WSP - v - - - - - - - - - - - - - - - - - ABOVE SXS ROUGH - - .may SET TOP OF HEADER g UNDERSIDE OF (GLASS TOP PANELS) w �, ALL FASTENERS IN CONTACT W/ TREATED .may �f 7c III SAWN CEDAR POST 7W'-) D TOP PLATES TO FULLY BRACE HEADER p W/ WALL MOUNTED DOOR OPENER TYPICAL UNLESS NOTED ii - LUMBER TO BE IN ACCORDANCE TO _ FOR LATERAL STABILITY OTHERWISE) _ _ _3 PLY 2X10'S-(DROPPED)- - - - - - -� MANUFACTURERS RECOMMENDATIONS SET TOP OF HEADER w UNDERSIDE OF PORCH ROOF TO BE BASED OFF (SEE MN RESIDENTIAL CODE 51'r"X54" PSL �%j /� TOP PLATES TO FULLY BRACE HEADER �o i ii EDGE OF WOOD PORCH �� SECTION 8311,3,1 FOR MORE INFO) O (VERIFY REACTION C� O FOR LATERAL STABILITY _ © " ENG, ROOF II O W/ FINAL TRUSS " TRUSSES o 24' O,C,- l5' /� DRAWINGS) �' O m I I O zt `_ zt �r I DECK CONSTRUCTION TO BE IN �Zt ACCORDANCE TO MN EXTERIOR DECK CODE (SEE MN RESIDENTIAL CODE SECTION 8501 FOR MORE INFO) NOTE... AL.L. DIMENSIONINC,%----------------------- `j�.� S //O i O � eJ/811 - - - - - - -0'-05/411 - - - - - ------ $II 10 -43/811 / " Q) IS TO THE EXTERIOR OF (1 V (1V`, II II THE SHEATHING 8 -8 o z 2'-4" Z LL MAIN l FLOOR PLAN A WZ ' (302 °3~ WZ WM 1 lu W x W q X O W 3 z 0 I U o4--e5/4"A3 SC{�LE% 1��11 - 11-OII HOUSE/GARAGE WALL v V 12' 2' lie W\n i W N 4'-9/4" u 3'-4hII DIMENSIONING (� TO 25'-6" 51-0 25'-6" � 4'-O"le Il' -0" 13-0" 1=1N1SHED SQ. 1=T. - 1395 THE EXTERIOR Of: STUD C�>'4RAC�E SQ. 1=T. - 14�5g - n'-0 COVERED SCREENED i=TORCH SQ" ET. 150 68'_011 HOUSE OVERALL DIMENSIO (NOTE: SQ. FT, 18 MEASURED ° m W FROM EXT. OF 6HEATHING) BRACED WALL LINE SPACING BRACED WALL LINE SPACING SQ, FT. 4 FLOOR AREAS ARE FOR CONSTRUCTION PURPOSES ONLY. SQ. FT. f AREAS ARE NOT TO BE USED FOR MARKETING PURPOSES © 2023 Distinctive Drafting and Design, . ALL RIGHTS RESERVED NO UNAUTHORIZED REPRODUCTION WITHOUT WRITTEN CONSENT )_ m O m w N ~ o 1p 1p N N m p 0 Lu Lu (K - `�' d) N S �q pyo W� � cD 0 d N � ff 73 Q 7 c0 Z (k c0 0 ago( tu F -n u W U � Lu O(K CV SHEET A3 OF -CONSTRUCTION PERMIT OFFICES- WAIVER ALL ITEMS WITH A DOUBLE BOX BORDER S �„� S �„� S ONLY TO ACCEPT THIS PLAN IF THE WORD HAVE BEEN ENGINEERED2 "ORIGINAL"SHOWS IN THE COLOR RED 4 ul I HEREBY CERTIFY THAT THIS PLAID, � +' � +' SPECIFICATION OR REPORT WAS �� / Y ME ❑R UNDER MY DIRECT 'S � � r� � Lu � � W O O � � PREPAREDB ��ORIGINAL �Cj13d)caLu V-4 SUPERVISION AND THAT I AM A DULY 12 �' LICENSED PROSSIONAL ENGINEER UNQER O W ZO WOO THE LAWS OF THE STATE OF MINNESOTA. UN A. `_ - ENGINEERED TRUSSES -0 24" O.C. 12 �' / (Y Z d W U T) n Q- 2" CLOSED CELL SPRAY FOAM IT IS ,450 UNLAWFUL FOR THIS PRINT TO BE Q w p W w % , W/ BLOWN INSUL. TO II TOTAL (MIN.) % REPRODUCED. UNLESS THE WORDw 0 \j"q W_ z z al a ly SIGNED: ^� (TRUSS DESIGN PER TRUSS MANUFACTURER) 'l II W W O 4 — IU CONSTRUCTION: -.1 ROOF CONSTRUCTION� ORIGINAL SHOWS IN THE COLOR RED (Y O W Z PRINTED: ROBBIE HYLAN❑ % % \ \ ARCHITECTURAL ASPH SHINGLES PERMISSION ONLY TO BE GRANTED BY 0 W d Q Q 49580 LO -„ IB ROOFING FELT O I Z IX N N W DATE' �;^� LICENSE. NQ.: //O // m� 6 _ i Distinctive Draftin and Desi n, LLC, d 1/2 O.S.B. g g d q c� w _z r CONTINUOUS RIDGE VENT W (L cp 4 ................. ..................................................................................................................................................................................... AIR CHUTES a EA. TRUSS SPACE ,{ , � � U Z ~ Z SEE DELl TAILS BATH 2 ROWS ICE 4 WATER (UP EAVE) Y� y } (Y = W(L W 3 Z O PRE-ENGINEERED TRUSSES 6 24" o.c. J1 Z W N FOR ADDITIONAL INFO ° 2x4 TRUSS BRACING 12�' w z Q p — N 2" CLOSED CELL SPRAY FOAM � � G � ON EXTERIOR FINISHING BEDROOM #2 BEDROOM #2 ® W/ BLOWN INSUL. TO R-49 TOTAL (MIN.) 12� al w O } q Qp O AND MATERIALS ° STAIR O� O N 2x6 SUB FASCIA (K ILO N W O O WO~O� N ALUMINUM SOFFIT 4 FASCIA U W �Q q 50% OF VENTING PROVIDED BY SOFFIT _ w O J W 0 Z O HANDRAIL W/ RETURNS w •Q TO CODE F IJ 6 LL m 0 V Q _j 12 cp cp HOUSE WALL CONSTRUCTION- =m U_ W- N I U ENGINEERED TRUSSES s 24 O.G. w 4 STAIR CONSTRUCTION- mr W Q z N Q v "> •.. 12 W/ R-49 (MIN.) BLOWN INSULATION uve" TIMBERSTRAND -4 zn- W SIDING (SEE ELEVATIONS FOR TYPE) > O � F- Z (� +i STRINGER •Q -1/16 O.S.B. SHEATHING BALLOON FRAME WALL TO Z LL (TRUSS DESIGN PER TRUSS MANUFACTURER) _ _ Q- ii I Z (L W p O I2 HANGER TRUSSES a PBD TREADS IK 1 0 4 2x6 STUDS m 16" o.c. UNDERSIDE OF SCISSOR TRUSS � W 'Q N W F Z IY AS NEEDED 3/4 T4 SUBF OR ==a IXS RISERS 4 Lu R-20 (MIN) CLOSED CELL INSULATION ~ > a Lu U UO u 3 m N 12 l'i w - „ r, = l7 II CLOSED CELL SPRAY r - - - - - - - - - - - - " w w ,a 8 `--,' _ INTERIOR TRIM/DOOR STYLE PER 12 BEDROOM #1� MUD ROOM FOAM INSULATION/s==? z p F w CUSTOMER/BUILDER = z - w NOTE: SPRAY FOAM INSUL. P " - - a N > - GARAGE 'S " a Lu N =•FRAMER TO ALLOW FOR 3%" TRIM ALSE 4 W AROUND MECHANICALS w T _1 1 � ALL WND. AND DOOR LOCATIONS U W N AND g RIMS J - w w w r o BEAM p w N N \� n= F Q w = O 51MP50N L5TA36 I I K w ((� Z POWDER =F _ (Y Q d J CLOSED CELL INSUL. a RIM (R-20 MIN.) w } STRAPS— }� O *' �w HALL p AND FRAME STAIR O w 3 � w w As sNoww LL U U - ROOM Wm O 'Q _ __ LANDING W/ 2X10 m (K � �' � (SEE RIM DETAILS FOR MORE INFO) � 8 � � LEDCsER AS Ci � W — O to I-- -1 �� — JOISTS a 16 O.C. 'Q w S ii „'�, .4 „ NEEDED FOR Z O W Q z z 1) w ' �o- <s ''... N (TYPIGAU O L — y ATTACHMENT O 3 II II ROOF TRUSS I z F z SILL ASSEMBLY- z Im 1/2 DIA. ANCHOR BOLT Q 12 o.c. (MAX) - (� W Q w 3} M= O :9 4"T4GSUBLOR �~ Z Qp��jW W LL GARAGE � � tX � 2x6 PRESSURE TREATED SILL PLATE m 0 0 1b" FLOE TRUSS s � 24" o. O X �� z 3 1/4" SILL GASKET _ u� SIMPSON HH& 1.14 UI 4 ZrU 0 Z N Lu /// // /// / % / Q ° w HEADER CLIPS SPRAY FOAM INSUL. �- U E:1 ~ W Z RE XEE::] AROUND MECHANICALS ,Q W n/ zn ul FOUNDATION CONSTRUCTION- _ _O o ZO LU (L O Z tD - - I-- __ ---- ` ---- � ---- P7 -----� ------ ------ - 3 LG.F. FDN. WALL p u _ _ O [Q H /� % //� % IS" F OR T USSES 24 ° S' FLOOR TRUSSES m 24" O.C. _ (� z J O O m q U H O Q I wi �." r<G suBFLooR z (WIDTH, HEIGHT, AND FTG. SIZE fu- (L/ O Q �Tj 3/4 T SUB OOR 3 '� d _" w (�/ (L U W IY y 1.4 STAIR PER FDN. PLAN) w -1 @ LL w GRADE = CLOSET = o - - > T o - i i GRADE DRAIN TILE U -1 m = m l4) 2x6 TURNED m� ~ Z LL Q �% ° °., °., ° P °., °., °. °., °., ° °., \y` �Q e ON ENDITYP.) fL `t — O W ° 4" CONCRETE FLOOR W/ IN -FLOOR HEAT ° ° ° ° ° ° ° ° P ° P ° ° ° o - m ° °.° WATERPROOFING w - W o LL ° z Z O (Y I Q- - - Fr- = _ _ _ _ _ _ ,� �r = 4 CONCRETE FLOOR W/ - - = a d) z a - - (CONCRETE CONTRACTOR TO INSTALL 4 m� tL U d _ 2 FOAM INSULATION BELOW SLAB a o 9 d w IN -FLOOR HEAT 2 FOAM - o. w ! �I o (TOP OF FOAM TO BE FLUSH W/ TOP OF LEDGE) dr +, N /s REBAR IN FOUNDATION WALLS 4 FOOTINGS LL sruDs m ° d II II I INSULATION BELOW SLAB _ (X -_ -_ a 4 a I � � � � � � � � I � • HALL � �� � cp O :P � AS NEEDED PER CODE) �� 6 ° ° a (TOP OF FOAM TO BE FLUSH ° a = 8 ; _ _ X40 /� iL 3J 5'h° w� o III II II II II II II II II II II II II II II II II II II II II II iY W/ TOP OF LEDGE) III II II II II II II II z 6 MIL POLY VAPOR BARRIER wi (" 5is" wL ° SCREENED PO' ~ ' • TRIMMER °` II II II II °.� `� UNDER CONC `9 WALL B � � "GREAT ROOM I c(1 II II II (LAPPED 12 MIN. EDGES) �'; II II II I� IIT I II II II II II II II II II I II II II II II III II II I �4; � � ? -° _ 2X10 JOISTS e 16" O.C. III III II II II II VII I _ a ALL ICF WALLS ARE BASED a ON Fox Blocks SPECS: IGH � 1 4 CONCRETE FLOOR W/ 4 ° o a ° o " ° ° d o " -IME wl""m w-Amilm w"ImAr'll 2-5/all FOAM WIDTH E 2 PL IN -FLOOR HEAT �= �' � ° 4 CONCRETE FLOOR W/ IN -FLOOR HEAT °�= � ° � - -GORE SIZE PER FND. NOTES WALL "C" 2" FOAM INSULATION BELOW SLAB /� WALL "C" 2" FOAM INSULATION BELOW SLAB WALL "E" (TOP OF FOAM TO BE FLUSH W/ 1 STAIR SECTION (TOP OF FOAM TO BE FLUSH W/ **IF DIFFERENT BRAND IS USED, O p O TOP OF LEDGE/FTG.) ,�{{ II 1 II TOP OF LEDGE/FTG.) VERIFY SIZE 4 DEPTH PRIOR TO CONST. SIMPSON LSTA36 iY Z A� SCALE%/`t = -O / STRAPS (TYP. AS SHOWN) �' 7.t Jam' i i Lu m O" Q/1/_ NEWEL AND BALUSTERS FUTUREO EMILY m Q w '� PER CUSTOMER/BUILDER z > O GARAGE ROOF CONSTRUCTION- ,%� ROSSETTE TREAD Z O - ARCHITECTURAL ASPH SHINGLES /� ~J WOOD RAILING HANDRAIL HEIGHT: % �/� GRADE GRADE � Q V 15# ROOFING FELT 34" MIN, AND 38" MAX �/ BALUSTER MATERIAL PER a a a ° a a ° a a ° a a • a — (L 1/2" O.S.B. SHOE RAIL SPEC BOOK ° °a •° Q Q CONTINUOUS RIDGE VENT vs OPENINCsS TO BE SKIRT BOARD — s C , �! LESS THAN 4' BALUSTER GASINCs AIR CHUTES a EA. TRUSS SPACE v TREAD RISER " 2 ROWS ICE 4 WATER (UP EAVE) ! NEWELL POST �� RISER HEIGHT O STRINGER O D PRE-ENGINEERED TRUSSES 'm 24 o.c. \ 12 /s P BD NOT TO EXCEED �3i4" 2x4 TRUSS BRACING SKIRT BOARD �6 ° FTG "N" R-49 (MIN.) BLOWN INSULATION � WALL "J" WALL "J" 4 MIL POLY V.B. - Im 6" DIAM, SPHERE TYPICAL STAIR DETAIL CROSS SECTION IMI J CANNOT PASS CASING 2 GARAGE WALL CONSTRUCTION- w THROUGH SCALE: 1/211 = 11-011 S/16INO.S B SHEATHINELEVATIONS FOR TYPE) ACJ' �jC,d,LE% 1/4 _ 1-o = IN OPEN RAIL II I II CONSTRUCTION 61 ................................................................................................................. 2x6 STUDS a 16" o.c. R-20 (MIN.) BATT INSULATION 7 4 MIL POLY V.B. a 0 SILL ASSEMBLY- ° 1/2" DIA, ANCHOR BOLT a -12" o.c. (MAX) 3 2x6 PRESSURE TREATED SILL PLATE 1/4" SILL GASKET 12 4 BOX GIRDER ROOF TRUSS �w w m o �ttm°off O � � M V w LL — l) � W w TO AC T AS VAPOR BARRIER i v v r.► . r, . \� .fico r0 = ww Z M w W,1,C♦ o e 01 dad c0 3 LL Q Qaz lL BEDROOM #2 0 z " T4G S OR STAIR DETAIL DECX/SCREENED PORCH DETAILS m SCALE: 1/411 - 11-011 RAIL a MIN 36" HEIGHT TO MEET 86 r z u CODE REQUIREMENTS c 4" MAX. 4- (1 Q m BETWEEN SPINDLES Q PCPER ELEVATIONS GALVANIZED FLASHING Q '� PITCH ATI � SIDING (SEE ELEVATIONS FOR TYPE) � 4 0 z ROOF TRUSSES UNDER SIDING 4 OVER HOUSEWRAP LAP ALL JOINTS JOISTS x Q 2 CLOSED CELL SPRAY FOAM (6" MIN.) 5/4 xrom p 3: W/ BLOWN INSUL. TO R-49 TOTAL (MIN.) DECKING `t m 12 - 12 HEEL HEIGHT WILL """""""' N N9 EXTERIOR WALL SHEATHING 4 I AIR CHUTES FULL WIDTH OF EACH X ^ VARY W/ DIFFERENT TREATED HDR. TRTD. Jolsrs r TRUSS SPACE r � � ROOF PITCHES 2X6 CORNER STUDS FLOOR GIRDER TRUSS - - DASHED LINE REPRESENTS SHINGLES W NOTE: IF HEEL IS OVER 91'4", 6X6 TREATED �« BY TRUSS MANUFACTURER SPRAY FOAM INSUL. _ _ _ _ _ _ _ _ _ _ _ _ w Z ADDITIONAL BLOCIGING IS POST JOIST HANGER RAISE HEADER DROPPED BEAM BEYOND _ _ CLOSED CELL SPRAY FOAM OR NOTE: SPRAY FOAM INSUL. � , REQUIRED w BRACED FOR LATERAL MUD ROOM =_ RIGID WINDWASH BARRIER WALL PANEL LOCATIONS _ _ (TO ACT AS VAPOR BARRIER) o TRTD. DECK STABILITY 71 FLUSH BEAM AROUND MECHANICALS �'3 _ (VERIFY W/ TRUSS DRAWING) AND g RIMS w LEDGER _ - CLOSED CELL SPRAY FOAM CONC. FTG, D TO ACT AS VAPOR BARRIER w _ _ _ _ INTERIOR GYPSUM BOARD (SIZE 4 DEPTH o z - Q PANTRY ROOF EDGE : _ ,� PER FDN. PLAN) oo , a l7 07 t -1 VENTED ALUMINUM - V m�_ e Z y ® O O p -- w m'I 6 FASCIA W/ 2X6 SUBFASGIA SOFFIT (ALL TO BE _ = INTERIOR GYPSUM BOARD DECK FRAMING DETAIL 0K O � - z lX iY LL EXTERIOR WALL SHEATHING PERFORATED) II I II III / U GARAGE o Q Q '/k OUTSIDE CORNER DETAIL SCALE: v2 = 1-0 O F CLOSED CELL SPRAY FOAM PIN GONG, APRON 0 (TO ACT AS VAPOR BARRIER) TRUSS DETAIL (HOUSE) SCALE: 111 11 - 11-0 - INTO FND WALL AS O / �+ /+ NEEDED ��SCALE: 111 = 11-011 GRADE _ - I X6 TREATED POST Ul 1 - POST BASE �u rF 10" (MIN.) CUT W Q N � c� N lY II lS' a 4fY� N `^ WO SIDING (SEE ELEVATIONS FOR TYPE) RISER HEIGHT O STRINGER W D` CV O � /L, 'RI � II � SONO TUBE o ° o NOT TO EXCEED "13/4 W Q- -� 'n d) � a J II II\II II 11-1 ' OUSEWRAP LAP ALL JOINTS l6" MIN.) BATH �n U� BELLED 9 BASE N Q - p II II II ly ° ��/ 2 CLOSED CELL SPRAY FOAM WITH (SIZE PER a p� w II y 0 Q EXTERIOR WALL SHEATHING Z`% BLOWN INSUL. TO R-49 TOTAL (MIN.) FOUNDATION PLAN) �' ° TYPICAL STAIR DETAIL WALL B <O II ff w U CLOSED CELL SPRAY FOAM �/ OOF TRUSS BOTTOM CHORD o a o II I II %^ C a M. 0, // � a , SCALE: 1/2 = 1 -O O I c0 II /�,� (TO ACT AS VAPOR BARRIER) /� ,� }� /� /f t /� -U W a II I/I i / / CLOSED CELL SPRAY FOAM �+� /! nT �Tr-r M1- I 1111 I z fl �� 5C;AL D 1/ " 1 -Q 4 CONCRETE FLOOR W/ IN -FLOOR HEAT _ , - v � v ° U WALL "c 2" FOAM INSULATION BELOW SLAB a° ° S� INTERIOR GYPSUM BOARD NTERIOR GYPSUM BOARD 6� X (' (TOP OF FOAM TO BE FLUSH W/ OW TOP OF LEDGE/FTG.) /j , INTERIOR PARTITION INTERIOR PARTITION 1 1 III SQ. FT. 4 FLOOR AREAS ARE FOR W WALL INTERSECTION DETAIL WALL e ATTIC SPACE CONSTRUCTION PURPOSES ONLY. IM WALL J" II = I II SQ. FT, f AREAS ARE NOT TO BE CV SCALE: 111 = 1'-0" SCALE: 1 I -O USED FOR MARKETING PURPOSES © 2023 Distinctive Drafting and Design, LLG ALL RIGHTS RESERVED SHEET NO UNAUTHORIZED REPRODUCTION A5 OF WITHOUT WRITTEN CONSENT O GRADE c� TO AC T AS VAPOR BARRIER i v v r.► . r, . \� .fico U } w v II = II SCALE: 1/2 11-0 �� 5C;AL D 1/ " 1 -Q 4 CONCRETE FLOOR W/ IN -FLOOR HEAT _ , - v � v ° U WALL "c 2" FOAM INSULATION BELOW SLAB a° ° S� INTERIOR GYPSUM BOARD NTERIOR GYPSUM BOARD 6� X (' (TOP OF FOAM TO BE FLUSH W/ OW TOP OF LEDGE/FTG.) /j , INTERIOR PARTITION INTERIOR PARTITION 1 1 III SQ. FT. 4 FLOOR AREAS ARE FOR W WALL INTERSECTION DETAIL WALL e ATTIC SPACE CONSTRUCTION PURPOSES ONLY. IM WALL J" II = I II SQ. FT, f AREAS ARE NOT TO BE CV SCALE: 111 = 1'-0" SCALE: 1 I -O USED FOR MARKETING PURPOSES © 2023 Distinctive Drafting and Design, LLG ALL RIGHTS RESERVED SHEET NO UNAUTHORIZED REPRODUCTION A5 OF WITHOUT WRITTEN CONSENT -CONSTRUCTION PERMIT OFFICES- WAIVER S _ INTERIOR GYPSUM BOARD S �'� S �„� S ONLY TO ACCEPT THIS PLAN IF THE WORD )r "ORIGINAL" SHOWS IN THE COLOR RED 4 ul (RTO AGTI AS VAPOR BARRIER AY FOAM _ _ � � Y� � � 8 � ' r� � w� � ORIGINAL INTERIOR GYPSUM BOARD IT IS ,AESO UNLAWFUL FOR THIS PRINT TO BE n z � Y w CO n u JU EXTERIOR WALL SHEATHING _ _ O W H N WOO J HOUSE WRAP (EXTEND DOWN WALL = _ INTERIOR GYPSUM BOARD _ _ CLOSED CELL SPRAY FOAM d) 4 q N Q W TO A POINT BELOW THE SILL PLATE) _ : �' (TO ACT AS VAPOR BARRIER)/, REPRODUCED. UNLESS THE WOR w v W ly p .4 ~ SIDING (SEE ELEVATIONS FOR TYPE) - - ORIGINAL" SHOWS IN THE COLOR RED V D W O O 01 w Z Z 'ir - CLOSED CELL SPRAY FOAM q � U 0 F- p (TO ACT AS VAPOR BARRIER) _ = EXTERIOR WALL SHEATHINGi�� PERMISSION ONLY TO BE GRANTED BY F Q W .q O FLOOR TRUSS 2x4 NAILER ALONG TOP EDGE OF TRUSS FLOOR TRUSS = _ - - Distinctive Drafting and Design, LLC, d d N W w SYSTEMSYSTEM _ = EXTERIOR WALL SHEATHING = _ CLOSED CELL INSUL. 'a RIMHOUSE \ \ (R-20 MIN.)", \ \ _ = TO A PONT BELOW THE �LL PLATE) �•' 0 W (L w ~ 4 HOUSE WRAP (EXTEND DOWN WALL DER " O,S.B. SHEATHING RIM I F- 4 Lei! 71 W LUI.I W O z TRUSS SD PPLIED \ TRUSS 8 SUPPLIED \ I �/ W N U F U TO A POINT BELOW THE SILL PLATE) ` SIDING (SEE ELEVATIONS FOR TYPE) GARAGE DETAILS - } W 111 Q Z O 2x4 NAILER ALONG BOTTOM EDGE OF TRUSS -1 = 3 N BY TRUSS BY TRUSS FLOOR TRUSS ` ` SIDING (SEE ELEVATIONS FOR TYPE)W s s Z q i --Q N MANUFACTURER ` ` SILL SEAL UNDER 2X6 CLOSED CELL INSUL. � RIM PRESSURE MANUFACTURER ` ` SYSTEM ` ` �6 S PITCH PER ELEVATIONS �6 LU U � Z Uj >- Q Z _ FLOOR TRUSS ROOF TRUSSES 1U J } (X TREATED PLATE Ca O W 4 � QQ O " sHEETRocK ON O CLOSED DELL INSUL. RIM O O UNDERSIDE OF FLOOR TRUSSES ° a TO MEET FIRE PROTECTION D p • p Q'p Ir/� OF FLOORS CODE D D D D SEAL ALL INTERIOR JOINTS, ° a ° o° ° o° o 0 ° a ° o o o EDGES 4 PENETRATIONS a ,o GRADE LINE RAISED WOOD FLOOR -FRAMING ANCHOR OPTION (2) FRAMING ANCHORS APPLIED INTERIOR PARTITION o ° v D D •'D NOTE: SEE POURED ICF FOUNDATION (THICKNESS ° a �° ° FOUNDATION DETAIL 4 HT, PER FDN. PLAN) ACROSS SHEATHING JOINT W/ -WHEN PORTAL SHEATHING DOES NOT OVERLAP BAND OR RIM JOIST A CAPACITY OF 6T0 LBS IN o o FOR WATERPROOFING INFO �'° \ � � v SYSTEM d � � LU N !/2° O.S.B. SHEATHING a RIM Y� BLOWN IN INSULATION (R -4B MIN) 1 _ (L/ O W w cp TL V2" O.S.B. SHEATHING -6 RIM I" AIR CHUTES FULL WIDTH OF EACH X 2 HEEL HEIGHT WILL T V OU w0 Z O Z Q (� GRADE LINE TRUSS SPACE VARY W/ DIFFERENT O W m O W - •q OU Z F ROOF PITCHES UE SHINGLEStu NOTE: IF HEEL IS OVER 9%4", Z ZI Z ADDITIONAL BLOCKING IS O Z Cn F- RIM %� /1 %� M RIGID WINDWASH BARRIER—y REQUIRED a BRACED W 'ZQ (L w W Z (k 0 I I DETAIL aQ FRAMING /� WALL PANEL LOCATIONS } _jw _jp p w 3 ff SCALE: 111 = I�-011 RIM DETAIL 6 FRAMING SEAL VAPOR BARRIER W IL (K U z U } (Q w SCALE: 1 = I -OTO FRAMING W/ Sia" m ROOF EDGE OVERHANG SIZE 2x4 LADDER TRUSS OPTIONAL 2x6 LADDER TRUSS FASCIA W/ 2X6 SUBFASCIA PER ELEVATIONS BEAD OF ACOUSTICAL SEALANT TAPE CEILING VAPOR BARRIER /� TO WALL VAPOR BARRIER e SEAM RIM a FOUNDATION DETAIL VENTED ALUMINUM SOFFIT LU z SCALE: 111 = 11-011 TALL TO BE PERFORATED) INTERIOR GYPSUM BOARD u_ W W O Q Z (INTERIOR AIR BARRIER) I.L N - EXTERIOR WALL SHEATHINGLU BATT INSULATION TRUSS DETAIL C�,4(GARAGE)_� � Q F H Q Q� W CONTINUOUSLY SHEATHED BRACED WALL PANEL MEETING II I II w (L 0 d W C� q � � fu OUTSIDE ELEVATION MINIMUM LENGTH REQUIREMENTS OF TABLE 8602,10.5 `,'GALE: 1 = � -O W LU q Z O H Z N INTERIOR GYPSUM BOARD 2X6 STUDS W/ R-20 (MIN.) CLOSED CELL EXTENT OF HEADER W/ DOUBLE PORTAL FRAME 4 MIL POLY VAPOR (L U 'l3 d) SPRAY FOAM (TO ACT AS VAPOR BARRIER) " ~ N Z � (TWO BRACED WALL PANELS) SIDE BARRIER W/ JOINTS LAPPED 6 MIN. U �/ LU U w 1J_NOTE: SEE FOUNDATION—EXTENT OF HEADER W/ SINGLE PORTAL FRAME ELEVATION O W LU >_ ff OU Z cD R-20 (MIN.) CLOSED CELL SPRAY _ _ EXTERIOR WALL SHEATHING (ONE BRACED WALL PANEL) (L ([� PLAN FOR FINISHED AND FOAM (TO ACT AS VAPOR BARRIER)- - UNFINISHED AREAS - - HOUSE WRAP (EXTEND DOWN WALL TO A POINT BELOW THE SILL PLATE) D � Q- U } (X W - - EXTERIOR WALL SHEATHING = = z w BRACED WALL LINE SIDING ISEE ELEVATIONS FOR TYPE) SIDING (SEE ELEVATIONS FOR TYPE) � Z O (� ct) (L SIDING (SEE ELEVATIONS FOR TYPE) Q $ CONTINUOUSLY SHEATHED W/ Z p - w = (L D WOOSTRUCTURAL PANELS Z (Y SILL SEAL UNDER 2X6 PRESSURE A HOUSEWRAP LAP ALL JOINTS HOUSEWRAP LAP ALL JOINTS O q IL O - - HOUSE WRAP (EXTEND DOWN WALL - TREATED PLATE . ..;; MIN. 3"x11,25" NET HEADER (IF �" SPACER IS USED, PLACE ; (6" MIN.) (6" MIN.) U U (L TO A POINT BELOW THE SILL PLATE) ON BACKSIDE OF HEADER) -STEEL HEADER PROHIBITED• ; HEADER TO JACK -STUD STRAP PER IRC TABLE `/ EXTERIOR WALL SHEATHING EXTERIOR WALL SHEATHING SEAL ALL INTERIOR JOINTS, ° a ° 1 8602,10.6.4 ON BOTH SIDES OF OPENING FLOOR TRUSS SIDING (SEE ELEVATIONS FOR TYPE) EDGES 4 PENETRATIONS o o OPPOSITE SIDE OF SHEATHING ATT INSULATION 2X6 CORNER STUDS �' SYSTEM z \ \ ICF FOUNDATION (THICKNESS D ° D D °•, D F ASTEN TOP PLATE TO HEADER W/ 2 ROWS CLOSED CELL INSUL. 10 RIM o 0 0 s a GRADE LINE �7 OF 16d SINKER NAILS m 3" O,C, (TYPICAL) 0 w (R-20 MIN.) 4 HT, PER FDN. PLAN' w O B = BATT INSULATION s 2 N FASTEN HEADER TO KING STUD W/ <n W us" SHEETROCK ON '� NOTE: SEE POURED N Q (6) 16d SINKER NAILS w LU UNDERSIDE OF FLOOR TRUSSES I ii '�` D ° D D ° , Q r TYPICAL .. Z Z INTERIOR GYPSUM BOARD TO MEET FIRE PROTECTION O.S.B. SHEATHING im RIM j o° o° FOUNDATION DETAIL .4 'D Q u 4 OF FLOORS CODE a FOR WATERPROOFING INFO -1 i w z U DOUBLE 2X4 (MIN,) FRAMING PORTAL U INTERIOR GYPSUM BOARD (INTERIOR AIR BARRIER) LQ 4 13 O W' \7 0. .. FRAME r r SILL SEAL UNDER 2X6 PRESSURE (S V D D D w 4 IU > " a (INTERIOR AIR BARRIER) p = w F r „ 3/8"(MIN.) THICKNESS WOOD CONST, W SEAL VAPOR BARRIER 4 MIL POLY VAPOR BARRIER TREATED PLATE l� ° ° STRUCTURAL PANEL SHEATHING SEAL ALL INTERIOR JOINTS, ° a ° ° ��, a T o :: TO FRAMING W/ Sia" 'i 4 MIL POLY VAPOR BARRIER W/ JOINTS LAPPED 6" MIN. EDGES 4 PENETRATIONSCA x z J W/ JOINTS LAPPED 6" MIN, 0 X O N 2 FT. - IS FT, (FINISHED OPENING WIDTH) c0 BEAD OF ACOUSTICAL > iA'` 4 4 = 4 Q .. "' SEALANT l7 z Z MIN, WIDTH OF PANEL PER INTERIOR PARTITION (� %� _Z ` ICF FOUNDATION (THICKNESS ° ° a 4 4 RC TABLE 8602.10,5 OUTSIDE CORNER DETAIL a GRADE LINE o ° w z I Ql 4 HT, PER FDN. PLAN) ,o • o,o • WALL � FOUNDATION DETAIL � O m N O 15 PANEL SPLICE EDGES (IF NEEDED) � (K NOTE: SEE POURED Z V .. SHALL OCCUR OVER 4 BE NAILED WALL INTERSECTION DETAIL w D D D FOUNDATION DETAIL II I II W Z 0 TO COMMON BLOCKING WITHIN THE II I II O ° 4 ° ` ID 0 O'' MIN, (2) 2" DIAM, SCALE: 1 = 1 -O SCALE: 1 = 1 -O 4 Tj z J ' ANCHOR BOLTS MIDDLE 24" OF THE PORTAL LEG HT, II I II Q ° 4 ° FOR WATERPROOFING INFO LL 0 4 m ONE ROW OF 3" O.G. NAILING IS SCALE: 1 - 1 -O !� Dn AA � INSTALLED PER REQ. IN EA, PANEL EDGE �// � (A } RC R403,1,6 W/ Q ° v J\ 2"X2' X3/16" PLATE v A%J� O Z Z p O d\J♦ L\\J RADON VENT TERMINATED 12" (MINIMUM) ANCHOR BOLTS .. WASHER (TYPICAL) Q �/ PER SECTION (L +++ ABOVE ROOF SURFACE. PIPE MUST ALSO 8403,1,6 DOUBLE 2X4 (MIN,) POST (KING a JACK STUD).ti NUMBER OF JACK STUDS PER IRC TABLES Q - z BE 10' FROM ANY WINDOWS OR OTHER INTERIOR GYPSUM BOARD Q LA R602,T(U 8 (2) RIM a FOUNDATION DETAIL � OPENING IN ADJOINING/ADJACENT BUILDINGS POURED GONC, OR �� sA (INTERIOR AIR BARRIER) v S BLOCK FOUNDATION 6 V SCALE: 111 = 1-011 INSULATE (R-4 MIN.) PIPE IN 4 MIL POLY VAPOR BARRIER UNCONDITIONED SPACES BRACED WALL PANEL DETAIL (METHOD CS -PF) +/ BLOWN IN INSULATION r W/ JOINTS LAPPED 6" MIN. y OVER CONCRETE OR MASONRY BLOCK FDN, ROOF TRUSS BOTTOM CHORD (NOT TO SCALE) R-20 (MIN,) BATT INSULATION NOTE' - 4 MIL POLY VAPOR BARRIER _ -SEAL ALL FOUNDATION OPENINGSEXTERIOR WALL SHEATHING W/ JOINTS LAPPED 6" MIN. -INSTALL PIPE AS STRAIGHT SEE DETAIL ABOVE FOR COMPLETE FRAMING DETAIL HOUSE DOWN WLL 0 2-w I SEAL ALL PENETRATIONS THROUGH TO A PONT IT BELOW THE LL PL E) w AS POSSIBLE TO HELP SIDE\�^ u FLOW. ELBOWS ARE ALLOWED, OUTSIDE ELEVATION ELEVATION �Q PARTITION TOP PLATES W/ EXPANDING -• NOTE: EXTERIOR WATERPROOFING m BUT SHOULD BE AVOIDED IF POSSIBLE WOOD STRUCTURAL FOAM INSULATION SIDING (SEE ELEVATIONS FOR TYPE) " co PANEL SHEATHING TO NAIL SOLE PLATETr 11 IS NOT REQUIRED HERE IF CLOSED INSTALL LIVE OUTLET TOP OF BAND OR INTERIOR GYPSUM BOARD (MATCH EXISTING) Q m PER IRC Q p INSULATION PER TABLE R602,3(U NAIL SOLE PLATE 0 CELL INSULATION SEALS THE SILL RIM JOIST TO JOIST PER IRC (INTERIOR AIR BARRIER) � r z u FOUNDATION DETAILS - - - - - - - IN ATTIC NEAR WHERE FUTURE CON(. FLOOR - a SILL SEAL UNDER 2X6 PRESSURE - PLATE AND TOP OF FOUNDATION WALL TABLE 8602,311) FAN MAY BE INSTALLED - TREATED PLATE WOOD STRUCTURAL PANEL SHEATHING SEAL VAPOR BARRIER (� r ° • :� FUTURE FAN AREA OVER APPROVED BAND OR RIM JOIST TO FRAMING W/ Na" 0 4'o �'a o APPROVED BAND GRADE LINE +� (MINIMUM 24" DIAM. CENTERED ON OR RIM JOIST BEAD OF ACOUSTICAL D D BRACED WALL PANEL DETAIL (METHOD CS-PF) a D D D b� •� •° ^ ° a ° EXTEND 6" BELOW GRADE ° a ° o o o °OVER a � � v SYSTEM d � � LU N !/2° O.S.B. SHEATHING a RIM Y� BLOWN IN INSULATION (R -4B MIN) 1 _ (L/ O W w cp TL V2" O.S.B. SHEATHING -6 RIM I" AIR CHUTES FULL WIDTH OF EACH X 2 HEEL HEIGHT WILL T V OU w0 Z O Z Q (� GRADE LINE TRUSS SPACE VARY W/ DIFFERENT O W m O W - •q OU Z F ROOF PITCHES UE SHINGLEStu NOTE: IF HEEL IS OVER 9%4", Z ZI Z ADDITIONAL BLOCKING IS O Z Cn F- RIM %� /1 %� M RIGID WINDWASH BARRIER—y REQUIRED a BRACED W 'ZQ (L w W Z (k 0 I I DETAIL aQ FRAMING /� WALL PANEL LOCATIONS } _jw _jp p w 3 ff SCALE: 111 = I�-011 RIM DETAIL 6 FRAMING SEAL VAPOR BARRIER W IL (K U z U } (Q w SCALE: 1 = I -OTO FRAMING W/ Sia" m ROOF EDGE OVERHANG SIZE 2x4 LADDER TRUSS OPTIONAL 2x6 LADDER TRUSS FASCIA W/ 2X6 SUBFASCIA PER ELEVATIONS BEAD OF ACOUSTICAL SEALANT TAPE CEILING VAPOR BARRIER /� TO WALL VAPOR BARRIER e SEAM RIM a FOUNDATION DETAIL VENTED ALUMINUM SOFFIT LU z SCALE: 111 = 11-011 TALL TO BE PERFORATED) INTERIOR GYPSUM BOARD u_ W W O Q Z (INTERIOR AIR BARRIER) I.L N - EXTERIOR WALL SHEATHINGLU BATT INSULATION TRUSS DETAIL C�,4(GARAGE)_� � Q F H Q Q� W CONTINUOUSLY SHEATHED BRACED WALL PANEL MEETING II I II w (L 0 d W C� q � � fu OUTSIDE ELEVATION MINIMUM LENGTH REQUIREMENTS OF TABLE 8602,10.5 `,'GALE: 1 = � -O W LU q Z O H Z N INTERIOR GYPSUM BOARD 2X6 STUDS W/ R-20 (MIN.) CLOSED CELL EXTENT OF HEADER W/ DOUBLE PORTAL FRAME 4 MIL POLY VAPOR (L U 'l3 d) SPRAY FOAM (TO ACT AS VAPOR BARRIER) " ~ N Z � (TWO BRACED WALL PANELS) SIDE BARRIER W/ JOINTS LAPPED 6 MIN. U �/ LU U w 1J_NOTE: SEE FOUNDATION—EXTENT OF HEADER W/ SINGLE PORTAL FRAME ELEVATION O W LU >_ ff OU Z cD R-20 (MIN.) CLOSED CELL SPRAY _ _ EXTERIOR WALL SHEATHING (ONE BRACED WALL PANEL) (L ([� PLAN FOR FINISHED AND FOAM (TO ACT AS VAPOR BARRIER)- - UNFINISHED AREAS - - HOUSE WRAP (EXTEND DOWN WALL TO A POINT BELOW THE SILL PLATE) D � Q- U } (X W - - EXTERIOR WALL SHEATHING = = z w BRACED WALL LINE SIDING ISEE ELEVATIONS FOR TYPE) SIDING (SEE ELEVATIONS FOR TYPE) � Z O (� ct) (L SIDING (SEE ELEVATIONS FOR TYPE) Q $ CONTINUOUSLY SHEATHED W/ Z p - w = (L D WOOSTRUCTURAL PANELS Z (Y SILL SEAL UNDER 2X6 PRESSURE A HOUSEWRAP LAP ALL JOINTS HOUSEWRAP LAP ALL JOINTS O q IL O - - HOUSE WRAP (EXTEND DOWN WALL - TREATED PLATE . ..;; MIN. 3"x11,25" NET HEADER (IF �" SPACER IS USED, PLACE ; (6" MIN.) (6" MIN.) U U (L TO A POINT BELOW THE SILL PLATE) ON BACKSIDE OF HEADER) -STEEL HEADER PROHIBITED• ; HEADER TO JACK -STUD STRAP PER IRC TABLE `/ EXTERIOR WALL SHEATHING EXTERIOR WALL SHEATHING SEAL ALL INTERIOR JOINTS, ° a ° 1 8602,10.6.4 ON BOTH SIDES OF OPENING FLOOR TRUSS SIDING (SEE ELEVATIONS FOR TYPE) EDGES 4 PENETRATIONS o o OPPOSITE SIDE OF SHEATHING ATT INSULATION 2X6 CORNER STUDS �' SYSTEM z \ \ ICF FOUNDATION (THICKNESS D ° D D °•, D F ASTEN TOP PLATE TO HEADER W/ 2 ROWS CLOSED CELL INSUL. 10 RIM o 0 0 s a GRADE LINE �7 OF 16d SINKER NAILS m 3" O,C, (TYPICAL) 0 w (R-20 MIN.) 4 HT, PER FDN. PLAN' w O B = BATT INSULATION s 2 N FASTEN HEADER TO KING STUD W/ <n W us" SHEETROCK ON '� NOTE: SEE POURED N Q (6) 16d SINKER NAILS w LU UNDERSIDE OF FLOOR TRUSSES I ii '�` D ° D D ° , Q r TYPICAL .. Z Z INTERIOR GYPSUM BOARD TO MEET FIRE PROTECTION O.S.B. SHEATHING im RIM j o° o° FOUNDATION DETAIL .4 'D Q u 4 OF FLOORS CODE a FOR WATERPROOFING INFO -1 i w z U DOUBLE 2X4 (MIN,) FRAMING PORTAL U INTERIOR GYPSUM BOARD (INTERIOR AIR BARRIER) LQ 4 13 O W' \7 0. .. FRAME r r SILL SEAL UNDER 2X6 PRESSURE (S V D D D w 4 IU > " a (INTERIOR AIR BARRIER) p = w F r „ 3/8"(MIN.) THICKNESS WOOD CONST, W SEAL VAPOR BARRIER 4 MIL POLY VAPOR BARRIER TREATED PLATE l� ° ° STRUCTURAL PANEL SHEATHING SEAL ALL INTERIOR JOINTS, ° a ° ° ��, a T o :: TO FRAMING W/ Sia" 'i 4 MIL POLY VAPOR BARRIER W/ JOINTS LAPPED 6" MIN. EDGES 4 PENETRATIONSCA x z J W/ JOINTS LAPPED 6" MIN, 0 X O N 2 FT. - IS FT, (FINISHED OPENING WIDTH) c0 BEAD OF ACOUSTICAL > iA'` 4 4 = 4 Q .. "' SEALANT l7 z Z MIN, WIDTH OF PANEL PER INTERIOR PARTITION (� %� _Z ` ICF FOUNDATION (THICKNESS ° ° a 4 4 RC TABLE 8602.10,5 OUTSIDE CORNER DETAIL a GRADE LINE o ° w z I Ql 4 HT, PER FDN. PLAN) ,o • o,o • WALL � FOUNDATION DETAIL � O m N O 15 PANEL SPLICE EDGES (IF NEEDED) � (K NOTE: SEE POURED Z V .. SHALL OCCUR OVER 4 BE NAILED WALL INTERSECTION DETAIL w D D D FOUNDATION DETAIL II I II W Z 0 TO COMMON BLOCKING WITHIN THE II I II O ° 4 ° ` ID 0 O'' MIN, (2) 2" DIAM, SCALE: 1 = 1 -O SCALE: 1 = 1 -O 4 Tj z J ' ANCHOR BOLTS MIDDLE 24" OF THE PORTAL LEG HT, II I II Q ° 4 ° FOR WATERPROOFING INFO LL 0 4 m ONE ROW OF 3" O.G. NAILING IS SCALE: 1 - 1 -O !� Dn AA � INSTALLED PER REQ. IN EA, PANEL EDGE �// � (A } RC R403,1,6 W/ Q ° v J\ 2"X2' X3/16" PLATE v A%J� O Z Z p O d\J♦ L\\J RADON VENT TERMINATED 12" (MINIMUM) ANCHOR BOLTS .. WASHER (TYPICAL) Q �/ PER SECTION (L +++ ABOVE ROOF SURFACE. PIPE MUST ALSO 8403,1,6 DOUBLE 2X4 (MIN,) POST (KING a JACK STUD).ti NUMBER OF JACK STUDS PER IRC TABLES Q - z BE 10' FROM ANY WINDOWS OR OTHER INTERIOR GYPSUM BOARD Q LA R602,T(U 8 (2) RIM a FOUNDATION DETAIL � OPENING IN ADJOINING/ADJACENT BUILDINGS POURED GONC, OR �� sA (INTERIOR AIR BARRIER) v S BLOCK FOUNDATION 6 V SCALE: 111 = 1-011 INSULATE (R-4 MIN.) PIPE IN 4 MIL POLY VAPOR BARRIER UNCONDITIONED SPACES BRACED WALL PANEL DETAIL (METHOD CS -PF) +/ BLOWN IN INSULATION r W/ JOINTS LAPPED 6" MIN. y OVER CONCRETE OR MASONRY BLOCK FDN, ROOF TRUSS BOTTOM CHORD (NOT TO SCALE) R-20 (MIN,) BATT INSULATION NOTE' - 4 MIL POLY VAPOR BARRIER _ -SEAL ALL FOUNDATION OPENINGSEXTERIOR WALL SHEATHING W/ JOINTS LAPPED 6" MIN. -INSTALL PIPE AS STRAIGHT SEE DETAIL ABOVE FOR COMPLETE FRAMING DETAIL HOUSE DOWN WLL 0 2-w I SEAL ALL PENETRATIONS THROUGH TO A PONT IT BELOW THE LL PL E) w AS POSSIBLE TO HELP SIDE\�^ u FLOW. ELBOWS ARE ALLOWED, OUTSIDE ELEVATION ELEVATION �Q PARTITION TOP PLATES W/ EXPANDING -• NOTE: EXTERIOR WATERPROOFING m BUT SHOULD BE AVOIDED IF POSSIBLE WOOD STRUCTURAL FOAM INSULATION SIDING (SEE ELEVATIONS FOR TYPE) " co PANEL SHEATHING TO NAIL SOLE PLATETr 11 IS NOT REQUIRED HERE IF CLOSED INSTALL LIVE OUTLET TOP OF BAND OR INTERIOR GYPSUM BOARD (MATCH EXISTING) Q m PER IRC Q p INSULATION PER TABLE R602,3(U NAIL SOLE PLATE 0 CELL INSULATION SEALS THE SILL RIM JOIST TO JOIST PER IRC (INTERIOR AIR BARRIER) � r z u FOUNDATION DETAILS - - - - - - - IN ATTIC NEAR WHERE FUTURE CON(. FLOOR - a SILL SEAL UNDER 2X6 PRESSURE - PLATE AND TOP OF FOUNDATION WALL TABLE 8602,311) FAN MAY BE INSTALLED - TREATED PLATE WOOD STRUCTURAL PANEL SHEATHING SEAL VAPOR BARRIER (� r ° • :� FUTURE FAN AREA OVER APPROVED BAND OR RIM JOIST TO FRAMING W/ Na" 0 4'o �'a o APPROVED BAND GRADE LINE +� (MINIMUM 24" DIAM. CENTERED ON OR RIM JOIST BEAD OF ACOUSTICAL ICF FOUNDATION W/ ABOVE GRADE PROTECTION TO D D BRACED WALL PANEL DETAIL (METHOD CS-PF) SEALANT a b� •� •° ^ D D D EXTEND 6" BELOW GRADE °OVER a D D D RAISED WOOD FLOOR -FRAMING ANCHOR OPTION (2) FRAMING ANCHORS APPLIED INTERIOR PARTITION ICF FOUNDATION W/ ABOVE GRADE PROTECTION TO D THE AXIS OF THE VENT STACK) BRACED WALL PANEL DETAIL (METHOD CS-PF) SEALANT b� •� •° ^ E •' 1-4 EXTEND 6" BELOW GRADE °OVER a 3 GASTIGHT PVC RADON VENT RAISED WOOD FLOOR -FRAMING ANCHOR OPTION (2) FRAMING ANCHORS APPLIED INTERIOR PARTITION ° v H 4 0 LABEL ALL FLOORS AND ACCESSIBLE ACROSS SHEATHING JOINT W/ -WHEN PORTAL SHEATHING DOES NOT OVERLAP BAND OR RIM JOIST A CAPACITY OF 6T0 LBS IN �'° \ (SEE MANUFACTURERS DETAILS GRADE LINE ATTICS W/ "RADON REDUCTION SYSTEM" (NOT TO SCALE - FIGURE R602.10.6.4) BOTH HORIZONTAL AND( X ,n x v° ° (CONNECTED TO DRAIN TILE) VERTICAL DIRECTIONS Q� WALL ATTIC SPACE b,\ � FOR INSTALLATION INFO) nl 0 � 1D � a SEAL JOINT BETWEEN v Ac N O(L 4" DIA DRAIN TILE LOOP IN BED D FOUNDATION WALL 4 SLAB 1 SCALE0 ICF FDN, WALL: WIDTH, HEIGHT, r EXTERIOR WATERPROOFING OF GRAVEL (FULL INTERIOR PERIMETER OF FOOTINGS) a 6 -MIL POLY VAPOR BARRIER UNDER CONIC. SEE DETAIL ABOVE FOR COMPLETE FRAMING DETAIL v 4 FTG SIZE PER FDN. PLAN TO TOP OF INTERIOR WALL EDGE SIDE u LEADING TO SUMP BASKET LAB 4 ABOVE GAS TTACH SHEATHING ICS FOUNDATION DETAIL NOTE: DRAIN TILE TO GO THROUGH ANY D PERMEABLE LAYER ro BAND OR RIM OUTSIDE ELEVATION ELEVATION J� � INTERIOR FOOTINGS (NOT UNDER) a (LAPPED 12" MIN. 1D EDGES) GIST W/ 8d COMMON GARAGE FOUNDATION DETAIL II WOOD STRUCTURAL i i AILS 3" o,c. 4 4 4 a - - -- - - - --- PANEL SHEATHING ° ° - OP AND BOTTOM" NAIL SOLE PLATE SCALE: I 1'-0" 4 UNIFORM LAYER OF: NAIL SOLE PLATE II I II """""""" CONTINUOUS OVER BAND TO JOIST PER IRC SCALE; _ -O CLEAN AGGREGATE Or OR RIM JOIST PER IRC TRENCH W/ GRAVEL 12" SAND (NATIVE OR FILL) TABLE R6o2sn) TABLE R602,30U n n MIN. 9i" MIN, OVOER APPROVED BAND OD STRUCTURAL EOR RIM TJ016T APPROVED BAND ` ' (AGGREGATE SIZE TO BE -liz J SEALED SUMP OVERLAP OR RIM JOIST PASSIVE RADON SYSTEM CONNECTED TO DRAIN TILE, DETAIL BRACED WALL PANEL DETAIL (METHOD CS SCALE: 1/211 = V-011 OVER RAISED WOOD FLOOR - OVERLAP OPTION / S Ao* S -WHEN PORTAL SHEATHING LAPS OVER BAND OR RIM JOIST (NOT TO SCALE - FIGURE 8602,10.6.4) ` 2x6 STUDS W/ R-20 (MIN,) CLOSED m NOTE: SEE FOUNDATION CELL FOAM INSULATION 'i ^' '7 ^' 'S PLAN FOR FINISHED AND O O �' O Q t1 pi 4 cn UNFINISHED AREAS = �X (TO ACT AS VAPOR BARRIER) �� �� �� 4 NLu d) C14 m Q p UJ EXTERIOR WALL SHEATHING w SIDING (SEE ELEVATIONS FOR TYPE) (� W Q % 6' N o W HOUSE WRAP (EXTEND DOWN WALL O��/ � / Oe/ O�ei 0 V TO A POINT BELOW THE SILL PLATE) SILL SEAL UNDER 2X6 PRESSURE \J -1 z W I a a a TREATED PLATE \J �' �' t O ID ID o GRADE LINE rr �� ` •• �� ` •• �� ` •• �� ` _ w u_ ICF FOUNDATION (THICKNESS �ss6 � D D D 4 HT, PER FDN. PLAN) x W SQ. FT. E FLOOR AREAS ARE FOR I -- CONSTRUCTION CONSTRUCTION PURPOSES ONLY, WCq SQ, FT, f AREAS ARE NOT TO BE N SED FOR MARKETING PURPOSES WALKOUT FOUNDATION DETAIL © 2023 Distinctive Drafting and Design, LLC ALL RIGHTS RESERVED SHEET SCALE: 1 = 1'-0" NO UNAUTHORIZED REPRODUCTION A& OF & WITHOUT WRITTEN CONSENT DESCRIP 770N. Future Lot 9, Block 2, CARLISLE VILLAGE 4TH ADDITION, Wright County, Minnesota Front Yard setback Rear Yard Setback Side Yard Setback (garage) Side Yard Setback (house) Side Yard Setback (corner) Denotes Tree to remain Denotes Tree to be removed Denotes Tree Protection Fence 15 Fr. 10 ft. =6ft. 6 ft. 20 ft. Scale: 1"-- 20 feet REQUESTED BY. SHADOW CREEK CORPORATION Y* BTW Westwood Professional Services, Inc. 7599 Anagram Drive Eden Prairie, MN 55344 Phone: 952-937-5150 Fax: 952-937-5822 20041091.01SKFOl.dwg to MonCITYticello January 29, 2024 Re: Kasper CUP City Project # 2024-04 OFFICE: 763-295-2711 FAX: 763-295-4404 505 Walnut Street Suite 11 Monticello, MN 55362 The Engineering Department has reviewed the plans for the Kasper CUP and offers the following comments: General Comments 1. The minimum required slope in green space is 2%. 2. The maximum slope in a yard is 3:1. (4:1 is preferred when possible for maintenance) 3. Provide elevations in flow line of curb. If elevations work the driveway should slope to the street. 4. Retaining walls 4' or greater will require to be designed by a licensed engineer and have a railing or fence on top. 5. Survey submitted for building permit will need to be signed by a licensed surveyor. 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. Please have the applicant provide a written response addressing the comments above. Please contact the Engineering Department with any questions. Sincerely, Ryan Melhouse Assistant City Engineer www.ci.monticello.mn.us Planning Commission Agenda — 02/06/2024 2C. Public Hearing - Consideration of a Request for Development Stage Planned Unit Development for a Multi -Commercial Proiect in the B-2. Limited Business District: Request for Preliminary Plat of Big River 445; Request for Rezoning to Planned Unit Development; Request for Simple Subdivision of a Single Parcel with Split -Zoning, B-2, Limited Business District and IBC, Industrial & Business Campus District. Applicant: Division 25. LLC. Prepared by: Meeting Date: Council Date (pending Grittman Consultants — City Planner 02/06/2024 Commission action): 02/26/24 Additional Analysis by: Community Development Director, Chief Building and Zoning Official, Community & Economic Development Coordinator, Assistant City Engineer ALTERNATIVE ACTIONS Decision 1: Consideration of a metes and bounds Simple Subdivision of the subject property, creating 2 parcels, one of which is proposed for platting as Big River 445. 1. Motion to adopt Resolution No. PC -2024-04 recommending approval of a metes and bounds Simple Subdivision of the subject property (PID 155-011-000171) to create two parcels, based on findings in said resolution and subject to the conditions in Exhibit Z, as well as those in the resolution specifying approval of a final plat prior to parcel development and acceptance of the subdivision by the Wright County Recorder's Office. 2. Motion to deny the adoption of Resolution No. PC -2024-04 recommending denial of the Simple Subdivision of the subject property, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC -2024-04. Decision 2: Consideration of a Preliminary Plat of Big River 445, consisting of 2 development parcels and one outlot, as well as public and private easements, and dedication of right of way for adjoining streets. 1. Motion to adopt Resolution No. PC -2024-05, recommending approval of the preliminary plat of Big River 445, based on the findings in said resolution and subject to the conditions in Exhibit Z. Planning Commission Agenda — 02/06/2024 2. Motion to deny the adoption of Resolution No. PC -2024-05, recommending denial of the preliminary plat of Big River 445, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC -2024-05. Decision 3: Consideration of a Rezoning to PUD, Planned Unit Development District 1. Motion to adopt Resolution No. PC -2024-06 recommending approval of rezoning of the plat of Big River 445 property from B-2, Limited Business District to Big River 445 PUD District, based on the findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC -2024-06 recommending denial of rezoning of the subject property, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC -2024-06. Decision 4: Consideration of a Development Stage PUD 1. Motion to adopt Resolution No. PC -2024-07, recommending approval of the Development Stage PUD for Lot 1 and 2, Block 1 of Big River 445, based on the findings in said resolution and subject to the conditions in Exhibit Z. 2. Motion to deny the adoption of Resolution No. PC -2024-07, recommending denial of the Development Stage PUD for Lot 1 and 2. Block 1 of Big River 445, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC -2024-07. REFERENCE AND BACKGROUND Property: Legal Description: Extensive, Provided on Application Materials PID: 155-011-000171 Planning Case Number: 2024-05 Request(s): 1. Metes and Bounds Simple Subdivision 2. Preliminary Plat (Big River 445) 3. Rezoning from B-2, Limited Business District to PUD, Planned Unit Development District (plat of Big River 445 ) 4. Development Stage PUD, Lots 1 & 2, Block 1 and including other Phase I site improvements 2 Planning Commission Agenda — 02/06/2024 Deadline for Decision: March 10, 2024 (60 -day deadline) May 9, 2024 (120 -day deadline) Land Use Designation: Regional Commercial Zoning Designation: B-2, Limited Business District Overlays/Environmental Regulations Applicable: Freeway Bonus Sign Overlay District Current Site Uses: Vacant Surrounding Land Uses: North: Interstate 94 East: ROW, Multi -Family Residential South: Institutional (Monticello Schools) West: Vacant Commercial Project Description: The subject site is located between Chelsea Road and 1-94, west of Fenning Avenue (County Road 18). The site is approximately 26.3 acres of land which is presently undeveloped. The full parcel is split -zoned, with the easterly portion zoned IBC (Industrial Business Campus) and the westerly portion zoned B-2, Limited Business; the existing zoning follows County section lines. The area of the proposed preliminary plat and PUD is fully within the area zoned B-2 at present. The applicant is proposing to acquire the site and develop the subject site in phases. The initial request is to subdivide the easterly 10.6 acres nearest to Fenning Avenue through simple subdivision, which would then be platted to accommodate commercial development. As noted above, the site is guided by the Monticello 2040 Vision + Plan for Regional Commercial land use, which correlates to the B-4, Regional Business zoning district — accommodating a broad array of commercial land uses. The developer is seeking to plat the 10.6 acre development area, and has requested Development Stage PUD approval for the first phase of the project. The first phase consists of a quick -service restaurant on the westerly Lot 2, and a coffee shop on the easterly Lot 1, together with associated internal street and utility 3 Planning Commission Agenda — 02/06/2024 improvements for the full 10.6 acre plat area. Future lots would be platted from the proposed outlots for other commercial development. A future application for Development Stage PUD and amendment to the PUD will also be required as each future parcel is proposed for development. The project would be accessed via a looped private street, which will be fully constructed with the first phase of development. The easterly access would abut the west line of Lot 2, and then create a "T" intersection — one leg extending to the east for access to both Lots 1 and 2, and the other leg extending to the west, returning to Chelsea Road at the west boundary of the current 10.6 acre development area. The project was initially presented at a Concept PUD review. The proposed land uses and general layout are generally consistent with that Concept PUD plan, although specifics have been modified as the developer seeks to comply with the direction given at Concept level, and address details with additional civil data. ANALYSIS: Land Use The City's Land Use Plan, as included in the Monticello 2040 Vision + Plan (Comprehensive Plan), directs "Regional Commercial" use of the subject site. The "Regional Commercial" designation encourages a wide range of commercial business uses serving both the local area and regional highway traffic. The proposed and future uses are expected to be consistent with the land use designation for regional commercial activity. The applicants propose to utilize Planned Unit Development zoning and development flexibility to accommodate their proposed site configuration and uses as described below. PUD Zoning The project requires a planned unit development (PUD), accomplished by establishment of a PUD Zoning District applicable to the subject site. In this case, PUD is being requested to accommodate the following: a. Development parcels that do not have direct frontage on a public street, but rather rely on access across a common private street managed by a common interest entity, but which would be designed to public street standards. 4 Planning Commission Agenda — 02/06/2024 b. Flexibility in setback requirements from the private street based on, and controlled by, the planned design of the project. c. Shared access and parking areas for adjoining commercial uses. d. Common signage and flexibility in sign size and on-site or off-site sign locations. As with any PUD proposal, applicants can request flexibility, with the expectation that the project achieves the City's land use goals despite departure from standard zoning standards. Simple Subdivision The applicant's project is proposed for the easterly 10.6 acres of a larger 28.3 acre parcel (PID 155-011-000171). The concept review meeting on this project illustrated a future expansion onto the remaining 17.7 acres. That continues to be a longer-term objective. However, the initial platting and development is planned for the 10.6 acres now under consideration. To facilitate the plat and other development approvals, the applicants are seeking approval of a subdivision of that larger parcel. The proposed subdivision would be via a "metes and bounds" legal description that creates a new property line boundary between the westerly future site, and the easterly development proposal area. These subdivisions are often called "simple" subdivisions, as the process and documentation requirements are not as extensive as a full plat. The Subdivision Ordinance encourages most subdivisions to be by platting, although certain subdivisions are identified as exceptions from the plat requirement. One of those is as follows: Section 153.07 (A) (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. Under this exception clause, platting is waived by ordinance, and the subdivider is required to submit a survey of the property with a new legal description. The applicant has submitted such a survey and legal description. The proposed parcels are approximately 10.6 and 17.7 acres in area, and each of these two has significantly more than the minimum 300 feet of frontage along Chelsea Road. Public right of way is not technically required, since the City already has easements in place, and the plats of each parcel will accommodate any other right of way necessary. There are no structures that would create violations of any of the new lots. Existing billboards are structures, but do not impact the compliance of any of the parcels in the 5 Planning Commission Agenda — 02/06/2024 subdivision. The simple subdivision is compliant with City ordinance. A recommendation of approval would be conditioned on platting of the subsequent parcels prior to development. Preliminary Plat Lots and Access. As noted, the first phase of the proposed plat will create two development parcels from the proposed 10.6 acre parcel, leaving the remaining acreage in an outlot pending the timing of development pressure for those future parcels. The Preliminary Plat envisions a total of 8 parcels, three of which adjoin the 1-94 right of way. All parcels will rely on the internal private street for their direct access; none of the parcels will directly access Chelsea Road. The internal street, including both access points to Chelsea Road, are to be constructed with the first phase of the project, per the applicant's narrative. The parcels range in size from just under 28,000 square feet (.64 acres) to just over 80,500 square feet (1.85 acres). he B-4 zoning district does not require a lot area minimum/maximum and does not specify a lot width minimum. To accommodate the future subdivision of Outlot A into developable lots and blocks per the Preliminary Plat, the applicant/developer will be required to submit a final plat at the time of each proposed subdivision. The final plat for this initial first phase and future phases shall be reviewed by the City Council, provided it is generally consistent with the preliminary plat. The plat also completes dedication of right of way for Chelsea Road to create a right of way width of 80 feet, widening as it approaches the intersection with Fenning Avenue to accommodate multiple lane options. The existing Chelsea Road is partly on right of way and partly on road easement. The plat reconciles the variable road status in this area. Further right of way dedication is subject to resolution of the City Engineer's review comments. An existing pathway runs along the north side of Chelsea Road —the pathway would be mostly within the right of way, but veers onto the development property. That area is covered by a trail easement. The plat further dedicates an additional 40 feet of right of way along Fenning Avenue. This dedication incorporates the existing pathway along the west side of Fenning. No wetlands exist within the development and preliminary plat area. Grading, Drainage and Utilities. Issues related to grading, drainage and utilities are subject to comment and recommendation by the City Engineer. It is noted that the preliminary plat's accompanying civil plans illustrate shared stormwater facilities. The preliminary plat envisions two areas of stormwater infiltration — the largest of which is located at the corner of Chelsea and Fenning. The infiltration 0 Planning Commission Agenda — 02/06/2024 ponding is a private improvement supporting the development plan — other ponding requirements are being addressed through off-site regional ponds. The City Engineer should comment on whether the infiltration areas should be covered by a Drainage and Utility easement. A drainage and utility easement will be provided over the private road to accommodate the municipal water and sewer lines, which will be extended to serve the individual development parcels. Other easements as directed by the City Engineer are shown on the plat and as may be required by the Engineer's comments. Public Streets and Circulation. The applicant has prepared a traffic memo, which has been reviewed by the City Engineer's office. Issues related to additional right-of-way requirements, access and circulation are noted in the comment letter provided by the City Engineer, including those related to striping along Chelsea Road. As this plat is adjacent to MnDOT and Wright County rights-of-way, the plat has been reviewed by both agencies. Comment letters from both entities are included with this report. Preliminary plat approval is subject to the resolution of comments of both Wright County and MnDOT. Development Stage PUD As noted, the first phase of development consists of Lots 1 and 2, with the remaining area subject to future Development Stage PUD reviews and final platting. This first phase includes a quick -service restaurant on Lot 2, and a coffee shop on Lot 1. Both facilities will include drive- through services. Drive -Through Design. The proposed quick -service restaurant includes a drive-through facility accessed via a right turn into the site immediately adjacent to the private street entrance. The drive-through lane provides room for approximately eight stacking spaces from the entrance to the pick-up window. For quick service restaurants, the zoning ordinance requires at least this many such stacking spaces. One aspect of this design, however, is the lack of a menu and/or order board. The applicant has confirmed that the design is intended to provide drive-through service for pre -ordered pick up only. The identified tenant is Chipotle, which utilizes a model with this design. As a pick-up lane only, the stacking design should be adequate. The design also shows an "escape" or "bypass" lane for vehicles which decide not to re-enter the parking area without picking up orders at the window. Drive-through traffic exits into the shared parking area south of the building. 7 Planning Commission Agenda — 02/06/2024 For the proposed coffee facility, the site plan illustrates up to 14 stacking spaces which enter the dedicated drive-through lane at the south end of the parking lot and circulates in a single lane to the menu/order board area, then to the pick-up window on the north side of the building. This design meets the City's typical requirements for drive-through stacking, and even with additional overflow, no conflicts with circulation or for the street traffic are foreseen. Site Plan & Building Elements. The following site and building aspects of the project apply specifically to the first phase of the project. Trash Enclosures. The trash enclosures for the two proposed buildings are shown on the site plans as separate services. The Chipotle trash enclosure is shown north of the building, with access from the internal parking area near the entrance. The coffee shop's trash enclosure is located within the shared parking field at the south end of the site, near the Chelsea Road exposure and remote from the building. A shared trash enclosure area would be superior to either of these two locations, one which can be accessed by service vehicles, but which lessens the prominence of either of these two designs. Staff would encourage a single common enclosure straddling the internal parking area in the middle of the site that can serve both facilities. The trash enclosure directly adjacent to Chelsea Road is required to be relocated closer to the building and away from the Chelsea Road frontage as a condition of approval. Lighting. The applicant has provided a lighting plan that shows all light intensity to be at or below the maximum perimeter light level of 1.0 footcandles at the property line in commercial areas. Staff notes that the maximum height of pole lighting is 25 feet —this dimension is specified on the plans. All lighting is to be hooded and directed downward to avoid glare from adjoining roads or property. Because the project is served by private streets, street lighting is also included as a private improvement. This should be coordinated with any public street lighting, particularly at intersection points along Chelsea Road, which is noted in the City Engineer's memo. All lighting shall be consistent with City Code requirements. Building Materials. The plans show building materials and exterior architecture for each of the two first -phase buildings. The Chipotle consists of a combination of brick and painted parapet wall, with a small "tower' area over the drive- through pick-up window. The primary difference between the two options consists of signage, in which Option 1 includes signage only on two faces of the building — east toward Fenning, and south toward Chelsea; Option 2 shows wall signage on all four faces. As the design of the building is quite plain, staff 0 Planning Commission Agenda — 02/06/2024 believes that the additional sign panels provide a modest increase in building interest, and would encourage Option 2, if no other building design enhancements are proposed. For the coffee shop (Starbucks) building, the architectural drawings show a combination of brick, Drivit (sometimes called "EIFS"), and painted wood. The plan shows wall identification logo signage on the north and south facades, as well as a sign panel on the west wall facing the internal parking area. No other fagade interest is shown on the east wall facing Fenning. This reinforces a "back wall" aspect of the design. Staff would recommend some aspect of the building design that dresses this exposure up as this is the most prominent portion of the site — both this phase, and for the project overall. The coffee shop site includes a covered open patio space on the south side of the building toward Chelsea, also seen from Fenning. Adding color or even signage to this covered area could enhance the east view of the project area — especially as such areas are for seasonal use only and landscaping on the easterly edge is limited. This could also be accomplished with decorative lighting or similar enhancements. Off -Street Parking. According to the Zoning Ordinance, quick service restaurants must provide parking based on the floor area of the kitchen, seating, and service areas, exclusive of non-productive space such as storage, mechanical, restroom, and refrigerator spaces. The plans do not detail the floor plans but indicate a total of approximately 4,800 square feet of floor area for the two structures. The shared parking lot provides 51 parking spaces in total, exclusive of the drive-through stacking, a ratio of one parking space per approximately 95 square feet of gross floor area. It would be expected that for similar businesses, nearly 25% of the floor area is dedicated to non- productive space, meaning that the required parking for similar facilities would be approximately one parking space per approximately 70 square feet. The PUD use accommodates the ability for the two sites to share parking. For the two uses, the peak usage times will differ, with the coffee shop use dominated by morning peak times, and the restaurant dominated by mid-day and later peaks. As such, a portion of the shared parking will reduce overall demand. The parking supply should be more than adequate to serve both uses, based on all factors. Shared parking to reduce overall impervious on site is viewed as enhancement for the PUD. Pedestrian Circulation. The submitted site plan calls for an internal sidewalk system that supplements the existing public pathways along Fenning Avenue and Chelsea Road. The internal system follows the south side of the private street, connecting the two 0 Planning Commission Agenda — 02/06/2024 proposed buildings and connecting to the public system in three places: once at each of the two street connections to Chelsea Road, and a third connection to the Fenning Avenue pathway. It appears that all of these connections will be a part of the first phase of construction, and this is a condition of approval. Beyond this phase, the internal sidewalk is shown conceptually to serve two of the lots north of the private street (Lots 7 and 8) but does not extend to Lot 6. Staff would recommend that this connection is made with that phase of development and Development Stage PUD consideration, even though the use is projected to be an auto service use — employees or others may still utilize the sidewalk system, and this would be an important PUD amenity supporting non -vehicular traffic and travel into and through the project area. Landscaping and Buffering. The applicant has incorporated a landscaping plan with plantings that meet both the type and quantities required by the zoning ordinance. An extensive buffering planting is shown along the north side of Chelsea Road, consistent with the requirements for buffers between commercial and institutional uses. Staff would note that the specific plant selections in the shrub and perennial areas are common, although not especially distinctive for commercial landscapes. The tree selections show more variety and interest. All are compliant with code requirements. Signage. The applicant's narrative describes the proposed PUD signage, both for the intended buildings and overall site. Overall, the proposed sign plan is viewed as an area of enhanced PUD design. In regard to wall signage, the City's code allows signage to be placed on all four building walls, which the applicant notes is consistent with their request. The applicant is also requesting that the internal private street be considered frontage when evaluating the code's standards that building signage not exceed a maximum of 15% of the facades fronting not more the two streets. Staff believe this to be an acceptable PUD accommodation, particularly to avoid "back -wall" type design for buildings and limit free-standing signs on-site. The application narrative details the design for consolidated free-standing site signage. The narrative specifies 9'.6" high monument signage, totaling no more than 60 square feet of sign face. These signs may in some cases be shared by users. This is a PUD enhancement over the individual pylon signs as allowed by the Freeway Bonus District code. The PUD is also proposed to include two larger free- standing signs of a monument style. The signs will be 22' in height and 135 square feet of sign area. These signs will include space for all eight lot users. One of the consolidated free-standing signs will be located along Fenning Avenue and one along the frontage of Interstage 94. 10 Planning Commission Agenda — 02/06/2024 SiteAmenities. The site plan overall creates a typical commercial service development and provides for a reasonable expansion to the west as anticipated by the applicant's concept plan. The project is anticipated to include a number of commercial users that capitalize on both local market and inter -regional traffic generated by the proximity of interstate access. The use of PUD design accommodates the flexibility in site planning, shared parking and access, signage and other identification, and overall project density. The expectation with any PUD is additional project amenities that justify the departure from the City's general zoning regulations. In this case, the proposed site design accommodates a variety of commercial uses, maximizing the area and dimensions of the property. In addition, the shared signage and parking, as well as coordinated access from Chelsea Road are viewed as positive aspects of the PUD. To further support the use of PUD, staff suggest that the project would benefit from enhancement to green space areas that creates space for travelers and residents alike to share outdoor rest, dog walking, and similar amenities that such customers are likely to seek. There would appear to be an opportunity for such an area near the Fenning Avenue access points, along Chelsea Road and potentially near Chelsea Road —the applicant would need to design that space into their project. These areas can be both useful, and attractive, and would provide a significant improvement toward justifying PUD flexibility in this project. STAFF RECOMMENDED ACTION Planning Staff recommends approval of the Simple Subdivision, Rezoning to PUD, Preliminary Plat, and Development Stage PUD for Big River 445 Planned Unit Development (Phase 1), with the conditions noted in Exhibit Z for the plat and development stage PUD, and as referenced in the accompanying resolutions. The project is consistent with the Monticello 2040 Vision + Plan and provides an appropriate and expected level of commercial activity in an area specifically intended for such uses. In addition the project offers PUD enhancements in its reduction of overall impervious surface through shared facilities, enhanced landscaping, and shared signage. SUPPORTING DATA A. Resolution PC -2024-04, Approving Simple Subdivision B. Resolution PC -2024-05, Approving Preliminary Plat of Big River 445 C. Resolution PC -2024-06, Approving Rezoning to PUD D. Resolution PC -2024-07, Approving Development Stage PUD of Big River 445 E. Ordinance No. 8XX Aerial Image 11 Planning Commission Agenda — 02/06/2024 G. Applicant Narrative H. Development Stage PUD Plans, dated January 8, 2024, including: a. Certificate of Survey b. Simple Subdivision c. Preliminary Plat d. Draft Final Plat e. Existing Conditions and Removals Plan f. Site Plan g. Utility Plan h. Grading & Drainage Plan i. Erosion Control Plan j. SWPPP Narrative k. Landscape Plan I. Photometric I. Proposed Coffee Shop Building Elevations J. Quick Service Restaurant Building Elevation — Option 1 & Option 2 K. Draft Traffic Impact Study, dated August 28, 2023 L. City Engineer's Letter, dated January 29, 2024 a. Development Stage PUD Plans with WSB Comments b. Draft Traffic Impact Study with WSB Comments M. Wright County Preliminary Plat Review Letter, dated January 23, 2024 N. MnDOT Preliminary Plat Review Letter, dated January 29, 2024 O. Stormwater Management Report P. Geotechnical Exploration Report Q. Wetland Determination Memo & Wetland Notice of Decision R. Monticello 2040 Land Use Plan S. Monticello Official Zoning Map T. Concept Staae Submission and Minutes Z. Conditions of Approval, Preliminary Plat and Development Stage PUD 12 Planning Commission Agenda — 02/06/2024 EXHIBIT Z Conditions of Approval Big River 445 Preliminary Plat and Development Stage PUD 1. Development stage PUD and amendment to the PUD shall be required for remaining proposed development parcels within Outlot A of the plat, as they may be configured at the time of application for final plat. 2. Approval of the rezoning to planned unit development is conditioned on the approval of the final plat of Big River 445. 3. Consolidated site and building signage shall be as specified in the application package for the Development Stage PUD and Preliminary Plat of Big River 445 dated January 8, 2024. 4. Building enhancements for Lots 1 and 2 as noted in the staff report of February 6, 2024 are incorporated into final development plans. 5. The trash enclosure on Lot 1, Block 1 shall be relocated further from the Chelsea Road street frontage, and all trash enclosure areas shall be located and screened to de- emphasize their visual impacts on the site as viewed from surrounding public areas. 6. Sidewalk to the proposed Lot 7 shall be provided at the time of Development Stage PUD for this phase. 7. Sidewalk and other improvements for proposed Lots 6 and 7 shall be provided at the time of platting and Development Stage PUD for those parcels. 8. The full private street, sidewalk, and utility development serving Lots 1 and 2 of the subject phases, as well as all parcels abutting Chelsea Road, shall be developed and constructed as a part of Phase 1 improvements. 9. Public improvements, including any of those in the Chelsea Road or Fenning Avenue rights of way, shall be developed and constructed as a part of Phase 1 improvements. 10. As a part of Final PUD approval, an amended preliminary plan set shall be developed illustrating conceptual locations for site amenities, including seating, walking, and rest areas for patrons of the project which shall be subject to ongoing review and refinement as future phases are developed, with timing of construction to be determined. 11. An amended plan set showing additional screening or visual enhancement shall be provided as a part of any Final Stage PUD application for the outdoor patio area proposed for Lot 1, Block 1, particularly in those areas facing Fenning Avenue. 13 Planning Commission Agenda — 02/06/2024 12. Execution and recording of a legal document providing for the shared access, use and maintenance of the private road and site signage within the planned unit development, subject to the comments of the City Attorney. 13. Execution and recording of a legal document providing for the shared parking between Lots 1 and 2, Block 1 of the plat, subject to the comments of the City Attorney. 14. Execution of a stormwater maintenance agreement providing for common and shared use of the proposed stormwater maintenance facilities, including those public easements required by the City Engineer. 15. Execution and recording of a development governing the plat in accordance with the standard requirements of the City Ordinance and the additional requirements noted in the report. 16. Compliance with the terms and comments of the City's Engineering staff letter and plan sheet review and traffic memo review comments dated January 29, 2024. 17. Compliance with the comments of the Wright County Highway Engineer's Department and the comments of MnDOT. 18. Comments and recommendations of other Staff and Planning Commission. 14 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-04 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A SUBDIVISION CREATING A DEVELOPMENT PARCEL FOR BIG RIVER 445 WHEREAS, the applicant is seeking a preliminary plat of a parcel of currently vacant land; and WHEREAS, the subject property to be platted is a 10.6 acre portion of a larger unplatted property; and WHEREAS, the subject 10.6 acre portion is subject to a concurrent preliminary plat, separate from the larger parcel; and WHEREAS, the proposed plat would consist of development opportunity for a multiple -building commercial retail center as an allowed use in the proposed Big River 445 Planned Unit Development zoning district; and WHEREAS, the plat will create a dedication for public easements, and adequate right of way related to public streets along with drainage and utilities; and WHEREAS, as a result of the concurrent plat, the proposed subdivision creating the 10.6 acre parcel need not provide separate dedications of public land or uses; and WHEREAS, the subject 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 2040 Vision + Plan Comprehensive Plan, which designate the land use for the property as Regional Commercial uses; and WHEREAS, the Planning Commission has reviewed the applications for the subdivision and preliminary plat pursuant to the regulations of the applicable ordinances and land use plans and policies; and CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-04 WHEREAS, the Planning Commission held a public hearing on February 6t", 2024 on the concurrent applications 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: As a property which has been designated for regional commercial uses, neither the proposed subdivision, nor the concurrent plat, are anticipated to negatively impact surrounding properties. 2. Approval of the subdivision and associated 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. 3. The impacts of the proposed improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed concurrent plat accommodates 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, and as a result, no such improvements are necessary as a part of the subdivision separate from the platting process. 5. The proposed concurrent plat accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area and as a result, no such improvements are necessary as a part of the subdivision separate from the platting process. 6. The proposed access and development details are a component of the concurrent plat and PUD approvals, and are consistent with the applicable land use policies and ordinances, including policies of both MnDOT and Wright County. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota recommends to the City Council that the proposed subdivision created a 10.6 acre parcel to be platted as Big River 445 be approved, subject to the conditions of Exhibit Z of the staff report of February 6, 2024, and as follows: 1. Approval of the final plat of Big River 445 and subsequent plats as required for future parcel development. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-04 2. Acceptance of the subdivision by the Wright County Recorder's Office ADOPTED this 6t" day of February, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION as Paul Konsor, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-05 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A PRELIMINARY PLAT FOR BIG RIVER 445 WHEREAS, the applicant is seeking a preliminary plat of a parcel of currently vacant land; and WHEREAS, the proposed plat would consist of development opportunity for a multiple -lot and building commercial retail center as an allowed use in the proposed Big River 445 Planned Unit Development zoning district; and WHEREAS, the site is concurrently subject to a simple subdivision creating the subject property for platting; and WHEREAS, the plat creates a dedication for public easements, and adequate right of way related to public streets along with drainage and utilities, subject to the recommendations and comments of the City Engineer; 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 2040 Vision + Plan Comprehensive Plan, which designate the land use for the property as Regional Commercial uses; and WHEREAS, the proposed preliminary plat shows up to 8 development parcels, and a private street serving the proposed PUD project, 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 February 61", 2024 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-05 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 2040 Vision + Plan 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 PUD accommodates 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 accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details meet the intent and requirements of the applicable zoning regulations and are consistent with the applicable land use policies and ordinances, including policies of both MnDOT and Wright County. 7. As a property which has been designated for such regional commercial uses for many years, the proposed PUD is not anticipated to negatively impact surrounding residential properties. 8. 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 recommends to the City Council that the proposed Preliminary Plat for Big River 445 be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. Development stage PUD and amendment to the PUD shall be required for remaining proposed development parcels within Outlot A of the plat, as they may be configured at the time of application for final plat. 2. Approval of the rezoning to planned unit development is conditioned on the approval of the final plat of Big River 445. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-05 3. Consolidated site and building signage shall be as specified in the application package for the Development Stage PUD and Preliminary Plat of Big River 445 dated January 8, 2024. 4. Building enhancements for Lots 1 and 2 as noted in the staff report of February 6, 2024 are incorporated into final development plans. 5. The trash enclosure on Lot 1, Block 1 shall be relocated further from the Chelsea Road street frontage, and all trash enclosure areas shall be located and screened to de-emphasize their visual impacts on the site as viewed from surrounding public areas. 6. Sidewalk to the proposed Lot 7 shall be provided at the time of Development Stage PUD for this phase. 7. Sidewalk and other improvements for proposed Lots 6 and 7 shall be provided at the time of platting and Development Stage PUD for those parcels. 8. The full private street, sidewalk, and utility development serving Lots 1 and 2 of the subject phases, as well as all parcels abutting Chelsea Road, shall be developed and constructed as a part of Phase 1 improvements. 9. Public improvements, including any of those in the Chelsea Road or Fenning Avenue rights of way, shall be developed and constructed as a part of Phase 1 improvements. 10. As a part of Final PUD approval, an amended preliminary plan set shall be developed illustrating conceptual locations for site amenities, including seating, walking, and rest areas for patrons of the project which shall be subject to ongoing review and refinement as future phases are developed, with timing of construction to be determined. 11. An amended plan set showing additional screening or visual enhancement shall be provided as a part of any Final Stage PUD application for the outdoor patio area proposed for Lot 1, Block 1, particularly in those areas facing Fenning Avenue. 12. Execution and recording of a legal document providing for the shared access, use and maintenance of the private road and site signage within the planned unit development, subject to the comments of the City Attorney. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-05 13. Execution and recording of a legal document providing for the shared parking between Lots 1 and 2, Block 1 of the plat, subject to the comments of the City Attorney. 14. Execution of a stormwater maintenance agreement providing for common and shared use of the proposed stormwater maintenance facilities, including those public easements required by the City Engineer. 15. Execution and recording of a development governing the plat in accordance with the standard requirements of the City Ordinance and the additional requirements noted in the report. 16. Compliance with the terms and comments of the City's Engineering staff letter and plan sheet review and traffic memo review comments dated January 29, 2024. 17. Compliance with the comments of the Wright County Highway Engineer's Department and the comments of MnDOT. 18. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 6t" day of February, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION In ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-06 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO AMENDING SECTION 153 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, CREATING THE BIG RIVER 445 PLANNED UNIT DEVELOPMENT DISTRICT, AND REZONING THE SUBJECT PROPERTY TO BIG RIVER 445 PUD DISTRICT WHEREAS, the applicant is seeking a multi -phased Planned Unit Development for a commercial project, currently vacant land, to be platted as Lots 1 and 2, as well as Outlot A, of the concurrent request for the Big River 445 plat; and WHEREAS, the proposed PUD District would create the uses and standards applicable to all development in the Big River PUD District, to consist of a multiple -lot and building commercial retail center as an allowed use in the proposed Big River 445 Planned Unit Development zoning district; and WHEREAS, the site is concurrently subject to requests for simple subdivision creating the subject property for platting, a preliminary plat for the proposed project, and a Development Stage PUD approval for Lots 1 and 2 of the Big River 445 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, subject to the requirements of the City Engineer; and WHEREAS, the subject parcels will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the adopted Big River 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 2040 Vision + Plan Comprehensive Plan, which designate the land use for the property as Regional Commercial uses; and WHEREAS, the proposed Big River PUD District establishes standards and development regulations consistent with the land use policies and goals of the Comprehensive Plan; and CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-06 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 February 6t", 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 consistent with the intent and purpose of the plans, goals, and policies of the Monticello Comprehensive Plan. 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 Future Land Use 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 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 accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details meet the intent and requirements of the applicable zoning regulations, and are consistent with the applicable land use policies and ordinances, including policies of both MnDOT and Wright County. 7. As a property which has been designated for such uses for many years, the proposed PUD is not anticipated to negatively impact surrounding residential properties. 8. 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 recommends to the City Council that the proposed amendment to the Monticello Zoning Ordinance creating the Big River 445 PUD District, and rezoning the area being platted CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-06 as Lots 1 and 2, and Outlot A, all of Big River 445 to the Big River 445 PUD District, subject to the approval of the final plat of Big River 445. ADOPTED this 61" day of February, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION in Paul Konsor, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-07 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A DEVELOPMENT STAGE PUD FOR BIG RIVER 445 — PHASE 1 WHEREAS, the applicant is seeking a Development Stage Planned Unit Development approval for a portion of a multi -phased commercial project, currently vacant land, to be platted as Lots 1 and 2, as well as Outlot A, of the Big River 445 plat; and WHEREAS, the proposed PUD would consist of development opportunity for a multiple -building commercial retail center as an allowed use in the proposed Big River 445 Planned Unit Development zoning district; and WHEREAS, the site is concurrently subject to requests for simple subdivision creating the subject property for platting, a preliminary plat for the proposed project, and an amendment to the City's PUD zoning ordinance and rezoning to Big River 445 PUD District; and WHEREAS, the 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, subject to the requirements of the City Engineer; and WHEREAS, the subject 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 2040 Vision + Plan Comprehensive Plan, which designate the land use for the property as Regional Commercial uses; and WHEREAS, the proposed Development Stage PUD addresses Phase 1 improvements serving the project, as well as site and architectural improvements on Lots 1 and 2 of the project; 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 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-07 WHEREAS, the Planning Commission held a public hearing on February 6t", 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 2040 Vision + Plan 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 PUD accommodates 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 accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details meet the intent and requirements of the applicable zoning regulations and are consistent with the applicable land use policies and ordinances, including policies of both MnDOT and Wright County. 7. As a property which has been designated for such regional commercial uses for many years, the proposed PUD is not anticipated to negatively impact surrounding residential properties. 8. 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 recommends to the City Council that the proposed Development Stage PUD for Phase 1 of Big River 445 be approved, subject to the conditions of Exhibit Z of the staff report, as follows: CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-07 1. Development stage PUD and amendment to the PUD shall be required for remaining proposed development parcels within Outlot A of the plat, as they may be configured at the time of application for final plat. 2. Approval of the rezoning to planned unit development is conditioned on the approval of the final plat of Big River 445. 3. Consolidated site and building signage shall be as specified in the application package for the Development Stage PUD and Preliminary Plat of Big River 445 dated January 8, 2024. 4. Building enhancements for Lots 1 and 2 as noted in the staff report of February 6, 2024 are incorporated into final development plans. 5. The trash enclosure on Lot 1, Block 1 shall be relocated further from the Chelsea Road street frontage, and all trash enclosure areas shall be located and screened to de-emphasize their visual impacts on the site as viewed from surrounding public areas. 6. Sidewalk to the proposed Lot 7 shall be provided at the time of Development Stage PUD for this phase. 7. Sidewalk and other improvements for proposed Lots 6 and 7 shall be provided at the time of platting and Development Stage PUD for those parcels. 8. The full private street, sidewalk, and utility development serving Lots 1 and 2 of the subject phases, as well as all parcels abutting Chelsea Road, shall be developed and constructed as a part of Phase 1 improvements. 9. Public improvements, including any of those in the Chelsea Road or Fenning Avenue rights of way, shall be developed and constructed as a part of Phase 1 improvements. 10. As a part of Final PUD approval, an amended preliminary plan set shall be developed illustrating conceptual locations for site amenities, including seating, walking, and rest areas for patrons of the project which shall be subject to ongoing review and refinement as future phases are developed, with timing of construction to be determined. 11. An amended plan set showing additional screening or visual enhancement shall be provided as a part of any Final Stage PUD application for the outdoor patio CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-07 area proposed for Lot 1, Block 1, particularly in those areas facing Fenning Avenue. 12. Execution and recording of a legal document providing for the shared access, use and maintenance of the private road and site signage within the planned unit development, subject to the comments of the City Attorney. 13. Execution and recording of a legal document providing for the shared parking between Lots 1 and 2, Block 1 of the plat, subject to the comments of the City Attorney. 14. Execution of a stormwater maintenance agreement providing for common and shared use of the proposed stormwater maintenance facilities, including those public easements required by the City Engineer. 15. Execution and recording of a development governing the plat in accordance with the standard requirements of the City Ordinance and the additional requirements noted in the report. 16. Compliance with the terms and comments of the City's Engineering staff letter and plan sheet review and traffic memo review comments dated January 29, 2024. 17. Compliance with the comments of the Wright County Highway Engineer's Department and the comments of MnDOT. 18. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 61" day of February, 2024 by the Planning Commission of the City of Monticello, Minnesota. ►fr[�7�[�i � e ► ► ► et�i ►]�1►�if[.�.�[�7�1 In Paul Konsor, Chair CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-07 ATTEST: 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, CREATING THE PUD, BIG RIVER 445 PLANNED UNIT DEVELOPMENT DISTRICT: PLAT OF BIG RIVER 445 THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.047, PUD Districts, is hereby amended to add the following: (V) Big River 445 PUD District (1) Purpose. The purpose of the Big River 445 PUD District is to provide for the development of certain real estate subject to the District for mixed commercial land uses. (2) Permitted Uses. Permitted principal uses in the Big River 445 PUD District shall be those uses listed as permitted and conditional uses in the B-4 Regional Business District of the Monticello Zoning Ordinance, 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. The introduction of any other use or change in density shall be reviewed under the requirements of the Monticello Zoning Ordinance, 153.047(0)(9)(b) — Planned Unit Developments for Development Stage PUD. (3) Accessory Uses. Accessory uses shall be those commonly accessory and incidental to the various commercial uses, as specifically identified by the approved final stage PUD plans for each phase. (4) District performance standards. Performance standards for the development of any lot in the Big River 445 PUD District shall adhere to the approved final stage PUD plans and development agreement. (5) In such case where any proposed improvement is not addressed by the final stage PUD, then the regulations of the B-4 Regional Business District shall apply throughout. ORDINANCE NO. (6) Where there are any conflicts in the allowed uses or required performance standards between the Big River 445 PUD District and the B- 4 Regional Business District, the requirements of the Big River 445 PUD District and its associated plans shall prevail. (7) 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: Rachael Leonard, City Administrator AYES: NAYS: Lloyd Hilgart, Mayor 2 IODD - •� . - •�!� .� ��-'OM1 �q -:�.�� .` �� �:� ITT) ,f?�I �,� .I � � - •III 1 I I c+ ' � � IM 1 I Ff ° - •FII 1 1 ° — — - ° 0 `- ° L'rrrr�n r rFFFF�Cn EEE cL.L1J JJ CCCCCC�TFFFFF CCC1 n �,� , r ,6 CCS o_� F -1 r Trn M— �C'�r-rn n� FF F ED kh- �a 4 r` 1� � I 1 1 1 1 1 :j) C�r January 8, 2024 Angela Schuman -Community Development Director Members of the City Council and Planning Commission City of Monticello 505 Walnut Street Monticello, MN 55362 Re: BIG RIVER 445 -Proposed Commercial Development PUD -Development Stage (proposed Lots 1 and 2) Rezoning to B4/PUD Simple Subdivision and Preliminary Plat Ms. Schuman and Members of the City Council/Planning Commission: Division 25, LLC is pleased to present this request for review and approval for a proposed eight lot commercial development located in the southwest quadrant of Interstate Highway 94 and Fenning Avenue NE. Overview • Land Area: Approximately 10.0 acres • Existing Zoning: B-2 Limited Business District • Proposed Zoning: PUD based on B-4 Regional Business District • Guided Land Use: Regional Commercial • Lots: 8 Lots (Lots 1 and 2 to be platted initially) • Access: Chelsea Road to private interior common roads/drive lanes • Utilities: City utilities • Purpose: Project will bring high demand regional and national commercial retail/restaurant/service users to this vibrant commercial corridor with an eye towards future expansion on up to 13 additional acres to the west Request Division 25, LLC is seeking review and approval of a Simple Subdivision, Preliminary Plat, Rezoning to B4 with PUD and Development Stage PUD on an area encompassing approximately 10.0 acres in the southwest quadrant of Interstate Hwy 94 and Fenning Ave NE. The PUD will include 8 Lots and an interior private roadway system accessed from the Chelsea Road public right of way. Project will be served by City utilities. This project is being designed and envisioned with an eye towards possible future expansion to the west on up to 13 additional acres as was presented with Concept PUD review in August of 2023. (per conceptual plan below). The PUD would be consistent with B-4 Regional Commercial District Development Standards and with the Regional Commercial Land Use Designation. Conceptual Future Expansion P lio `rs/g CONCFAT 4C�a°S4'c \� 0411, �j' . I"` 1 -- ------------- r. I 700 -I plias q; RFS`A� O 10 Acre PUD F t eLot6 INTERSTATE94 e e r `11114 TTI of � u 11V 1111 -l- 1 FIF1 �r I_ 7 COF Future Lot 5 Future Lot 4 Future Lomat 3 a F _ X 7 2 E 1 1 1 KJ 4 e QS FF-- ' _ Lot Users (preliminary, subject to change) Lot 1, Block 1: Restaurant -Coffee with full drive thru Lot 2, Block 1: Restaurant-QSR with drive thru Lot 3, Block 1: Future -Possible Banking Facility Lot 4, Block 1: Future -Possible Auto Service Minor -Oil (quick service) Lot 5, Block 1: Future -Possible Auto car wash facility -tunnel concept Lot 6, Block 1: Future -Possible Auto Service Minor -tire Lot 7, Block 1: Future -Possible Restaurant-QSR with drive thru Lot 8, Block 1: Future -Possible Restaurant-QSR with drive thru or C -Store Note that the above users and lot sizes are based on the current roster of users, however changes could be made to the lot sizes, number of lots, etc. if users or user requirements change. Future Lot 6 Improvements INTERSTATE 94 Future Lot 7 Future Lot 8 Improvements Improvements ti c r s, COF IT �1 Future Lot 5 Future Lot 4 1, Future Lot 3 � T Improvements I Improvement$ Improvements J OS ro osedFlna�HlrX"create Lais 1. and 2, - - - -�-. CHELSEA ROAD W - ---_w!t1Fftlfdtnalning portion of the -- i6acres to be Outlot until such Initial improvements to include full buildout of time that development offuture Lots 3-8 is Lots 1 and 2, plus the construction of stormwater advanced with subsequent applications for facilities, both accesses to Chelsea Road, and the Development Stage PUD, PUD Ammendment interior roadway, pedestrian trail and all utility mains" and Final Plat" -moi Proposed Preliminary Plat PRELIMINARY PLAT OF: BIG RIVER 445 for- DIVISION 25, LLC LEGEND PROPOSED PARCEL GEStUPTION . . ... ...... - . . . . . . . . . . .. . . . . t SITERATA VICINITYMAP NORTH F- G. Ron R !t@Ns- lNe- 2� Professional Surveyors 6776 Lake Drwe NE, Suite 116 . ..... . Lino Lai, MN�55614 Final Plat Exhibit (future submittal, Lots 1 and 2 to be platted) _7. 0 L C K I PROPOSED FINAL PLAT EXHIBIT OF: III No 010 RIVER 445 LERENR 4- Q.`��11. V-LL�.T&921=11-:.�11 F- G. Ron R !t@Ns- lNe- 2� Professional Surveyors 6776 Lake Drwe NE, Suite 116 . ..... . Lino Lai, MN�55614 Final Plat Exhibit (future submittal, Lots 1 and 2 to be platted) _7. 0 L C K I NORTH R110 it SONS INC Professional Land Surveyors BLOC T 4 PROPOSED FINAL PLAT EXHIBIT OF: III No 010 RIVER 445 LERENR r XX F111I PARCEL NESCHIPHON NORTH R110 it SONS INC Professional Land Surveyors BLOC T 4 4 PUD Discussion Access and Roadways Access to the project will be from Chelsea Road public right of way. Individual Lots will be accessed from private interior roadway as illustrated on the Concept Plan and in the engineered plan submittal. Trailways and Sidewalks There is an existing trailway network that runs along the entire frontage of the subject property, on the west side of Fenning Avenue and on the north side of Chelsea Road. The project proposes two sidewalk connections to the trail along Chelsea Road, one each at the east and west access points to Chelsea Road. A sidewalk is proposed along the interior roadway with connections to each lot/building. The proposed concept provides excellent walkability throughout. Density The project will consist of 8 lots situated on 10 acres, for a gross density of 0.8 lots per acre. Lot sizes range from 0.64 acres to 1.85 acres, with an average lot size of 1.25 acres. There are no density requirements in the B-4 zoning district, therefore the proposed project complies. See Concept Plan for individual lot data. Imperviousness Impervious areas for each lot are listed on the site plan and are based on the actual measured impervious areas shown on the site plan. To provide flexibility for the future lots, the stormwater management system has been designed assuming that the entire site will be 75 percent impervious. Therefore, the maximum allowable impervious area for the initial 10 acres of development is 7.5 acres. Based on 75% imperviousness, the 1.1 inch stormwater volume requirement is 0.688 acre feet. The stormwater basins as designed provide a combined volume abstraction of 0.805 acre feet, or 17% more than required. This may result in a possible reduction in the Trunk Storm Sewer (alternate ponding) fee. The site plan as illustrated has only 66% total imperviousness, providing even more flexibility. Parkina and Buildina Setbacks The B-4 zoning district requires a 6 -foot building and parking setback on all sides of a lot. The proposed concept plan is in general compliance with the building and parking setback, except along common lot lines within a shared parking lot or shared private interior drive. PUD flexibility is requested for the interior common lot line setback due to shared parking lots and shared private interior drives. Parking The City Code generally requires retail commercial uses to provide parking at a rate of one space per 200 square feet of gross floor area. This equates to 5 spaces per 1,000 square feet of gross floor area. The proposed concept plan has an overall parking ratio of 8 spaces per 1,000 square feet of gross floor area. There are five possible restaurant lots with parking ratios varying from 10 to 13 spaces per 1,000 square feet consistent with Tenant requirements. There are three automotive related lots (oil, carwash, tires) with parking ratios varying from 3 to 4 spaces per 1,000 square feet. Parking is provided at a rate that is sufficient to meet the standard requirements of the prospective users. Parking area for the coffee and QSR users on Lots 1 and 2 is a shared parking field bisected by a common lot line. Signage Building and site signage shall be compliant with requirements and allowances as set forth in Section 153.064(J)(2) of the City Code, as relates to a business zoning district. Building wall signage will be requested to be allowed on all building facades, and compliant with maximum signage area as per 153.064(J)(2)(a). The Developer seeks clarification as to whether the private interior roadway will be considered as "Frontage" for purposes of establishing allowable building wall signage? Alternatively, we request that for an interior lot with single Public ROW frontage that the longest building fagade be the basis for calculating allowable area (see Lot 2 as example). Freestanding monument style signage will be requested as one sign per Lot as allowed by 153.064(J)(2)(b), with the note that we are proposing to limit these monument signs to a maximum signage area of 60 sf per side (as opposed to 100 sf). As a component of this PUD, we are also requesting that a multi-user highway pylon sign be allowed to be installed, with an overall sign structure height of 35' and signage area not to exceed 275 sf per side, and a multi-user monument style sign allowed to be installed, with and overall height not to exceed 22' and 135 sf signage area. See conceptual detailing and plan below: INTER -E96 - "A7 MTENANT PYLON SIGN - i "C" PROPOSED MONUMENT SIGN "B" MULTI-TENAN x, L_i. II (shared Lots 182) MONUMENT SIGN 60 SF MA% SIGN AREA i "D" FUTURE MONUMENT SIGNS (future Lots 3-8) 60 SF MAX SIGNAGE AREA PER SIDE Building Materials :g PROPOSED MONUMENT SIGN (shared for Lots 1 and 2) 60 SF SIGNAGE AREA PER SIDE "A" MULTI -TENANT PYLON SIGN 35' OVERALL HEIGHT 275 SF SIGNAGE AREA PER SIDE "B" MULTI -TENANT MONUMENT SIGN 22' OVERAL HEIGHT 135 SF SIGNAGE AREA PER SIDE Building shall be designed and constructed to meet or exceed all business district building material requirements as per Section 153.070 (D). Consistency and cohesive design will be encouraged while maintaining brand integrity for all users. Building elevations and exterior material breakdowns have been provided in the plan submittal package for the proposed coffee user on Lot 1 (13% glass storefront, 28% brick, 18% wood, 36% EIFS, 5% architectural metal) and the proposed QSR user on Lot 2 (17% glass storefront, 33% brick,39% EIFS, 11% architectural metal). Trash Handling Trash handling and recycling areas on each proposed and future parcel shall be located and oriented in compliance with Ordinance Section 153.092(D)(36), shall be masonry in construction and shall incorporate opaque metal or composite gates. Screening will be incorporated where needed. Typical details below: ARCHITECT TO MODIFY PER PROJECT - ARCHITECTTO CONFIRM ORIENTATION OF DUMPSTER ON PROJECTSASIS - DUMPSTER ENCLOSURE FINISH SCHEDULE ' r am b euuu .. a , i rIl ml DUMPSTER PLAN Requested Areas of Flexibility from Standard Zoning Ordinance N ■iiiii ■ n DUMPSTER ELEVATION 11 i 17111i, I ,� DUMPSTER ELEVATION It is our understanding and intent that all components of this project design are consistent with B-4 Zoning District Standards and all other requirements of City Code, with (2) exceptions as follows: 1. Individual Lots shall be accessed via private interior roadways, as opposed to direct access to a public right of way. 2. Interior parking setback to be zero, as opposed to the 6 -foot requirement. 3. A 35' tall maximum height multi-user pylon sign with maximum signage area not to exceed 275 sf per side will be allowed on the north frontage at 1-94. 4. A 22' tall maximum height multi-user monument sign with maximum signage area not to exceed 135 sf per side will be allowed on the east frontage at Fenning Avenue NE. Declaration of Easements, Covenants and Restrictions Developer has put in place a Declaration of Easements, Covenants and Restrictions that will be binding over all Tenants/Users in the PUD. Confidential document to made available for review as needed. Developer Acknowledgement of Financial Requirements Developer acknowledges that the City may require financial guarantees for the installation of certain improvements such as roadways and utilities and will work with staff to define these obligations. Developer also acknowledges that with the initial platting of Lots 1 and 2, totaling 1.98 acres, there will be associated Trunk Sanitary Sewer, Trunk Storm Sewer and Trunk Water Fees as per the current 2024 fee schedule. Schedule Grading is anticipated to commence in the late spring of 2024. Street and utility construction would also occur in the Summer 2024. Construction of buildings and improvements for Lots 1 and 2 would commence spring/summer of 2024, with some possible completions by fall of 2024. It is anticipated that we will be in a position with additional users to submit quickly for Development Stage PUD/PUD Amendment/Final Plat on some of the future lots 3-8. Closing We are excited to partner with the City of Monticello to bring this development and these businesses to the community. Your guidance and feedback are welcomed. If you have any questions or require further information, please contact me at 612-817-2302 or via email atlohn.iohannson(cDtranswestern.com Respectfully, John Johannson-Transwestern 7601 France Ave, Suite 525 Edina, MN 55435 John. johannson(a_transwestern.com 612.817.2302 Chris Simmons-Transwestern 7601 France Ave, Suite 525 Edina, MN 55435 Chris. simmons(a)transwestern.com 612.889.8157 Dave Carland-Venture Pass Partners, LLC 19620 Waterford Ct Shorewood, MN 55331 dcarland(a)venturepass. net 612.963.9107 IVItJIV 1 IVLLLtJ WRIGHT COUNTY SITE LOCATION MAP DEVELOPMENT STAGE PUD PLANS FOR BIG RIVER 445 MONTICELLO, MN AERIAL MAP SHEET INDEX C0.0 TITLE SHEET V1.1 CERTIFICATE OF SURVEY V1.2 SIMPLE SUBDIVISION V1.3 PRELIMINARY PLAT V1.4 FINAL PLAT EXHIBIT C1.1 EXISTING CONDITIONS & REMOVALS PLAN C2.1 PRELIMINARY SITE PLAN - OVERALL C2.2 PRELIMINARY SITE PLAN - EAST C2.3 PRELIMINARY SITE PLAN - WEST C3.1 PRELIMINARY UTILITY PLAN - OVERALL C3.2 PRELIMINARY UTILITY PLAN - EAST C3.3 PRELI M I NARY UTI LITY PLAN - WEST C4.1 PRELIMINARY GRADING & DRAINAGE PLAN - OVERALL C4.2 PRELIMINARY GRADING & DRAINAGE PLAN - EAST C4.3 PRELIMINARY GRADING & DRAINAGE PLAN - WEST EROSION CONTROL SSS; pp \� Rik, r M o RD N4 �lsp t� �� Jy� �O co � p u) M � U 21 con Ln 0 O i - Hillside tem U Zo z 181ST ASE 95DJ MONT�ICE'LLO O 41 Q H O PARS coy OR\RI -NAS o� e\ - EW'DR Ir ' )T v - .- ¢ ysT RIVER MILL DR Z C\\\ O � RD4- DUNDAS.RD LI MI��I Co�O�q�W \ SIT \� K L BLVD FARMSTAVE AHM.11% 4 p t EAD'DR GE DR s `\ p00'W 520 , �� W In n 25 \ ] 'CIS /% a O A STARkING z ¢ O O U/ ChLLIPb 2 Z Helie\' r -� � O — - Lu `oPl'a a� 87TH ST NE '-"' �� DEER T y 'pKKEN ST BADGER`S \ O O DETAILS -� �' 85TH ST NE ¢ J — J Lu U FOR BIG RIVER 445 MONTICELLO, MN AERIAL MAP SHEET INDEX C0.0 TITLE SHEET V1.1 CERTIFICATE OF SURVEY V1.2 SIMPLE SUBDIVISION V1.3 PRELIMINARY PLAT V1.4 FINAL PLAT EXHIBIT C1.1 EXISTING CONDITIONS & REMOVALS PLAN C2.1 PRELIMINARY SITE PLAN - OVERALL C2.2 PRELIMINARY SITE PLAN - EAST C2.3 PRELIMINARY SITE PLAN - WEST C3.1 PRELIMINARY UTILITY PLAN - OVERALL C3.2 PRELIMINARY UTILITY PLAN - EAST C3.3 PRELI M I NARY UTI LITY PLAN - WEST C4.1 PRELIMINARY GRADING & DRAINAGE PLAN - OVERALL C4.2 PRELIMINARY GRADING & DRAINAGE PLAN - EAST C4.3 PRELIMINARY GRADING & DRAINAGE PLAN - WEST % ~ LuLLJ — 20 Lo N N N z o� 0 1 Z I*- Of N W IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o -e DATE: 01/08/24 LIC #: 45889 F- m N co CD CD w Q 0 w Lu Z O mmm=mmm Lr) N V Ln J LLJ_ J Z) M c/)l Lr) C'6 U-) N w Ln Z Q 0 w Q UZ (n z / = Lu to 0 CD El C5.1 EROSION CONTROL rn M o u Y � p u) M � U Ln 0 N U Zo W w O C5.2 Q H PLAN - PHASE II =O Z Y Y O Y U U = O � % ~ LuLLJ — 20 Lo N N N z o� 0 1 Z I*- Of N W IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o -e DATE: 01/08/24 LIC #: 45889 F- m N co CD CD w Q 0 w Lu Z O mmm=mmm Lr) N V Ln J LLJ_ J Z) M c/)l Lr) C'6 U-) N w Ln Z Q 0 w Q UZ (n z / = Lu to 0 CD El C5.1 EROSION CONTROL PLAN - PHASE I u) o W � � w C5.2 EROSION CONTROL PLAN - PHASE II = = Z y W C5.3 SWPPP NARRATIVE Lu > o C6.1 - C6.6 DETAILS J — J Lu U m Z O 1-1.1 LANDSCAPE PLAN - OVERALL TREE PLAN 1-1.2 LANDSCAPE PLAN - EAST HALF ENLARGEMENT 1-1.3 LANDSCAPE PLAN - WEST HALF ENLARGEMENT 1-1.4 LANDSCAPE PLAN - FOUNDATION PLANTINGS AND DETAILS SHEET NUMBER C0.0 CERTIFICATE OF SURVEY --for-- DIVISION 25, LLC --of-- PART OF LOTS 175 185 & 195 AU D. SUB. NO. 1 Northwest corner of the --Northwest Quarter of Section 13, Township 121, Range 25 Ln EXISTING PARCEL DESCRIPTION vLf) N CD That part of Lots 17, 18 and 19, Auditors Subdivision No. One, lying West of Wright County Highway Right of Way Plat Number 55 and lying Southwesterly of the Southwesterly right of way of Interstate Highway No. 94 being part of the Northeast Quarter of Section 13, Township 121, Range 25, Wright County, Minnesota. Which also lies northeasterly of the following described 00 N Q) Z / line: OD -C NN O Ln i O vv ° a O i C i � / Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest .-- �' o N 3 Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 4016.29 feet; thence QJ (y / southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. Wright County, Minnesota. NORTH _ (Abstract Property) 958.3967.6 �1 x 59.1 \ `RAPHIC SCALE / R �5e x959.4 1� \ 100 0 50 100 200 x 958.4 x 957.5 °�, 958.7x 959.4x �� i � x 958.6 x 957.9 x 959.3 sy \ 958.7 x 958.8 x 959.5x958.8 959.1 x \ 958.9 959.0 959�x INCII =1(�° ��ET BENCHMARK x959.3 958.8 x x 958.9 ojh O 958.6 959.0 x MINNESOTA DEPARTMENT OF \\ \ \ 958.9 958 x959.3 959.3 s9 z ��° �'� TRANSPORTATION GSID STATION #85903 x959.4 958.9 x959.0 ti ya9 (NAME: 8680 BE) � \ x 960.0 °/ \ \ \ x959.2 9S7 959.0x wsI ELEVATION: 969.17 (NAVD 88) A I 1 r\ 1 -r i� r\ xi i� h R i `� ��i ' �i I 1 iii 1 958.4 \� GN 0 957.1 Irl 960.1 x 958.0 959.0 o Oy / �s•- S \�9� PIN No. 155-011-000111 956.0 OI x959.5 _ _ 959.3x S2xF owner: Monticello Industrial Park Inc �Q�p44 fOr�ff i i\ 11 957.9 9s F �p ',�' S Address: Unassigned x956.4 v 959.1 ` ' 9S x959.4 95S.9x tip 4.9 S d 0 J; 6p„ c TC I 9S FFR\ O�6 �6 x 957.5 1231.1 959.1 95g.3 58.2 ' / q9 \ x� x 958.7 x 958.6 x 958.6 �� \eFR 956.3 956 960.1 9s8.a \ North line of Lot 18, h� `� ,'//ne4thwe 9S i. FieF\ x 955.8 x 960.3 ` --AUDITOR'S SUBDIVISION x958.8 °� x958.6 ��, , No oF112t, ster/ \ / a 9g r 1 ri 85g6 9s, \ o *959.3 x958.3 NO. ONE x958.8 *958.5 h� J�>� dS�Stdteg/)tOF \ c I°,. 955.2 4j V Rim=952.7 {� \ - \ n / 9S Inv(N)=947.4 959.0 x958.7 g•� °n �N/(J wwd 4 fR a958.4 4 h l s\ xro -Inv(E)=948.2 x959.0 x958.6 s !?49 ante dy cb� Rim=954.3 c c /i Sq ? 9 / y Inv(S)=947.4 958.6 x958.4 ° �� n Inv(N)=947.0 I g BFR• Inv(E)=945.7 Sq„ nP`93j 5q7 \'\9SS 955.0 \ x958.7 �Jx p,� Inv(5)=950.3 RCp CCS �� x9S F,� "Rim=952.8 x958.4 x958.4 �h� ��� o'1� \ T ?9 \x0955.2 /6 'e Oddw x958.3 x958.3 05o 4 C /a,i' / dSe dj x958.1 Q) q p c S de e N /Tj d oIV y° c / 9S38 \ \ / O. 3) e!/t �dUt% 958.5 958 958.3 �p0 958.0 ^ M /2 OF Wd I -mss•- / 9 per //t x 957.8 4//77tv gddress. fed V24I,°0 / Ri-953.2 (', D RCF' 954,2 9sq \ R' 95\ j4 O Ctjy e d o ,C•' 4 O x958.6 x958.2 9 x958.1 eco ht�y r'da /dry O01 Inv(N)=947.0_- 3y \ \956.3 'den 957.6 $8 0 \ ssi9d HO/O,i 0 Inv(W)=946.7 - qg„ 9 q F,BF\ t x 958.5 x 958.1 x 957.7 hco Ed d9S Inv(E)=947.3 RCp 4x R \957.0 ^• 0' Ip 44C G c� / 9Sq \ \ q� ^ 957.9 957.4 957.1 x 956.4 oh Ug - --- qs D \\qB� x h Rim=954.2 x957.9 R ��___��_�101.27 f ff `I�R�iGy / p7N R, 954 \ \ Q-Inv(N)=948.7 --\ 957.4 957.1 956.7 WSjG ; N55�48 11 W r�yT \ OW '('O• 1 'h'9 1 / Sx \ / Inv(S)=948.6 der. IS nP S3 \ °" \\ \ I T x957.7 n / OF gddres Le"t'2 ,1 91, S6 ; \ �, Pic 955x FR x957.5 x957.1 r ; x957.1 x956.3 �/ s: - tory °OI qS 4Z„ 0 \ / edS dr ? F 957.7 9$ , co' / /// //7 ) " VO \ 2p Can ho °I0 \ / \ F x958.0/ /� e/� tj, 957.0 6 h e c/) . hesea/did9s \\ 3 �5 eFR\ / O• ant dge 957.6 g56?x 955.9xR ^ RoadttC \qS a"RCP S 9SS� 8958.3 �jjp4jsroonp`�// 957.1 958.2 958.2 wSIG p Cep p%pe gh�° 9 D 9s 6x R\ 958.4 C4/� 'tk - x 957.2 �. 6' c eco' he Fd O v me y \ e 958.5 958.8 9$ d� y6• b' , Fj St CC M GENERAL NOTES pl�v ,94g4"S s , o BE\x958.3 nt`�, 957.4 9 °x op tix a o� / N nd/CeteOFeSSdC F, OI,,, O 4 -� g R R (�- h M- i r q den Iss, Rihc G S59 \ b x958.6 x959.1 O5 5� 3x ,y h l 28i /t%fjC �ljn 6%u/ < ddre UM Iq3 tnP\ sSe C��\ \\ x958.3 0' x 957.9 9 , O o j$ d to eS0 a 6 < ss' S CRe 0010 938,68 _/ 24„/ 956,I 9aFR \0� I i I 1 r \ r I i I i 1x i mh �x o 9 0°C td pe 1 J/ 00 Ch Is s, 0 \� o P '56 I -Inv40 958.4 , i l� i x9 i I tv I 1 i 1 958 i� i 1 \v 05 0 Oy0 959 5 x ham. C/�en r 1. Fee ownership is vested in Monticello Industrial Park, Inc., a Minnesota corporation. s, '561 \\ �c4 / 3 962E a ss.3 Tr 9S& 9589 5.0 958.2 g5$ 959.4x t li, + , ^ c 2,•RCp c 958.4 /'L ''e c) x959.8 �p �� ��. 4) ham. i \ 40 qS I°.,P g d /0/�/ dse Ord% 959.2 958.5 ^ o h° 959.4x 958.8 40 Parcel ID Number: 155011000171. _ �s63o64j62 �c �c , s.1x F 1 No• ?iej?thdge x960.3 (`9 h ^1 -los SSO °FRF\c 2q,Rcp s�Ix F'''/, Ix 58.8 41,1" pe, eroOhO'Ut% x959.4 x959.1 959.0x 2. Per Wright Count Tax Records the surveyedproperty's address is unassigned. " ` F.o \F,d qS D ' S> Oj C4i17 /,ty 9597 959.9 959 O ^ e )\ \Inv(w)5 949f3- q 9s> \ 95 \ e x 959.4 56813 °p ( �L , 9 Y Y 9 sC FdFx nt x 959.1 w Inv(S)=951.2 F,d •6x X58.8 '� x960.1 40 � `•' ! v F ^ PI e, x 959.1tix U, Sj('y �• 3. Bearings shown hereon are based on the Wright Count Coordinate System. N c ,x FR o a x959.5 = 9 9 Y Y No �° ti w A x 960. s qd den' ISS. Rim -957.3 49" 960.0 V x 959.1 °� a g� cti �� SOC/ %dress UMC Iqi,° R c / 4, •Ox BR /-Inv(N)=951.7 •960 49 2x960.0 �w �� // /jh th6(, 4. Surveyed remises shown on this survey ma is in Flood Zone X Area determined to be outside 500 -year flood Iain according to - Ud Rea/ °I020 GqS 9S87xn959.616 960.8 Q yo x959.2 �a hg�x / NoeoFlester/ Y p Y p ( Y plain), 9 x ass; Fst F T = 0 960.1 °� a/ g nt y r Flood Insurance Rate Ma Community -Panel Panel Number 270534 0015 B b the Federal Emergency Management Agency, effective date 9d ate \ F,� 960.9 o h �' 4 er / Map Y- Y g Y g Yr ed tt 1R�\ 9� / 953 FR 59.8 a ti x 959.0 per. 9 o S dte t °F c \ \ \x 5$' d si gh August 4, 1988. 93g�° e R C T 9S \F�ati T'di x960.9 Q Q x960.0 958.7 4i' �Oh /%% �'d 1 ^ \ 4 F' 59.9 i �x tix gh Y ed dr x 958.8 SB 11 h y�. en dY /Tj /J x 960.9 x 959.9 • °j °� Ca 9 o to <' J\.3 c T Fe 60.1 e' O q eryt dge l 960.1 0 �x a S8 Q , /r \ Ino JJv 14 °,, cP I°„ g\ FR\ rn jjj per d/J0, 960.9x \\ SB 14 x958.9 5. Boundary area of the surveyed premises: ±1,143,961 sq. ft. (f26.26 acres). /S ss R\ 9s \ ^ NJsSZB� Pic TC s \ \ g80 Ooc 4tj/% \ x 959.9 / �y 0� _ F s° sg j 4 t b' ax 3x 9\ FR 9\.5 'petite\ 960.8x x959.8 x959.1 �x �y0' $Ax ^ ., 6. The surveyed premises has access to Chelsea Road (a public road). Access to Interstate 94 and C.S.A.H. No. 18 from the surveyed property is restricted. ^ p 18, / 59 ) \ �o' a5 -gate lF IN RCP T SxV Fx 60.7 I / O / 1 x 961.0 � x 959.2 x co p No \ dF� y tix 958.2 m Wde/ SS 9 � \ \ 06 y i/, vl \ 959.6 °� <� �' 3x R% 7. No zoningendorsement letter was provided to the surveyor at the time of the survey, however, a search of the Cit of Monticello's website indicates the surveyed ddress.T�id X20, TC 96 \\,a\off/ ' �/ x961.0 O 959.2 ��� 95$' 9'0 x ��, Mo ut7 p Y Y i Y Y < 520 City 01pI S 60x \ FR I ti l 959.7 x959.6 958.9 957.9x tP lI/w; I)7C'n dy property is currently zoned IBC. For additional information regarding zoning and setbacks, contact the Development and Planning Department at the City of ,' �_' the/�/ Ca� \ Rih\ g600x \ 960.9 960.8 SB 12 OsB l0 co S4e Monticello. _ oa co y 93 9 • 957.5' v 5.9 < r < R tnP\ 9S x 959.4 957.8 96 - d pally 4°> S R. 60.0 \ 60.6 x960.6 958.4 �SB9 957.7x i TC� l0 Rim=965.1 \ x /d ' 960.5 k 1 11 N 959.3 I r - w F '\ �_/ i e / •°op 9.2 Ix 60.4 ��p, i"�e // 0 x960.4 957.9 m m , Inv(E)=960.6 / 8. No buildings were observed on the surveyed property at the time of the survey. �r ^ c \� O / , ds ar 561 i \ I I I I I i \ i �- W _ Inv(S)=960.5 '/�,�S9Sz1 59.9x \ F 6/, / VO '177 d/'/d x960.0 1 4 ♦ i x959.4 ♦ LLv y , , 9. RCP D S \ ht Ye 957.5 x 9. NO parking stalls were observed On the surveyed property at the time Of the survey. �r �` 9410 , 5ff 96x \ 96 3 ��j04�s2 00 �autj/%t 959.8 959.5 o°C4n,ered 57.6 I� of 965.3RCP� LEGEND <_ < _ I° PSC 2q„o .q 9 \ a L �ehty 959.7 959.4 ht�o Se�enx956.9 m TC u I tP S R\ �\ qjo tpe 956.5x o 4n 64.8 6 OI O •': 10. Above ground utilities have been field located as shown. Underground utilities shown hereon are those which were field marked by utility companies responding to ^ ' rIRPN9s94 T \ \ a /"'IR�N9s;; 959.3 958.7 ��332� ,:� c 0 ' vInv J. Gopher State One Call, Ticket No. 231780466 & 231780467, dated 7/05/2023 or were taken from utility plans provided by the City of Moniticello. All underground J_9522.6 \ F,• ,oe rSJ,9S11 958.1 IgS • DENOTES IRON MONUMENT FOUND AS LABELED s c X60.2 °9vi 958.9 958.8 955.8 \\5'9x o w -' locations shown hereon are APPROXIMATE. Prior to any excavations or digging, contact Gopher State One Call for an on-site location (651-454-0002). However, O DENOTES IRON MONUMENT SET MARKED RLS# 58542 �\ s dR \ `9 ooi' 0 4sez5 x959.1 564 957.1 5680 � w tLn lacking excavation, the exact location of underground features cannot be accurately, completely, and reliably depicted. In addition, Gopher State One Call locate \ • �6o M y s h SCC 956.3 �° �x ° u 0_0 9 x 959.2 0 IV, ass 955.6 x o t� to and other similar utility locate requests from surveyors may be ignored or result in an incomplete response. Where additional or more detailed information is DENOTES FOUND PKNAIL "1,° _ °wder°'Iss. \ \D 3„ TC Tc '� A ��x-loo o�, ti 958.8 'w "91?tC.°�tro/ 955.0 h c °'_ required, the client is advised that excavation may be necessary. ; ^ 9oores ISS 2q° -R,m �\ °RCP \�y g00' Rim -956.8 t°F °(/nt dS O ON O � 11 q Y Y vF s'CIda882 °p InP'9g186 F \/_ Inv(Sj=952.3 --_ Ord• 0959.2 x958.5 �� �dy yy%g Sh0 �° vx p DENOTES SET PKNAIL \� DENOTES WRIGHT COUNTY SECTION MONUMENT s's/700, 9 r'R; F Tc ' / 'e '/7d SB3 Q, pjd h� n° gss.l�x 11. Subsurface and environmental conditions were not examined or considered duringthe process of this survey. No statement is made concerning the existence of t m,9 0 ,� 59.3 _se ge x957.7 tN dy '' / p Y 9 _°PrN Sa. a>., / Iv?l d o. - -4 DENOTES STOP LIGHT In(/ J991�F 9qg Rcpl 9 9S>958.7 / �1 ° gj10 tpea(/tj/jt 956.9 ��� s$ �\ _ \ m 962.9: �/ > }- - underground or overhead containers or facilities that may affect the use or development of the surveyed premises. < InP FJ, s x Tc__, :- ❑ DENOTES CATCH BASIN < Y J_9534 / °"'P�c `D� 21„\ Q 9S Oy�6 �4�$j Ooctl e 958.1 10 956.1 Ch 954.3 iI9406 �� m m y /n 12. Title Commitment File Number 67553, dated June 9, 2023 at 8:00 AM, prepared by Guaranty Commercial Title, Inc., as issuing agent for Old Republic National Title ❑E DENOTES ELECTRICAL BOX �'-;,; 3 �° Rim=955.6 955.3 • s F V F_ / 9 Inv(N)=951.3 SB 70/ F° •6 m 961.6' _ Insurance Company, Schedule B, Part II survey related items are shown hereon. DENOTES ELECTRICAL MANHOLE Y / , >2 R Inv(S)=951.2 x954.3) 5� x VICINITY MAP SEC. 13, TWP. 121, RNG. 25 DRAWN BY: KCM JOB NO: 231196PP DATE: 1/05/2024 CHECK BY: KCM FIELD CREW: DT/CT 1 2 3 NO. DATE DESCRIPTION BY EST. 1977 Professional Land Surveyors www.egrud.com 6776 Lake Drive NE, Suite 110 Lino Lakes, MN 55014 Tel. (651) 361-8200 Fax (651) 361-8701 X 952.36 J ,' , \1a tR'4cs F' 959.0 0 953.9`9 3$ TC DENOTES EXISTING SPOT ELEVATION `?� s> s 9. X95 Z r 81 In /NJ, S \ 569 F 95 1 n ti \ a s �� rn W t1 U ❑F DENOTES FIBER OPTIC BOX Y' i 2�jo t Pfs�' 4gZ'3\ / '.ss•q aaya ghp�o h^coyNo� W - DENOTES EXISTING CONTOURS lL DENOTES RESTRICTED ACCESS AS NOTED-,-- Oil; D gx ,; ' _ ' 'h V h�q P, //e' wd7 9s4.o x I� ^ as a nmq �. de rn DENOTES GUY WIRE -o o < // ofS*I ked M\ 00 / 1 IRin , I°„ / •9 / '��c' w F, cn-` Corbogd'q•,yo9e 955.4 n 960.0_- \ nvcc9S ,- PV •. i N c d dd F -C xcP rn m ❑H DENOTES HAND HOLE DENOTES RESTRICTED ACCESS AS NOTED ' 6 /~ i \ SFR ��c er ry h� s66�C/,Rim=958.5 - I hereby certify that this survey, plan 9q 3 . m T < / , 3.° • ,• �9 x x Inv(W)=951. - < JF �aF? (956.6 a y / N 954.8 _ i Inv(E)=951.2 or report was prepared by me or under DENOTES HYDRANT > DENOTES EXISTING SANITARY SEWER - \ Rim, 6�\ �v(SE)-950.8::= o i / ^ IPP 9SS �i �\ 9 / Rim -954x2 / I (N 4 G h I \ \n-948.8- IGN 15" RCP my direct supervision and that I am a DENOTES LIGHT POLE » DENOTES EXISTING STORM SEWER - ,' InPP(BjJg9S°9 ,',�• 9$e.t �9s $' Rim -957.3 (9Jo94S> is t .,? 33•- 8 x9S62 6.5 F C�-_--In-951.7 duly Registered Land Surveyor under 09 DENOTES MISCELLANEOUS MANHOLE DENOTES EXISTING WATER MAIN 3.59 Q c D -18" RC 957. f the laws of the State of Minnesota. �G Q \ Ig°o Tom° _N 1 u00 5 E `� DENOTES POWER POLE oHu DENOTES OVERHEAD UTILITY \ \O �1 ' ¢ �� IP ,� 56.1 ) 9 7.6 \•�+� `•� • O -Rim-955.1 - S / 4-2 O _ C :�, �„ I. ; Ri -956.1 A '1 O ry ! O� ' i 3 5 �FS'2 n T OS DENOTES SANITARY SEWER MANHOLE E DENOTES UNDERGROUND ELECTRIC LINE C 33 ,63 Inv(N)=949.4 Rc S'22r Iv(N)=9486/ L U I 1 8 Inv(E)=942.8- P s I v S =948. 24" DIP y •v. \ !! \ Inv(S)=949.7 Rim= 54.9 \ Jn P? - o O DENOTES SIGN GAS DENOTES UNDERGROUND GAS LINE \Z ¢� `\ t P! ss 36' RC 9 n Kevin C. McCain �s Inv= 44.0 n 9gIZI D �> D° a a CP 4' O 0 DENOTES SOIL BORING LOCATION. (BY OTHERS) FIBER DENOTES UNDERGROUND FIBER OPTIC LINE 12 _� , rkj;;•�_; 0 .0 - i z e N Date: 1/05/2024 License No. 58542 OD DENOTES STORM SEWER MANHOLE I InP SS - - _ 1 o aa•e Rlrp_9 P"c �,� `_• N89°09'34' E f6 DENOTES BITUMINOUS SURFACE mPr"'_9.50 / N N 0 DENOTES TELEPHONE PEDESTAL � - _ 1 Inv( ),949 �'' / r4 Q 3 3 D DENOTES UTILITY BOX - _ DENOTES CONCRETE SURFACE 1 Roadway and utility r1 y III o PIN No. 17-119-22-14-0008 1 easement per Document -j- U 0 Da DENOTES WATER VALVE DENOTES ADJACENT PARCEL OWNER INFORMATION Owner: City of x �- No. 379144 ��` / iJ -X-X- DENOTES FENCE Address: Unassigned (PER WRIGHT COUNTY TAX INFORMATION) - ---- S:\RUD\CAD\23PROI\231196PP\PRELIMINARY\SIMPLE SUBDIVISION\231196PP-SIMPLESUB 231196PP CERTICATE.DWG EXISTING PARCEL DESCRIPTION SIMPLE SURIVISION That part of Lots 17, 18 and 19, Auditors Subdivision No. One, lying West of Wright County Highway Right of Way Plat Number 55 and lying Southwesterly of the Southwesterly right of way of Interstate Highway No. 94 being part of the Northeast Quarter of Section 13, Township 121, Range 25, Wright County, Minnesota. Which also lies northeasterly of the following described line: ^-for^o DIVISION 25, LLC Commencing at the northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 4016.29 feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line of the Southwest --of -- PART OF LOTS 179 189 & 199 Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. AU D. SUB. NO. 1 Wright County, Minnesota. (Abstract Property) PROPOSED PARCEL A DESCRIPTION That part of Lots 17, 18 and 19, Auditors Subdivision No. One, Wright County, Minnesota, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying northeasterly of the following described line: \ Northwest corner of the Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 '--Northwest Quarter of Section minutes 35 seconds East, a distance of 4016.29 feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line 13, Township 121, Range 25 / of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. VICINITY MAP SEC. 13, TWP. 121, RNG. 25 \ e�0 z o G Oti �wq Y/'V O 94 z W a G Z Z Z LL SCHOOL BLVD 0 C 0 z v L WRIGHT COUNTY, MINNESOTA (NOT TO SCALE) ,� o Z)CD o ~ / That part of Lot 17, Auditors Subdivision No. One, Wright County, Minnesota, lying West of Wright County Highway Right of Way Plat Number 55, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying northeasterly of the following described line: Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest uarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 / 9 Q 9 9 9 Q p 9• 9 9 minutes 35 seconds East, a distance of 4016.29 feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line / of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. / —' And lying southeasterly of the following described line and its northeasterly and southwesterly extensions: Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 3971.28 feet to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. A I I r,\ I -I- N r \ 1 \a \ % \ PIN No. 155-011-000111 W \ Owner: Monticello Industrial Park Inc 58844'07 �� 11 L \a \� loo \ \ Address: Unassigned 0 50 100 200 1231.61 \ /'ne we ° th\ 1 INCH = 100 FEET Of ste \ \ \ 4 of , \ R NORTH \ n \� Ri \ ad eS �ens.24z. \ \ �\ / \ \ NO 3 9244 e 6°c'ty 4 M 9�� Away s' (J,-) /a,7 �Oool° / \ j \ \ \ \ 4�er?t s'9°ed /d'n9s44C \ -------x101 27 ° IS \ \ \ \ \ _ T17"N55-48 ,, „N55 48 11 W y�/iq r \ z �/ \ Addre '� t/e 9 SS: 3z p°ryan oozoz p \ \ edSe drain �\ %//e� %/�% 0 / chei /o'd/ \ \ \ I N° n7en dge gib/e irO \ ^ sea ROdd <<C \ \ \ \ �\ \ 9zZg1, S O det, Uti/ity PARCELA S6 2 cab n p'pe — , theght Of a o ^ ar \ \ \ \ \ dent`\ (680,921 S.F.) 9 / ti,nd/Cate Fess 00, ^� GENERAL N Cal— s °BMs z43, \ \ \ \ \ ° 28�ZS' �cd e'nne o4jreab s;SCRed/OOro \\ \\ i i� 1 1 r� r� i \ / i i� i i� n i 9 °C sot y 1. Fee ownership is vested in Monticello Industrial Park, Inc., a Minnesota corporation. oohesPdR at, \ \ \ \ ~h '" "' ; `�' ; " ; '" `� 4�entr _19111- '9, 40 Parcel ID Number: 155011000171. ;; I� 90 Nodr• e/)7 *C//?O 2. Per Wright County Tax Records, the surveyed property's address is unassigned. �ss3os40zsz9 \ 2 \ \ \ \ zzI480z �O'r'ty ���'� 3� ssos F6'g088 \ \ \ \ \ nt 892 38Ap •S' O 3. Bearings shown hereon are based on the Wright County Coordinate System. / , F�escJ \\ ov"N° I\ O`S, \ \ \ \ ti� s g� ner; SS. \s \ \ Q v 36 $O t'� Uth 4. Surveyed remises shown on this survey ma is in Flood Zone X Area determined to be outside 500 -year flood Iain according to ` ` \ s, c d�°0 s \ \ \ \ ti° �` we er Y p Y p ( Y plain), 9 `'gas ; Fsr ° o \ QO o 0" jntst ry Flood Insurance Rate Ma Community -Panel Panel Number 270534 0015 B b the Federal Emergency Management Agency, effective date 9ged dte<<c ;;`� \ \ \ \ `� o ' 94 erst r'gh P Y- Y 9 Y 9 k �ti '�' °4' es ate tOf August 4, 1988. o On h%gh way N aSen) n I HM h ^ U'�entewdY r \ �• \ \ ° ent age °^' d 5. Boundary area of the surveyed premises: ±1,143,961 sq. ft. (±26.26 acres). \ \ \ \ \ �1zz per ana �� 2 (° 48pI OocOn, ti/ity =`b 6. The surveyed premises has access to Chelsea Road (a public road). Access to Interstate 94 and C.S.A.H. No. 18 from the surveyed property is restricted. %,^I , ;' ^ v ; l 1 ^ ,' r Right 7. No zoning endorsement letter was provided to the surveyor at the time of the survey, however, a search of the City of Monticello's website indicates the surveyed ess.. w", C. -o°� \ �' ; N °nUr,°f Wa property is currently zoned IBC. For additional information regarding zoning and setbacks contact the Development and Planning Department at the City of r ` S�0 h;°% °r0 \ \� \ y I w' s•48r y Monticello. c eR°dd ° / sed easy c \ " ny PARCEL B 8. No buildings were observed on the surveyed property at the time of the survey. -'F ' '''�" '� 9 Y p P Y Y 'i.°� , \� �\ ---� Trac (463,039 S.F.) �40 \ y ,�, '•\`/'\ n o � / Ndse'rin I� 9. No parking stalls were observed on the surveyed property at the time of the survey. \' - �\\ \ �� ° qzz�4� e9oana(, �, ; �, I E o (V M 10. Above ground utilities have been field located as shown. Underground utilities shown hereon are those which were field marked by utility companies responding to " ' _ \ \\ \ 'Henry\111�o a ° W M F - Gopher State One Call, Ticket No. 231780466 & 231780467, dated 7/05/2023 or were taken from utility plans provided by the City of Moniticello. All underground \ \ \ / az v ra locations shown hereon are APPROXIMATE. Prior to any excavations or digging, contact Gopher State One Call for an on-site location (651-454-0002). However, \ \ \\ \ ,�/ 4,) a) °i r ;> Ln ... lacking excavation, the exact location of underground features cannot be accurately, completely, and reliably depicted. In addition, Gopher State One Call locate 286 \ \\ I Z. o 8 _ and other similar utility locate requests from surveyors may be ignored or result in an incomplete response. Where additional or more detailed information is " ow N° I \\�� N required, the client is advised that excavation may be necessary. l; ^ Addess.rsO824oi'z 11. Subsurface and environmental conditions were not examined or considered during the process of this survey. No statement is made concerning the existence of ed \ I , underground or overhead containers or facilities that may affect the use or development of the surveyed premises. 12. Title Commitment File Number 67553, dated June 9, 2023 at 8:00 AM, prepared by Guaranty Commercial Title, Inc., as issuing agent for Old Republic National Title ; '� \ \ \ �-'' ,' No Sen,egean I ° �S'8go'�? \ \ grro4� e of%r/ty Ln o Insurance Company, Schedule B, Part II surveyrelated items are shown hereon. Y _ > LEGEND 3� SI °gun, www.egrud.com DRAWN BY: KCM JOB NO: 231196PP DATE: 1/05/2024 CHECK BY: KCM FIELD CREW: DT/CT 1 J _ Y' r •til ' ' % \ ES�,, \ \ 1 Y 3 N And lying northwesterly of the following described line and its northeasterly and southwesterly extensions: 2 tem L z o I i/ %,' O�S 017 v wo - Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest uarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 9 Q 9 9 9 Q p 9 9 9 00 Ln w In N minutes 35 seconds East, a distance of 3971.28 feet to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. O V) 0 - PROPOSED PARCEL B DESCRIPTION VICINITY MAP SEC. 13, TWP. 121, RNG. 25 \ e�0 z o G Oti �wq Y/'V O 94 z W a G Z Z Z LL SCHOOL BLVD 0 C 0 z v L WRIGHT COUNTY, MINNESOTA (NOT TO SCALE) ,� o Z)CD o ~ / That part of Lot 17, Auditors Subdivision No. One, Wright County, Minnesota, lying West of Wright County Highway Right of Way Plat Number 55, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying northeasterly of the following described line: Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest uarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 / 9 Q 9 9 9 Q p 9• 9 9 minutes 35 seconds East, a distance of 4016.29 feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line / of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. / —' And lying southeasterly of the following described line and its northeasterly and southwesterly extensions: Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 3971.28 feet to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. A I I r,\ I -I- N r \ 1 \a \ % \ PIN No. 155-011-000111 W \ Owner: Monticello Industrial Park Inc 58844'07 �� 11 L \a \� loo \ \ Address: Unassigned 0 50 100 200 1231.61 \ /'ne we ° th\ 1 INCH = 100 FEET Of ste \ \ \ 4 of , \ R NORTH \ n \� Ri \ ad eS �ens.24z. \ \ �\ / \ \ NO 3 9244 e 6°c'ty 4 M 9�� Away s' (J,-) /a,7 �Oool° / \ j \ \ \ \ 4�er?t s'9°ed /d'n9s44C \ -------x101 27 ° IS \ \ \ \ \ _ T17"N55-48 ,, „N55 48 11 W y�/iq r \ z �/ \ Addre '� t/e 9 SS: 3z p°ryan oozoz p \ \ edSe drain �\ %//e� %/�% 0 / chei /o'd/ \ \ \ I N° n7en dge gib/e irO \ ^ sea ROdd <<C \ \ \ \ �\ \ 9zZg1, S O det, Uti/ity PARCELA S6 2 cab n p'pe — , theght Of a o ^ ar \ \ \ \ \ dent`\ (680,921 S.F.) 9 / ti,nd/Cate Fess 00, ^� GENERAL N Cal— s °BMs z43, \ \ \ \ \ ° 28�ZS' �cd e'nne o4jreab s;SCRed/OOro \\ \\ i i� 1 1 r� r� i \ / i i� i i� n i 9 °C sot y 1. Fee ownership is vested in Monticello Industrial Park, Inc., a Minnesota corporation. oohesPdR at, \ \ \ \ ~h '" "' ; `�' ; " ; '" `� 4�entr _19111- '9, 40 Parcel ID Number: 155011000171. ;; I� 90 Nodr• e/)7 *C//?O 2. Per Wright County Tax Records, the surveyed property's address is unassigned. �ss3os40zsz9 \ 2 \ \ \ \ zzI480z �O'r'ty ���'� 3� ssos F6'g088 \ \ \ \ \ nt 892 38Ap •S' O 3. Bearings shown hereon are based on the Wright County Coordinate System. / , F�escJ \\ ov"N° I\ O`S, \ \ \ \ ti� s g� ner; SS. \s \ \ Q v 36 $O t'� Uth 4. Surveyed remises shown on this survey ma is in Flood Zone X Area determined to be outside 500 -year flood Iain according to ` ` \ s, c d�°0 s \ \ \ \ ti° �` we er Y p Y p ( Y plain), 9 `'gas ; Fsr ° o \ QO o 0" jntst ry Flood Insurance Rate Ma Community -Panel Panel Number 270534 0015 B b the Federal Emergency Management Agency, effective date 9ged dte<<c ;;`� \ \ \ \ `� o ' 94 erst r'gh P Y- Y 9 Y 9 k �ti '�' °4' es ate tOf August 4, 1988. o On h%gh way N aSen) n I HM h ^ U'�entewdY r \ �• \ \ ° ent age °^' d 5. Boundary area of the surveyed premises: ±1,143,961 sq. ft. (±26.26 acres). \ \ \ \ \ �1zz per ana �� 2 (° 48pI OocOn, ti/ity =`b 6. The surveyed premises has access to Chelsea Road (a public road). Access to Interstate 94 and C.S.A.H. No. 18 from the surveyed property is restricted. %,^I , ;' ^ v ; l 1 ^ ,' r Right 7. No zoning endorsement letter was provided to the surveyor at the time of the survey, however, a search of the City of Monticello's website indicates the surveyed ess.. w", C. -o°� \ �' ; N °nUr,°f Wa property is currently zoned IBC. For additional information regarding zoning and setbacks contact the Development and Planning Department at the City of r ` S�0 h;°% °r0 \ \� \ y I w' s•48r y Monticello. c eR°dd ° / sed easy c \ " ny PARCEL B 8. No buildings were observed on the surveyed property at the time of the survey. -'F ' '''�" '� 9 Y p P Y Y 'i.°� , \� �\ ---� Trac (463,039 S.F.) �40 \ y ,�, '•\`/'\ n o � / Ndse'rin I� 9. No parking stalls were observed on the surveyed property at the time of the survey. \' - �\\ \ �� ° qzz�4� e9oana(, �, ; �, I E o (V M 10. Above ground utilities have been field located as shown. Underground utilities shown hereon are those which were field marked by utility companies responding to " ' _ \ \\ \ 'Henry\111�o a ° W M F - Gopher State One Call, Ticket No. 231780466 & 231780467, dated 7/05/2023 or were taken from utility plans provided by the City of Moniticello. All underground \ \ \ / az v ra locations shown hereon are APPROXIMATE. Prior to any excavations or digging, contact Gopher State One Call for an on-site location (651-454-0002). However, \ \ \\ \ ,�/ 4,) a) °i r ;> Ln ... lacking excavation, the exact location of underground features cannot be accurately, completely, and reliably depicted. In addition, Gopher State One Call locate 286 \ \\ I Z. o 8 _ and other similar utility locate requests from surveyors may be ignored or result in an incomplete response. Where additional or more detailed information is " ow N° I \\�� N required, the client is advised that excavation may be necessary. l; ^ Addess.rsO824oi'z 11. Subsurface and environmental conditions were not examined or considered during the process of this survey. No statement is made concerning the existence of ed \ I , underground or overhead containers or facilities that may affect the use or development of the surveyed premises. 12. Title Commitment File Number 67553, dated June 9, 2023 at 8:00 AM, prepared by Guaranty Commercial Title, Inc., as issuing agent for Old Republic National Title ; '� \ \ \ �-'' ,' No Sen,egean I ° �S'8go'�? \ \ grro4� e of%r/ty Ln o Insurance Company, Schedule B, Part II surveyrelated items are shown hereon. Y _ > LEGEND 3� SI °gun, www.egrud.com DRAWN BY: KCM JOB NO: 231196PP DATE: 1/05/2024 CHECK BY: KCM FIELD CREW: DT/CT 1 J _ Y' r •til ' ' % \ ES�,, \ \ 1 Y ent I 40 2 _ • 3 %,' O�S 017 NO. DATE DESCRIPTION BY Y g Y L' �� lc,? \, --__ >/,1 3.59 So es I U in the laws of the State of Minnesota. —o—o— DENOTES RESTRICTED ACCESS, AS NOTED h'G, Q� �Ig 3 _ - ,_ ----- --- N 1 �00�55 "C' O O it DENOTES RESTRICTED ACCESS, AS NOTED \S%?O84���'��Q0-\ \ 1966�2S,45,z :=A;;,•;_ �/ PIN No. 17-119-22-14-0008 �� `�1 1?8 v � — — Zai 8=437. _•"'I .G, � � aj y � �' DENOTES ADJACENT PARCEL OWNER INFORMATION ¢9'' `. 9 _ rofess o n a I Land Surveyors Owner: City s X ( ) 22s 1� °I'a"9e°t �ioo.04� ) i ._ Kevin C. McCain Address: Unassigned v t PER WRIGHT COUNTY TAX INFORMATION X776 Lake Dave N E Su ate 110 ___ _ ::r:;:_,10 o0 -D S�. ' Date: 1/05/2024 License No. 58542 N - ■ N89°09'34"E 6 Lino Lakes MN 55014 v 3 3 Roadway and utility I �' i y � r easement per Document • ; 0 0 0 Tel. (651) 361-8200 Fax (651) 361-8701 — _ No. 379144 — U' M z " S:\RUD\CAD\23PROJ\231196PP\PRELIMINARY\SIMPLE 231196PP SUBDIVISION\231196PP-SIMPLESUBDIVISION.DWG J _ Y' r •til ' ' % \ ES�,, \ \ 1 Y ent I 40 v _ I _ • DENOTES IRON MONUMENT FOUND AS LABELED %,' O�S 017 a I:_ DENOTES IRON MONUMENT SET, MARKED RLS# 58542 S. ;,;; , \ \ I hereby certify that this survey, plan DENOTES FOUND PKNAIL �- r•�:,�- \ N or report was prepared by me or under SET PKNAIL DENOTES- \\� ;;;,- �; I \ l 8 ' a my direct supervision and that I am a dul Re istered Land Surve or under DENOTES WRIGHT COUNTY SECTION MONUMENT , 1 /� � • y. \ � _ � �\ , - Y g Y L' �� lc,? \, --__ >/,1 3.59 So es I U in the laws of the State of Minnesota. —o—o— DENOTES RESTRICTED ACCESS, AS NOTED h'G, Q� �Ig 3 _ - ,_ ----- --- N 1 �00�55 "C' O O it DENOTES RESTRICTED ACCESS, AS NOTED \S%?O84���'��Q0-\ \ 1966�2S,45,z :=A;;,•;_ �/ PIN No. 17-119-22-14-0008 �� `�1 1?8 v � — — Zai 8=437. _•"'I .G, � � aj y � �' DENOTES ADJACENT PARCEL OWNER INFORMATION ¢9'' `. 9 _ rofess o n a I Land Surveyors Owner: City s X ( ) 22s 1� °I'a"9e°t �ioo.04� ) i ._ Kevin C. McCain Address: Unassigned v t PER WRIGHT COUNTY TAX INFORMATION X776 Lake Dave N E Su ate 110 ___ _ ::r:;:_,10 o0 -D S�. ' Date: 1/05/2024 License No. 58542 N - ■ N89°09'34"E 6 Lino Lakes MN 55014 v 3 3 Roadway and utility I �' i y � r easement per Document • ; 0 0 0 Tel. (651) 361-8200 Fax (651) 361-8701 — _ No. 379144 — U' M z " S:\RUD\CAD\23PROJ\231196PP\PRELIMINARY\SIMPLE 231196PP SUBDIVISION\231196PP-SIMPLESUBDIVISION.DWG PRELIMINARY PLAT OF: BIG RIVER 445 --for-- DIVISION 25, LLC LEGEND PROPOSED PARCEL DESCRIPTION • DENOTES IRON MONUMENT FOUND AS LABELED That part of Lot 17, Auditors Subdivision No. One, Wright County, Minnesota, lying West of Wright County Highway Right of O DENOTES IRON MONUMENT SET, MARKED RLS# 58542 Way Plat Number 55, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying A DENOTES FOUND PKNAIL northeasterly of the following described line: p DENOTES SET PKNAIL DENOTES WRIGHT COUNTY SECTION MONUMENT Northwest corner of the Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 �I '--Northwest Quarter of Section g Q g g -0-0— DENOTES RESTRICTED ACCESS, AS NOTED 13, Township 121, Range 25 / minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of o DENOTES RESTRICTED ACCESS, AS NOTED beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 4016.29 N PIN No. 17-119-22-14-01708 DENOTES ADJACENT PARCEL OWNER INFORMATION v �, feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 Owner: CityofX N Address: Unassigned (PER WRIGHT COUNTY TAX INFORMATION) feet and a central angle of 25 degrees 45 minutes 22 seconds, thence Easterly tangent to said curve 100 00 feet to a M C j 0 point on the East line of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North LU o L ° of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. 001- - o�� o o ro (3)0 a / And lying southeasterly of the following described line and its northeasterly and southwesterly extensions: Ln SITE DATA O v — N , / O 0 a..i i C (y -' Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of TOTAL BOUNDARY AREA 463,039 S.F. (10.63 ACRES) beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 3971.28 feet LOT AREA 435,603 S.F. (10.00 ACRES) / to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance RIGHT OF WAY AREA 27,436 S.F. (0.63 ACRES) / of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. \`� \ �A I I r\ I -I- N r\ 1 \a \ \ \ _� t Of \� Righ \ \ \\\\ \\ \ Mon4��C) / --_ rai/ ' /Vo se/he ra/l7tna / �zPe Z01, s 40oc d t/ti/icy �e GENERAL NOTES \ \ \ \ \ \ 1. Fee ownership is vested in Monticello Industrial Park a Minnesota corporation. / Inc., `" ;"\�\ n 9,z•28� \ \\ � ice/ /��edra// dr Parcel ID Number: 155011000171. " ,'I;; ^I A r ' \ ; No, e/)7 /gage 'oe 2. Per Wright County Tax Records, the surveyed property's address is unassigned. �' ' X563 364°ss 2g \ \ \ \ \ \zlg8�z o0 4n,e'�''ty 23S os,F \ \ \ \ \ 3. Bearings shown hereon are based on the Wright County Coordinate System. �\ ^40 I 4. Surveyed premises shown on this survey map is in Flood Zone X (Area determined to be outside 500 -year flood plain), according to Flood Insurance Rate Map Community -Panel Number 270534 0015 B by the Federal Emergency Management Agency, effective date August 4, 1988. ' k \ \ \ T"all =ry 4J No /he ha 5. Boundary area of the surveyed premises: ±463,039 sq. ft. (±10.63 acres). ' ; \ \ \ \ \ �1Zz4 ae9oana 6. The surveyed premises has access to Chelsea Road (a public road). Access to Interstate 94 and C.S.A.H. No. 18 from the surveyed property is restricted. "% ^ ^ 7. No zoning endorsement letter was provided to the surveyor at the time of the survey, however, a search of the City of Monticello's website indicates the surveyed NORTH GRAPHIC SCALE 100 0 50 100 200 1 INCH = 100 FEET VICINITY MAP SEC. 13, TWP. 121, RNG. 25 � e�o z z C o �NTa F� G o. 94 oqO W z W a Z z Z W SCHOOL BLVD Vv V co L 9 WRIGHT COUNTY, MINNESOTA (NOT TO SCALE) 1 / A. \ ca Ai Ri — /�-,the or 4 % Fiha/State coess ^� 1 \ \ \ \ No e Of 2 ,ZS9 d, e�o� °td p by w o \ 4 \ 4�eht r property is currently zoned IBC. For additional information regarding zoning and setbacks, contact the Development and Planning Department at the City of Monticello. 8. No buildings were observed on the surveyed property at the time of the survey.o \ 4 \ F- ^ � 3 o \ T, 9. No parking stalls were observed on the surveyed property at the time of the survey./ �\ j2Z \ \ \ y r \ '�r'l \ \ °o \ ' /XO ` 10. Above ground utilities have been field located as shown. Underground utilities shown hereon are those which were field marked by utility companies responding to / Gopher State One Call, Ticket No. 231780466 & 231780467, dated 7/05/2023 or were taken from utility plans provided by the Clty of Moniticello. All underground locations shown hereon are APPROXIMATE. Prior to any excavations or digging, contact Gopher State One Call for an on-site location (651-454-0002). However, lackingexcavation the exact location of underground features cannot be accurate) completely,and reliabl depicted. In addition Gopher State One Call locate 9 Y/ Y p p and other similar utility locate requests from surveyors may be ignored or result in an incomplete response. Where additional or more detailed information is required, the client is advised that excavation may be necessary. 11. Subsurface and environmental conditions were not examined or considered during the process of this survey. No statement is made concerning the existence of underground or overhead containers or facilities that may affect the use or development of the surveyed premises. 3 OSO /!� x889 \ ( O \ \ ,'1i /-\ ^ q e/.; IOS.2 '000 S 3 0� 3'�8s mea °SIO 323p 4011 / / prepared Y Y 9 9Republic\ J 630 9gz;'2s ' �`�*-,T AO Oorther/ \/\ 114 (3, 12. Title Commitment File Number 67553 dated June 9 2023 at 8:00 AM re ared b Guaranty Commercial Title Inc. as issuing agent for Old National Title \ �s s o 6 ; Insurance Company Schedule B Part II survey related items are shown hereon \ 323 SOS, \''';;;g J`�,�, �NTyy//ne www.egrud.com V I I V `Gl nC sm I I V O 1 �1 `, V x.11 1.C 1 1%, Lino Lakes, MN 55014 Tel. (651) 361-8200 Fax (651) 361-8701 o 0 �3 \ F.pes \ Roa jGy, f AarC \ F/VT /� \ \ ' \ ��� 39 II �5�� \\ \ SI °G \ �) p Awa OF%I,e/3\\Igs \ \ er y\\O \ \ \ eCehter \ ' ; =t oc4� p�T yT O�' \ asejh ii,,e ; ? e,7t A, ty ea /V0. s 60 \ \ ehtAo�rOa - o• 3)seme \ 00 a`va �, 9r9 nt 4c000 \ \ I hereby certify that this survey, plan \ c4/n,yana r,� 4 , 2 06.22„ \ \ \ or report was prepared by me or under \ \ e/7t/V t/ y /,`1 �� 73 y my direct supervision and that I am a\ 9r\ -25.9--/ duly Registered Land Surveyor under 1434/ the laws of the State of Minnesota. \ \ \ 1.00 CBR -0846,38„ / G. _ Kevin C. McCain \ \ '2 /I / 1/05/2024 \ / Date: License No. 58542 \ \ / \ v No Oa SebeO�vy ^ nt r44 0o y a, A) ti's 3 • , h,G ��4 - 08 g�1 g 730 g0, 00 --- CL 31 4x938'' \`• DRAWN BY: KCM JOB NO: 231196PP DATE: 1/05/2024 CHECK BY: KCM FIELD CREW: DT/CT 1 2 3 NO. DATE DESCRIPTION BY ', QSter / Noe °F • 94 I tern iy nigh as tate t o� n'Onc, h'gh '"ay o Ln _i_ o a, = a I " ' L a 9 C n Y, a a7 n c I / Roadway and utility I �' °E V v3v 3 y t r 0 - U � .- 6 O O No. U ora F-- d' Bt"-` co 0 M 00 iy I ii_ - F- O O T In Ln (_ fa l6 n _ �`. �i• _ o z. `• I I U V , Ln + o N�� a o 3.59 ,� ---- N 10065"E — Ln r`j \ -1-964 96 25/045'22 Fir: 226NN\` nol,ang-t 100.04 0 v • N89109 34 E Ln _i_ o a, = a ' _ N a� � •�= a7 n c I / Roadway and utility I �' o i%% v3v 3 y t r / easement per Document- 379144 I 4-U0 7 7 i M z° — No. S:\RUD\CAD\23PROJ\231196PP\PRELIMINARY\231196PP-PRELIMINARY PLAT.DWG 231196PP Northwest corner of the -Northwest Quarter of Section 13, Township 121, Range 25 U ILI U Lo O Ln N 00-- �M ooN r, o v z ° o U)0 U (n O Ln Q) o a c >_ - o � N Ia CH i 39\j 0 H °w <z a0 ^O 0 z J Z wQ o N Co N i I i PROPOSED FINAL PLAT EXHIBIT OF: BIG RIVER 445 LEGEND \ a 0 DENOTES 1/2 INCH BY 14 INCH IRON PIPE \ \ MONUMENT SET, MARKED RLS NO. 58542 \ \ \ 4 DENOTES SET PKNAIL \ DENOTES WRIGHT COUNTY SECTION MONUMENT \ \ -00 DENOTES RESTRICTED ACCESS, AS NOTED \ DENOTES RESTRICTED ACCESS, AS NOTED st t °F \ f' /ne a Y \ �dte sOeo,~,1; \ \ 0 a;r per byt , I, DRAINAGE AND UTILITY t \ e,�t F;n he ; ; EASEMENTS ARE SHOWN THUS: S ,., 0 0 \ 4 A 1 1 r♦ 1 M- r. r♦ i i \ / \ 1 1 1 I 1 1 I I F % J — — — — — — — — — - \ V O \ \ \ \ a 8g2 3a',jlr \ �92 BEING 10 FEET IN WIDTH AND AD30INING RIGHT OF WAY \09 4 LINES UNLESS OTHERWISE SHOWN ON THIS PLAT. \ \ \ \ \ /'/?eUth4'e 94 ters a=�� r�9 try�o to tih or \ \ \ 4 nU�e 9e�ay y \ �4: \ OUTLOT A \ \ \ a \ Nssso\-- 4)R g1N RgIN \ \ \ TI<I�FsM \� • T \ \ \ I 1 r< 1 I 1 / 1 1 1 I I S I 15\\15 Gia VICINITY MAP SEC. 13. TWP. 121, RNG. 25 08 40 \ \ 0 Ln rn �\ _0 N ° \ 9 C \L v z \ \ \ 0o \� 7 °- C \ map \\ \ \\ M 6 ° E \\ i M Id 0 7 15 m2� \\\ \ \ \\ CL n v u \ \ \ \8 �\ \)15 \ N \\ \ \\ 00 Q)< ° o \ � 640 \ \ \ 01 vQ \ p0 SSS\ v o 0 o u fa cu C ° 0 L v \° T O 98 0 n / 4Os \ q j 10 e tpe9e ano, \ Z) S 00 \ \ \ \ padwa`�� \ \ I h 4>S2 40°°U �'ti/it w \ / / / er OO U'�ent t/ ltk�O \ \ ~ \\ �y ^ \ h�eht y \ \ �(� �qIN \ \ ~ I) \ w O di PROPOSED PARCEL DESCRIPTION \ ko No. 3�9e��O \ �� \ \ I<I�F�gNo \ \ \ I ro6¢0 N O \� q \ 00` M rM a O \ (S�g�8�6' 144 /\ `\\ \ \ ---SEE DETAIL sFMFj�T \ \ \ 1564°SS, Z06Sp0,, N o ° t` o That part of Lot 17, Auditors Subdivision No. One, Wright County, Minnesota, lying West of Wright County Highway Right of 630 eS s \\ S, 00„ 3 tv 0 3 s \ tv \ 2g\, 31 Fn 8 0 Way Plat Number 55, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying \ 23s„ ��S'., o / -1- \ \ � o \ 31 z W northeasterly of the following described line: \ F. esc.� i \ \\ s64OS h ro° ! ! - �/ S8953.76 ° Z 00ry Q O7 Iia Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 BLOC K 1 r0/ ry/ oa minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of (s63o 64°S6�g\ o .\ �� \ \ \ \\ \ \ / 10 / I z = beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 4016.29 3235 Os„ feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39F.oescj / ���`\ \ \ \ \\ \ \ / / � U ° feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a \ \ \� �?� \ \ \ \\ \ \ / 0 point on the East line of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North / \ \ \� *1&8j \ \ \ \\ \ 2 ,� e // / I of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. T \ \ r„ �0 \ \ \\ \ �" `0 ° � o r r l r \ W7 V, h / CU / O I 4 In h^ o / oj�� N o rn Ln NO•/<h o And lying southeasterly of the following described line and its northeasterly and southwesterly extensions: / g11o4�s29oo 4aUt,//ty \ 1%% \ \�\¢\��,�j \\ \ \ \ \ ? p�o// ° V1 c a Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest uarter, a distance of 708.88 feet to the point of I\ \\ na172 4 ge \ M / / "� 0 - ° 9 Q p / \\ O \ i r / \ \ \\O°CU dna \ / /� 40 O V g w beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 3971.28 feet o \\ \ �~ \ \ \ s64os \�ent4t%t \ tip. / j / a) 3: ° to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance /", I �; ti \ \\ O \ \ ;-1� ' ~ \ sos„ \ \N° q ease\ \°°' / / U 2, p 0 I/�' 133 S \ \\ ��/ \ \ i ' ` /r \ \ \ F �11\ment \Oryh Q o a of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. / °3�ti�. 2 \ \ \ jos \\ Se r� \r �r r, ' ^ \ \ 0 \ \I ' . 1 r♦ r♦ L I r- 6 / 64os4jn 1\\ OS.� \ \\ --\ \ \ O' c '\ \rte ; \ \ \ \ 0/ N I r �r �r 1 r L_ / AA,� S6��j \�� /� pehaind9e \ � O _ J < �� DROCU dn(YU \ \ r �r,'� 1' 1 �� �r \ / \ _ .Z9 / \ V O \\ r%J t' 1 r r , �\ \ 1iT�so,l .q \\ ent //;ty O r \ � � ; , \ , \ \ \ � �� 6 6g / o q1101,> e'T!e Oh O \ \ , \ j6j ��0703 ti \ 28 03'' /y ��� \ \\ S1nt _4r) ry0. \ \ .:� �� _\ \ 2Y \9 3g 11 / /�y�1 0 �[� 0� (J•J GgOS3�� \\ \ 6 � / GRAPHIC SCALE \63o32eSs0 � � sOSr,� \ \ 2 \ \ \ � �Q `34 hi 1° °3°'4j„ � �� ° `Jti (IN FEET)Zj \' I N \ '-,�10 \ \ \ C.BR 08 4g�3 71,00 \ 50 0 25 50 100 \es\ . 4� .;1 §0 023 j \ No �\I \�\ / NTIIINgGF \ \ \ \ C �S%3o'\ --- \/ \ (S63o64OS62g `- g sot ¢0 �o N yy/� e�\ �Fq F F 2 \ \ •L•�225`?1 \ \ 323s5S'F�\ '' r �`S�'' \ TRI n o/ \ )q;,— o � 1 INCL = 50 FEET \ \0eso) �\ ` R°adwd GyTOFarce/3 S64 S\ \ \ \ \ ° / , \ �- — — — — — — — — — — — — — Center / 'aero° �dnaUti/;�6S45'22"ea er/; d �e t N� �, 0 r� For the purposes of this plat, the West line of the Northwest \ `Hent °Fro No 3dse?i SS 600 \ e' `\Roadw 437'39 tQhe have a beuarter of aring of South 00 degreesion 13, Township 121, 07minutes 52e 25 is med \ \ perOddwaya ,c, �g144erjt\ \\` 4,00006, \ \ \ / \ \ perOaCU�dutiiity seconds West. \ 100.04 \ �entN tr\ �fi,�r, \ i 2.�3 22" \ \ \ \ ent No 3jse�ent //i Not Tangent X100.00 -De sc.) 1 a N \ ° 3�g \ \ — — — - / \ 9244 -- \ c;:.; - N89009'34"E 0 m 4 \ \ \ =071 00 / ---- -- N U z \ .85°'E / 4638„ N LoCBRG=S73-31 wA° =5733149C•LSLL. M°NORTH 7 \ / �n a �n \ \ it Em Go R Inaffim- EST.1977 Professional Land Surve ors \ \ v \ 1 I 1 1 1 REMOVE EXISTING E BILLBOARD. SALVAGE ELECTRIC SERVICE FOR NEW BILLBOARD. 1 1 / I � �6p• i I EXISTING ZONING B-2 - ufo = - - _ ufo ufo ufo N I I \ REMOVE EXISTING BILLBOARD & ELECTRICAL E SERVICE \ \ \\\ \ s \ o EXISTING ZONING A-0 EXISTING ZONING I / \ \\ \�'s° \ \\ Owl \ __j \ \ \\ s%LL \ 1 \ \ a \\Y g5/ 89 11 / \ \ � \ ' „ 1n✓� El`9 9509 \ \ I \ \ \ 5 0.` 8 \ E \ PROTECT EXISTING \ UTILITIES DURING _ \� \ CONSTRUCTION (TYP) �CX.L�J r71 \ SAWCUT &REMOVE ��/� i� y° o� BITUMINOUS TRAIL FORvo DRIVEWAY CONNECTION \ SAWCUT & REMOVE \ _ /� 1 PROTECT EXISTING BITUMINOUS TRAIL FOR UTILITIES DURING DRIVEWAY CONNECTION m9 a ,i - - CONSTRUCTION (TYP)Vl�l _� \ -= i uiO ufo ufo d ufo of ufo ml _ ufo ufo ufo a 000 -u -uP� - �f� - Zrfo- - vfa - - [ria ufc �af� ufo- �rfo metria- ��..� u;o - -u 6 ufo - - ufo-=�� 'u{o -// \`' /\�4 /77/ -- --------_- _ - ufo ufo ufo ufo ufo41,9757. of ufo ufo - - - - _ of ufo ufo ufo ufo s� �V - - -/ - - - - - - - - - - - - - - cow / \ T _ tl` ufo ufo---- ufo ---uTo ----� ----ufo----ufo--tifa efo- -ufo- ufo ufo ufo - -f° 18'n?O myf>� ufo ufO -- a aiy/ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ ------�---- ---------------- ��---- ___________________________ RIm=954. �� - - - Inv=950.3 E)=950.2 4 f4 Inv( -95.8-_°=D----I -----I -----I - ---I --- n-iN%513----I ----- ----- -�-- - -_ ---- -- - I -----I -----I --_---.�=��-- � ---- _ 1 Inv(N)=951.1 Inv(5)=52.3 .- - - v - - GSC% / tnvlEl`9 q9.8 \ Inv(5)=950.':. Rim=95].6 / 11" RCP - V vy D - »---�2--�,�'RCP° -- D -- =-9- Inv=948.8 2]" RCP \ -/ - ° D--------- _ � -- - Rm=958.6 ��--------------------------------- >�3fi"RCP 10" PVC [ -941.9 -\\� V J,/ // // Inv=941.2 --<---<---<------<---<- S nv <---<---`1 --< ---ter ___ �� %i- ________________ I ,---< --< - �< - 0 PVC --<---<---<---<---<---<---<---<-y/ -- _ X �- � \ Im=956.4 Inv(N)=950.9 LC -�___------- I I ,In � _ ue ue ue ue ue ue ue uC Inv(5)=951.1 �G / - � u� ue u� ue ue ue ue -��-- / c ., u - u c -- ( ��-Rim=958.1 In'vn(Nj=952.3 \ I \ I957 4 nv(N)=950.] Inv(Ej=948.1 SAWCUT & REMOVE Inv(5)=953.4 CONCRETE CURB & GUTTER m-"'9111 9 e 955 q9 A FOR DRIVEWAY CONNECTION SAWCUT &REMOVE ^1ce59ga9' \ EXISTING ZONING \ / \ CONCRETE CURB &GUTTER R-1 FOR DRIVEWAY CONNECTION / LEGEND EXISTING ----------- L ---------J ue Ug ufo 0hu SEE SURVEY 960 - - 958 - - BENCHMARK PROPOSED L--------- L---------L AS NOTED PROPERTY LINE EASEMENT LINE BITUMINOUS PAVEMENT CONCRETE PAVEMENT CURB LINE SANITARY SEWER WATER MAIN STORM SEWER UNDERGROUND ELECTRIC UNDERGROUND GAS UNDERGROUND FIBER OVERHEAD UTILITY SANITARY MANHOLE STORM CATCH BASIN STORM MANHOLE STORM FLARED END SECTION HYDRANT GATE VALVE OTHER SYMBOLS IO'CONTOUR 2'CONTOUR MINNESOTA DEPARTMENT OF TRANSPORTATION GSID STATION #85903, NAMED 8680 BE ELEVATION: 969.17 (NAVD 88) REMOVAL PLAN NOTES 1. ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATION, DEPTH AND TYPES OF EXISTING UTILITIES AND TO NOTIFY THE OWNER AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES OR VARIATIONS FROM THE PLANS. 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL EXISTING UTILITIES, APPURTENANCES AND STRUCTURES NOT INDICATED FOR REMOVAL. DAMAGE CAUSED BY DEMOLITION OPERATIONS SHALL BE REPAIRED AT NO ADDITIONAL COST TO THE OWNER. 3. CONTRACTOR TO REMOVE/RELOCATE EXISTING PRIVATE UTILITIES AS NECESSARY. THE CONTRACTOR SHALL COORDINATE THESE ACTIVITIES WITH THE UTILITY COMPANIES. 4. THE CONTRACTOR IS RESPONSIBLE FOR ALL THE REMOVALS SHOWN ON THE PLANS AND SHALL CONFORM/ADHERE TO ALL GOVERNING STATE AND LOCAL REGULATIONS. ALL PERMITS, APPLICATIONS AND FEES ARE THE RESPONSIBILITY OF THE CONTRACTOR. 5. ALL SAWCUTS SHALL BE FULL -DEPTH CUTS. 6. ALL WORK WITHIN THE ADJACENT STREET RIGHTS OF WAY MUST BE COORDINATED WITH AND APPROVED BY THE CITY PUBLIC WORKS DEPARTMENT. EXISTING CONDITIONS NOTES 1. EXISTING CONDITIONS BASED ON ALTA/NSPS LAND TITLE SURVEY PREPARED BY E.G. RUD & SONS, INC. DATED 7/21/23. 0 25 50 100 < SCALE IN FEET > CALL BEFORE YOU DIG Know what's below. Call before you dig. w - 20 LO � N N Z p Z r- = N W > �o 0, J �w 001-- I H 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 NAME: JOSEPH T RADACH PE SIGNATURE: DATE: 01/08/24 LIC #: 45889 N 00 0 0 W Q LU N N W Z O LU (i LU Z O m®®=®mm Ln N V L0 J LU_ J m . Cn 1�^ Ln r ^ Lr) N LLJ L ) Z a 2 0wa U z Z y - LU = LU 0 0 AW 1 ` �z M Z oa C) o W)o CC LLJ Lo U C7 z N Z0 U Z C/) R 2 W O LLI 0 a �z 00 LL Y U O O w - 20 LO � N N Z p Z r- = N W > �o 0, J �w 001-- I H 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 NAME: JOSEPH T RADACH PE SIGNATURE: DATE: 01/08/24 LIC #: 45889 N 00 0 0 W Q LU N N W Z O LU (i LU Z O m®®=®mm Ln N V L0 J LU_ J m . Cn 1�^ Ln r ^ Lr) N LLJ L ) Z a 2 0wa U z Z y - LU = LU 0 0 AW 1 ` SHEET NUMBER Z oa C) Z C/) J � W)o CC LLJ a LUJ Z z OJ C7 OGC LU Z C/) R 2 CD m L) O 2 LLI SHEET NUMBER 1 o fm LOT 6 B I 27 14 16 23 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �J INTERSTATE 94 FUTURE BUILDING m%m LOT 7 1 y 1 LOT 3 1 1 LEGEND I I EXISTING PROPOSED T i --- --- PROPERTY LINE ----------- EASEMENT LINE BITUMINOUS PAVEMENT ------------ \ OO \ \\ \\ CONCRETE PAVEMENT Y \ J \ \ \ CONCRETE WALK CURB LINE SANITARY SEWER WATER MAIN STORM SEWER \ \\ \ \ ue UNDERGROUND ELECTRIC =UILDING \ \ \ y u9 UNDERGROUND GAS y� \ \ \ ufo UNDERGROUND FIBER ohu OVERHEAD UTILITY 1 \ SEE SURVEY OTHER SYMBOLS lu w l , Lor s <1 BENCHMARK MINNESOTA DEPARTMENT OF TRANSPORTATION GSID STATION #85903, NAMED 8680 BE \ iE \�_, � � � � � � � C:�) \\'� \ \ \;\ \ \ ELEVATION: 969.17 (NAVD 88)\\\ % W IT., 15 1. ALL SIGNS SHALL BE PLACED 18" MINIMUM BEHIND BACK OF CURB OA STOP SIGN W/STREET SIGN: R1-1 (30" X 30") BUILDING UNLESS OTHERWISE NOTED. UNLESS OTHERWISE NOTED. PARKING SPACES PARKING SPACES PER 1,000 SF BUILDING AREA 1 STARBUCKS 1.08 B. STOP SIGN: R1-1 (24" X 24") 2. ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED. 2. SIGNS SHALL INCLUDE HARDWARE, POST, FOOTING, CASING, AND ALL 11 2 CHIPOTLE 0.90 u m °� m •� C. HANDICAP PARKING SIGN ON: R7 -8m W/R7-8b (12" X 18") 3. TYPICAL PARKING STALLS ARE TX 18. 10 3 --___��r _ __- __ _ __.,_"_-___u_ro____ --- 43,209 3. PARKING LOT STRIPING AND PAVEMENT MARKINGS SHALL BE 4" SOLID 30,091 70% ---_-_ -_"-r_ -- ro - ". ro - "" --- ------ - uo rovI /-- --- ----- ------------ --�v ro- "-ro-""-- - - ---- ---- ----r-----�� u o vr6 ----,�--- --21 "ro -"-ro ' -------I-----I----- ----- ---- --- - --- - ----- t I I I I� I ---- I I----I-----I-----I---- ro - "- ro-------------------------------- � I-----I-----I--�I-----I-----I-----I-----I-----I-----I-- --II-----I-----I---- ---I-----I--- - qwo 58,824 4,456 PROVIDE CONTROL JOINTS AND EXPANSION JOINTS IN SLAB ON EDITION OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL E. MOBILE ORDER PICKUP SIGN: --- -- -- -- -- Y -- -- -- --' --» --» D-->---»---»---»---»---»---»--->�--->---> ->---»---» -» --» --» - CONTROL JOINTS: WALKS @ 8' SPACING 34 F. DIGITAL ORDER PICKUP SIGN: I OTHERS @ 10' SPACING SITE DATA »---»---»---»---»---»---»---»---»---»---»--->>-$-»---»---»---»--->-- 32,844 54% 44 12 G. THANK YOU/EXIT SIGN: I m 40 a\ u \ KEYNOTES SEE ARCHITECTURAL SITE PLANS FOR ADDITIONAL SITE PLAN NOTES. -- -- za -V 25 \ \ 2 zz @)5 q nj- ° $ tib° \ tAo \ 10 LANDSCAPE AREA. SEE LANDSCAPE PLAN. 23 5 e5 4 2. MATCH EXISTING CURB/SIDEWALK/PAVEMENT. 2 G y \ 3 3. 4" CONCRETE WALK/PATIO. 3 za e 24 a PROPOSED O \� \ ��N\ \ \ 12 a, °°10"° BUILDING �a 1 \ ��, \ \ 4. CONCRETE PAVEMENT/APRON. q'o zo zo 2 18 ° 85' 20 \ r`, \ \ 5. PEDESTRIAN CURB RAMP WITH TRUNCATED DOMES. 15 11 PA D R50 I \ \ \ \ `i�'p \ \ z. 1 ' C 03 R38 \r \\\\ \ \ 6. PEDESTRIAN CURB RAMP, NO TRUNCATED DOMES. Ra 11 42.6 19 A A \ \ V A O A 4 F 5 TVP e 25 \ \ J\\ �'' \ 7. FLUSH CURB, SEE GRADING PLAN. J\ L 18 % 15 \\ \tp\, \Ja \ \\ 8. 6" CONCRETE FILLED PIPE BOLLARD. 10 TVP TVP 6LOT T 1 3 17 / \ \ \ \\ ; `'� \ 9. TRASH ENCLOSURE. \ �yp,\ e S \\\ \� \ '- I �•L ' \\ \\ 3.2 ,s za zo zo za , .7 / / � \h�'-�✓ \ i \ 10. 4" SOLID WHITE LINE. PROPOSED1 / / \ , g \\ \ i 11. SOLID WHITE PAVEMENT MARKING. BUILDING ,o � \ �p -rlTVP TVP 3 % \ \ 12. SOLID WHITE CROSSWALK PAVEMENT MARKINGS. 7 a ; O ' \\J \ ,\� \ 13. SOLID YELLOW TURN LANE STRIPING. REMOVE CONFLICTING STRIPING. 15 / $ \ y \ 14. TRANSFORM PAD. FINAL LOCATION TO BE CONFIRMED BY CONTRACTOR AND ELECTRIC PROVIDER. _T T e" O j /" 4\' \ \ C' \\JJ LOT 2 qs,z - - /J 'J \\J �\ \ 15. LIGHT POLE AND BASE. \ , 6 P` 3 16 qp' --� -' j y''.,� / \Y-' \�_ -------- - \J \ 16. CLEARANCE/HEIGHT RESTRICTION BAR PER TENANT. - 17. PRE MENU BOARD PER TENANT. -------------- _ % m _�____�__�__18. DRIVE THRU ORDER SCREEN WITH CANOPY PER TENANT. �ro----�- - -- ----- ____ ----- °D __ \ \ Y " ----_ _ _ _____ _ � 19. ORDER MENU PER TENANT. ------------------------------------------- -- __-- `a =-- 1- o �` - ---fi-- D ' - 20. 4 FT. MAINTENANCE FREE PRIVACY FENCE, COLOR TO MATCH BUILDING. ------------ 21 CONCRETE DRIVEWAY ENTRANCE PER CITY PLATE 5008 O I CHELSEA R AD I SITE PLAN NOTES SIGNAGE AND PAVEMENT MARKING NOTES SIGN SCHEDULE 1. ALL DIMENSIONS ARE TO FACE OF CURB AND OUTSIDE FACE OF 1. ALL SIGNS SHALL BE PLACED 18" MINIMUM BEHIND BACK OF CURB OA STOP SIGN W/STREET SIGN: R1-1 (30" X 30") BUILDING UNLESS OTHERWISE NOTED. UNLESS OTHERWISE NOTED. PARKING SPACES PARKING SPACES PER 1,000 SF BUILDING AREA 1 STARBUCKS 1.08 B. STOP SIGN: R1-1 (24" X 24") 2. ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED. 2. SIGNS SHALL INCLUDE HARDWARE, POST, FOOTING, CASING, AND ALL 11 2 CHIPOTLE 0.90 APPURTENANCES REQUIRED FOR TYPICAL INSTALLATION. C. HANDICAP PARKING SIGN ON: R7 -8m W/R7-8b (12" X 18") 3. TYPICAL PARKING STALLS ARE TX 18. 10 3 6" CONCRETE BOLLARD 0.99 43,209 3. PARKING LOT STRIPING AND PAVEMENT MARKINGS SHALL BE 4" SOLID 30,091 70% 29 4. ALL PEDESTRIAN RAMPS SHALL MEET CURRENT ADA STANDARDS. WHITE PAINT. ALL PAVEMENT LETTERING SHALL BE 12" HEIGHT. D. NO PARKING SIGN ON: R8 -3a (12" X 18") 2,092 20,406 73% 6" CONCRETE BOLLARD 5 5. UNLESS OTHERWISE SHOWN IN THE PLANS, CONTRACTOR SHALL 4. ALL SIGNS AND PAVEMENT MARKINGS SHALL BE PER THE LATEST 1.35 58,824 4,456 PROVIDE CONTROL JOINTS AND EXPANSION JOINTS IN SLAB ON EDITION OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL E. MOBILE ORDER PICKUP SIGN: PER TENANT GRADE, SIDEWALKS, AND DRIVES PER THE FOLLOWING REQUIREMENTS: DEVICES (MMUTCD). 78,241 ON 6" CONCRETE BOLLARD 57,224 CONTROL JOINTS: WALKS @ 8' SPACING 34 F. DIGITAL ORDER PICKUP SIGN: PER TENANT OTHERS @ 10' SPACING SITE DATA 3,719 32,844 54% 44 12 G. THANK YOU/EXIT SIGN: PER TENANT SAWCUT CONTROL JOINTS MINIMUM %4 CONCRETE THICKNESS. 5,341 52,839 66% 70 13 LAND USE DESIGNATION: REGIONAL COMMERCIAL H. BARRICADE SIGN: X4-11 (18" X 18") EXPANSION JOINTS: WALKS @ 24' SPACING 288,386 6690 259 8 OTHERS @ 40' SPACING EXISTING ZONING: B-2 LIMITED BUSINESS PROVIDE EXPANSION JOINT AT ALL POINTS WHERE A CHANGE PROPOSED ZONING: PUD, B-4 REGIONAL BUSINESS 27. CONCEPTUAL MONUMENT SIGN. IN PAVEMENT THICKNESS OCCURS AND WHERE NEW Q 5 PAVEMENT WILL MATCH EXISTING PAVEMENT. PARCEL AREA: 10.00 ACRES O DOWEL ALL EXPANSION JOINTS AT 24" SPACING MAX. SETBACKS ARE BASED ON B-4 ZONING STANDARDS AND ARE AS FOLLOWS: LOT DATA SHARED MONUMENT SIGN. U z LOT USE AREA (ACRE) AREA (SF) BUILDING AREA (SF) IMPERVIOUS AREA (SF) PERCENT IMPERVIOUS PARKING SPACES PARKING SPACES PER 1,000 SF BUILDING AREA 1 STARBUCKS 1.08 47,171 2,453 22,845 48% 27 11 2 CHIPOTLE 0.90 39,291 2,371 28,387 72% 24 10 3 TBD -BANK 0.99 43,209 3,292 30,091 70% 29 9 4 TBD - OIL CHANGE 0.64 27,876 2,092 20,406 73% 10 5 5 TBD - CARWASH 1.35 58,824 4,456 43,750 74% 21 5 6 TBD - TIRE SHOP 1.80 78,241 10,651 57,224 73% 34 3 7 TBD - RESTAURANT 1.39 60,484 3,719 32,844 54% 44 12 8 TBD - RESTAURANT 1.85 80,506 5,341 52,839 66% 70 13 TOTALS 10.00 435,602 34,375 288,386 6690 259 8 m 1`0 LI) U L, z U O z 00 LL U O H � W W LQLQ w N � N OO z I- = N W > �D L0 p� J W w� 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 N co O CD W Q 0 w cn cn z Q L0 O a� a W LLJ �z w � C/) o 22. CONCRETE VALLEY GUTTER PER CITY PLATE 5009. ''^^ V m W F_ Z O O =� a -----_— o_--_ ufo - 0 ------------- ' ------------------------------------------------- v----------- -- ------------------- ---�_________________ ----------------------------------------------------- -------------I --- ---------------------------------------- ____________ ue ue ue a ue ue ue ue ue ue ue ue ue ue ue uei u4 - N O O ue ue \ ° \ \ \\\ \\\ \ \ \\ LL/ \ 0 FUTURE BUILDING ` \ \\ \ % o LOT 8 x� \ \ ° J \ \\ \ J o XNJ ` 2 0 15 30 60 \ \ < SCALE IN FEET > \ \ \ \ \ \ \ \ \ \ \ \ 7� u 5 1521 J 15 11 12 \ \ o o 28 12 5 ° s ° N 22 23 23 C14Ao x �° O 25 8 _ a ° \ \ so \ 1.023 O Q �O B 0 5 5 Pr,O 5 � 5 14 `\\% \ \ -0, ° s 12 G \ \ °; ` B Ln O �n 24O 1 \ ' ° 26 ^ 3 24 s o PROPOSED 1416 ° 10 2J 12 R R410 ° BUILDING 777 20 24 18 G ° ' 's ° 8.5° 20 \ \\ \ % s \ \ \\\\ \ 3 R50 12.7 1 7 Rag R R4 11 {� C 42.6 19 14 ?o N °Q 16 F 15 TYP E 25 \\ \\\ \ -10\ \�1J\\`\Q L' ai, L/ / \ \ \`\\ \ / L' \ � , 15 ° a °o a N ° 18 / 15 ° 4 10 24 3 17 / \ r J \ LL ° 34.7 1TYP TYP L 0 T 1 8 / &2 18 24 20 20 24 18 6.7 ° ° a PROPOSED 7�\ o C, \\J s 11 12 12° BUILDING a TYP TYP 8 1 D7 4�°C 15 [ED / \ 12 14 16 � u i X30 �3o LOT 2 O 12 ' Qh 15 S ° -77 -ul ufo uo Uf- ufa— ufo ��fo vfo ufa ---Lf� ufo ufo ufo ufo ufo --- ufo— --9_ — ufo ufo—�_—' 'U{=/� i / [ �_ ��' o / V 21 15 2// a /77 ---- -- ------ Ufo�\ s-7 \ / ---afs---- ----ufo rtafe —af� u% ufo ufo ufo ufo ufo ----u — -uf-o-- ufo _ ufo_-- _s#e�— ufo ufo =�' da \ / ° / V ___ --------------- --- ---- ----- - _ /\ Q 41 -7 n \ ------------------------------------en-- -- �� _--------------------_------__ - �— »--- \» >>--->>---»� z ----------------- ---------- -- ----- ----- -- CHELSEA ROAD W - _________ —_ - -----<--��-_ - f\\ / //'L/ / 20 % ~ LU — L N N N Z O oM Z I- of 01W - >� O J w 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 NAME: JOSEPH T RADACH PE SIGNATURE: o e DATE: 01/08/24 LIC #: 45889 N m 0 0 ui Q O LU Z) N N U) z 0 N LU o= W z O J®®m®Bm N V Lr) J � J Z) N M N W Ln Z < O W Q UZ y z > = o 0 CD �z M u 1.1 0 o Ln LLo U Z J W H D N z U Z0 cn w O W = Z 00 Y Y LL U O OfU 20 % ~ LU — L N N N Z O oM Z I- of 01W - >� O J w 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 NAME: JOSEPH T RADACH PE SIGNATURE: o e DATE: 01/08/24 LIC #: 45889 N m 0 0 ui Q O LU Z) N N U) z 0 N LU o= W z O J®®m®Bm N V Lr) J � J Z) N M N W Ln Z < O W Q UZ y z > = o 0 CD SHEET NUMBER C2.2 Q Ln O Z J W H H Q W � W - LU W Z o w cn cM� W z 0 SHEET NUMBER C2.2 0 15 30 60 < SCALE IN FEET > 1 L 1 15 w%m LOT 6 27 15 R LOT 7 �z M ch OU ..._._._._._...._.-.-.-.-.....-.-.-.-.-.-.-.-.-.-.-.-........-.-.-.-.-.-.-.- .......-.-.--.-x-- z Lr)o N Z U R 1 o w O Q H Y c Y O OZ Y U _ U / ~ Lu- LLJ NN N Z \ O cy) o Z I - of N W >u')� (311 J w r IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o e DATE: 01/08/24 LIC #: 45889 m 5 11 12 1:T N O O O 23 ��O < o B w u> L2 o Pc, 23 5 ^� "moo 5 15 N ;._� r'p Q� 5 5 O 5 N ° e 12 B m ° 4" e e cn u> un 24 Z 'r�� 27 2727 26 u. 3 O 24 �( B 1 C O 146 r v 23 14 16 R4>u 27 a 10 1 12 �N Q 2Lu 0 20 24 �� C' i ri -ci gyri \.o I-� Sao D oda 11 15 9 12.7 1 � �' 7 14 R30 R4 11 r? 16 F LOT 5 i LOT 3 N °� 4 15 TYP Lr) 1 N Lr) LLIJ 159-9 J Z 10Cn TYP Lf) C'6� 34.7 TYP (V W FUTURE ° BUILDING 1 L O T 4 I 8,2 18 24 20 20 24 Z Q 1 1 I 23 3 O U Q Fn 1 ° PROPOSED Q o 771 FUTURE Q 11 12 12°° � BUILDING 11 10 > W 10 BUILDING 10 C TYP TYP D p FUTURE $ 7 BUILDING1 D ° 4 ° ae Lu 1 C em • �Q N °� ° g° R �� Z O v 3 ° O 12 23 12 °e °� eQ 1 14 16 14 16 O 1 X30 �3° L O T 2 O 1s 12 15 0 15 1 1 �\ 6 �^ 1 ° 2 ° c - //f ------------ - ---------- t — --- — — — — — — — — — — — — — — -- ufo ufo ufo ufo 2 fo foA u o ufo fo u ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo fo o o i. �. - u� uto ufo ufo ufo u-fo ul ufo u o 1 u% ufo ufo ��r rFo uf# =zaf� ufo ufo ufo ufo 1 1 L n Q ° t N Cn I v 21 15 2 _ -----�--------------------I--------------------- V 2 A ----- ------ - - - - - - --------- --- a-- � o I Z ----- --t-- 1 z v V - _ _ ------------------- _ --- - - __ fo --------------- F- -- --- - o - ufo ---f- f--- ufo uo _ -------------------- — _ _ _ _ - - - - - - - - - - - - - - - _ _ _ - o u ufo ufo ufo ufo ufo ufo ufo of a u -f --- I I °"° Is z o �f�o ° _ _ ufo ufa ufo ufo ufo ufo ufo I ffo ufo ufo ufo - - - - - - _ - - - - - - _ _ ` e - - o ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo - ufo ufo ufo ufo u o ufo , f u -u u V ------- v ------------------------------ __-- --- - W > o ----------------- v I–B------------------ r v----------------------------------------------�,----------- --- ------ ------ ° W ----------------------------------------------------------------------- - - ----- --- - --- -- - - --____________----- to ��o I I I v foo I 5 �'o==a===- < v v v 5 � a a m Z _ I --------------- a a a -- -- -- -- D -->>--->>---» D r >---»---»--->>---»---> — —»— »--»---» D »-- » > »_ �_»�— »�-->�--»---»--->> >>---»- --<---<---<---<---<---<---<---<---<---<---<-- s<---<---<---<--<---<---<---���--<__<> —<--- --- --- --- --- --- — --- ------<---<---<---<---<---< s <---< <---<---<n <---<---<---<---<--<---<---<---<---<---<---<---<---<---<---<---<-- n v —»--- fi I— — t-- -»---»---»---»---»---»---»---»---»---»---»——>>--->>--->>--->> D --»— I I I I ------------------____ _______________________ =—__________ – fi –_– -- ----- ---- ----------________– \ ----------------- I I ,3 CHELSEA ROAD W Iue ue ue ue ue ue ue ue ue ue u ue ue ue ue ue ue ue ue ue ue ue ueu l j ue ue \ ue ue ue ue ue uf ue ue — ue ue I SHEET NUMBER I C2.3 SMH 2 - RE 960.65 IE 943.88-8"SW IE 943.98-8" SE IE 943.98-8"NW IE 943.98-6" NE 22'-8" PVC @ 0.40% - IE 944.07 (PLUG) 8" PLUG 8"G.V. & BOX B"X8" CROSS 157'-8" PVC @ 0.40% CB 124 - RE 959.23 IE 955.23-15" SE 42'-15" HDPE @ 0.40% SMH 2 RE960.10 IE 943.15-8"S IE 943.25-8" NE 76'-8" PVC @ 0.40% {/ PUBLIC DRAINAGE & J UTILITY EASEMENT FOR PUBLIC SANITARY SEWER AND WATER MAIN i 1 ---------------- 23'-6" PVC @ 2.0% IE 944.44 (PLUG) LOT 6 1 6" PLUG 18" RCP FES W/ - 47'-6" PVC @ 2.0% `CBMH 125 72" DIAMETER TRASH GUARD CBMH 102 72" DIAMETER IE 952.00 CBMH 103 60" DIAMETER PLACE 4.4 CY CBMH 104 (PLUG) IE 953.NE RIPRAP CL. III CBMH 105 C .MH 123 8" X 6" REDUCER PUBLIC DRAINAGE & - IE 953.11-15"SW 6"PLUG '1 & 6" G.V. & BOX UTILITY EASEMENT FOR 1 IE 950.50 CBMH 122 PUBLIC SANITARY SEWER RE 959.83 AND WATER MAIN 1 24" X 36" IE 954.49-15' SE CB 109 32'-18" RCP - IE 954.49-15"SW- 251'-15"HDPE @----- -- y--- -- ---- - - - - - - - -- � � I I I I I I I I I I I I � � I I I I I I I I I I I I � � I I I I I I I I I I I I I j I I I I I I I I I I I � I 1 I 1 0 INTERSTATE 94 LOT 7 = 23'-6" PVC @ 2.0% - IE 946.04 (PLUG) - SMH 3 RE 958.20 - IE 945.48-8" NW IE 945.58-8"SE IE 945.58-6" NE STMH 133 22'-15" HDPE @ 0.50% RE 958.15 IE 945.58-6" SW IE 951.65 (PLUG) IE 953.70-18" SW IE 953.70-18" NW LF, 6" PLUG -\ /'56'-18"R�, --Y -LZ-&"BOX ---- ----- \'1 CL.5 @ -3.03% -1 - - - - - - - - - 1 - - - - - - 11 I ^ I -I --- I- I I I e"Pvcc9oo I ---I--- I ----I I- -i - (-tA114 .......................... ------------------------ -- - V I Iv1 .. '-71S.DPE I I- 8"PVC C900 -- 30'-15" HDPE @ 0.40% n @ 0.50% 18" RCP FES W/ - 47'-6" PVC @ 2.0% `CBMH 125 72" DIAMETER TRASH GUARD CBMH 102 72" DIAMETER IE 952.00 CBMH 103 60" DIAMETER PLACE 4.4 CY CBMH 104 (PLUG) IE 953.NE RIPRAP CL. III CBMH 105 C .MH 123 18" RCP FES W/ - IE 953.11-15"SW 6"PLUG '1 TRASH GUARD RE 959.43 IE 955.06-15" NE IE 950.50 20'-15" HDPE @ 0.50% PLACE 4.4 CY 24" X 36" RIPRAP CL. III CB 109 32'-18" RCP - RE 957.03 CL.5 @ 0.70% IE 955.06-15"SE IE 951.46-18" NE 8" G.V. 48" DIAMETER I I & BOX _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. CBMH 121 48" DIAMETER R -3067 -VB IE 946.52 LOT 3 RE 958.33 (PLUG) 48" DIAMETER 20'-15' HDPE @ 0.50% CB 114 1 IE 950.72-18" NE CB 115 24" X 36" R -3067 -VB -<-- -_-_-________- ---- =L7 =-' _\_�_ =�F= Fi- a- --- ----- r--� IE 952.99-15"NW IE 955.16 (PLUG) FUTURE IE 952.99-15" SW - IE 946.72 -SUMP 8"Xb"TEE W/ 6" G.V. .TEE 374'-8" PVC @0.40% I 8"X6"WYE IE 945.05 - - - - - - - 1- - - - - - - � � I I I I I I I I I I I I � � I I I I I I I I I I I I � � I I I I I I I I I I I I I j I I I I I I I I I I I � I 1 I 1 0 INTERSTATE 94 LOT 7 = 23'-6" PVC @ 2.0% - IE 946.04 (PLUG) - SMH 3 RE 958.20 - IE 945.48-8" NW IE 945.58-8"SE IE 945.58-6" NE STMH 133 22'-15" HDPE @ 0.50% RE 958.15 IE 945.58-6" SW IE 951.65 (PLUG) IE 953.70-18" SW IE 953.70-18" NW LF, 6" PLUG -\ /'56'-18"R�, --Y -LZ-&"BOX ---- ----- \'1 CL.5 @ -3.03% -1 - - - - - - - - - 1 - - - - - - 11 I ^ I -I --- I- I I I e"Pvcc9oo I ---I--- I ----I I- -i - (-tA114 .......................... ------------------------ -- - V I Iv1 .. '-71S.DPE I I- 8"PVC C900 -- 30'-15" HDPE @ 0.40% SMH 1 - RE 960.20 IE 942.75-8" SW IE 942 85-8"N 20'-6" PVC @ 2.0% IE 943.25 (PLUG) -8"- 45* BEND CONNECT TO EX. 8" DIP WM WITH 8" G.V. & BOX AND 45" BENDS (FIELD VERIFY) 1 FUTURE BUILDING FIFE = ±961.0 STMH 132 RE 959.00 n @ 0.50% NEENAH CASTING OR EQUAL 47'-6" PVC @ 2.0% `CBMH 125 72" DIAMETER I 8" PVC C900 CBMH 102 72" DIAMETER IE 946.07 RE 958.33 CBMH 103 60" DIAMETER R -3067 -VB CBMH 104 (PLUG) IE 953.NE 30'-18" HDPE CBMH 105 C .MH 123 I IE 953.11-15"SW 6"PLUG '1 R -3067 -VB RE 959.43 IE 955.06-15" NE LOT 5 20'-15" HDPE @ 0.50% 6"PLUG 24" X 36" IE 955.06-15" NW CB 109 IE 953.21 (PLUG) RE 957.03 IE 955.06-15"SE IE 951.46-18" NE 8" G.V. 48" DIAMETER I I & BOX _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. 1 48" DIAMETER R -3067 -VB IE 946.52 LOT 3 84'-15" HDPE (PLUG) 48" DIAMETER 20'-15' HDPE @ 0.50% CB 114 1 R -3067 -VB CB 115 24" X 36" R -3067 -VB -<-- -_-_-________- ---- =L7 =-' _\_�_ =�F= Fi- a- --- ----- r--� IE 955.16 (PLUG) FUTURE - BUILDING LOT 4 \ FIFE = ±961.5 \ 8" - 45" BEND / 224'-18• HDPE - \ \ \ \ 0 25 50 100 @0.40% SMH 1 - RE 960.20 IE 942.75-8" SW IE 942 85-8"N 20'-6" PVC @ 2.0% IE 943.25 (PLUG) -8"- 45* BEND CONNECT TO EX. 8" DIP WM WITH 8" G.V. & BOX AND 45" BENDS (FIELD VERIFY) 1 FUTURE BUILDING FIFE = ±961.0 STMH 132 RE 959.00 FUTURE BUILDING FIFE = ±960. 15'-15" HDPE @ 0.50% IE 952.12 (PLUG) CBMH 106 RE 956.43 IE 952.05-15" NE IE 952.05-15"SE 5 42'-15" HDPE @ 0.50% / CBMH 107 RE 956.63 IE 952.26-15" NW CONSTRUCT STMH IE 952.80-18" NW IE 952.43-15" SE OVER EX. 18" RCP STM IE 952.80-18" NE REPLACE CASTING SWR& CONNECT W/ NEENAH R-3205 STMH 131 ^ ^ RE 960.00 38'-18" HDPE EX. IE 952.58-18" SW @0.40% PR. IE 952.65-18' SE a(FIELD VERIFY) < ------------------ - IE 942.85-6"E-- -�grp L- �1_ 1�------------------ I -;I ro ^ 5'-8"PVC 1.00% I ------- - -- ---- "--r--�--r--",a - "r- - - ro -"ro �,ro "ro @ NI " .Shc ° -----"--ro --------�-a------m-----"m----"ro -------------- - -- "m - -----�---------Jr---i--------------------------"----_- ---------- ° --- --\ m r r ro ro --___ _____________________1 _---- -------------- - - - - - - - - - - - - ------ -�----�----------- ----- ----- - CONNECT TO EX. - _ _______ ___________________ 8" PVC SAN SWR. v - r ----pro EX. IE ±942.7 - .n v (FIELD VERIF`� I I � _ __ I _ ___________________________________________________ ____________________________________________________________________________ ______________ e__________________________________________________k____________________ i =956.8 V 1 t I I I I I I I I I I I I I n�' =9sza I I I I I I z�IP I I I - ftIm_)=9. 1 I' Inv(N)=951.1 ilnv(5)=952.3 �Inv(5)=950.9 RIm=95].6 V� 1_21" RCP V - 2T 30" RCP >---»-->>--->>--->>--->>---->>--->�--- >-- »---»--->. --- -- -- -- -- -- -- -- -- - D - V1 RIm=956.6 10" PVC �j�l�Jl`Inv=941.9 -<---<---<---<---<---<---<---<---<---<---<---<---<- Y <---<---<---<---<----<---<---<-- Sy>-`���-<---<---<--- --- --- --- -- --- ------<--I--T-<---<---<---<---<---<---<---<---<--'E-- S <---<---<---<---` /, 21 RCP ->Y- RIm=956.3 - - >-> » D Inv 943.0 1 t------------------------ `'III_1------------------------ ------ =________-__ __-__-__- -__ -- Rim=956.1 R-957.4 ---- )=949.7 [IvN)=950.7 Nj)==99523 481 Inv(5)=953.4 [nv(5)=952.7 I i STORM SEWER SCHEDULE STRUCTURE NO. SIZE NEENAH CASTING OR EQUAL CBMH 101 72" DIAMETER I 8" PVC C900 CBMH 102 72" DIAMETER R -3067-V CBMH 103 60" DIAMETER R -3067 -VB CBMH 104 8"x6" 30'-18" HDPE CBMH 105 CROSS @ 0.30% CBMH 106 6" G.V. R -3067 -VB CBMH 107 & BOX R -3067 -VB 6"PLUG 24" X 36" CBMH 105 CB 109 24" X 36" RE 957.03 s-------------------------------------------------"-- IE 951.46-18" NE 8" G.V. 48" DIAMETER IE 951.63-15" SW & BOX _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. 47'-6" PVC @ 2.0% 48" DIAMETER R -3067 -VB IE 946.52 LOT 3 84'-15" HDPE (PLUG) 48" DIAMETER @ 0.50% FUTURE BUILDING FIFE = ±960. 15'-15" HDPE @ 0.50% IE 952.12 (PLUG) CBMH 106 RE 956.43 IE 952.05-15" NE IE 952.05-15"SE 5 42'-15" HDPE @ 0.50% / CBMH 107 RE 956.63 IE 952.26-15" NW CONSTRUCT STMH IE 952.80-18" NW IE 952.43-15" SE OVER EX. 18" RCP STM IE 952.80-18" NE REPLACE CASTING SWR& CONNECT W/ NEENAH R-3205 STMH 131 ^ ^ RE 960.00 38'-18" HDPE EX. IE 952.58-18" SW @0.40% PR. IE 952.65-18' SE a(FIELD VERIFY) < ------------------ - IE 942.85-6"E-- -�grp L- �1_ 1�------------------ I -;I ro ^ 5'-8"PVC 1.00% I ------- - -- ---- "--r--�--r--",a - "r- - - ro -"ro �,ro "ro @ NI " .Shc ° -----"--ro --------�-a------m-----"m----"ro -------------- - -- "m - -----�---------Jr---i--------------------------"----_- ---------- ° --- --\ m r r ro ro --___ _____________________1 _---- -------------- - - - - - - - - - - - - ------ -�----�----------- ----- ----- - CONNECT TO EX. - _ _______ ___________________ 8" PVC SAN SWR. v - r ----pro EX. IE ±942.7 - .n v (FIELD VERIF`� I I � _ __ I _ ___________________________________________________ ____________________________________________________________________________ ______________ e__________________________________________________k____________________ i =956.8 V 1 t I I I I I I I I I I I I I n�' =9sza I I I I I I z�IP I I I - ftIm_)=9. 1 I' Inv(N)=951.1 ilnv(5)=952.3 �Inv(5)=950.9 RIm=95].6 V� 1_21" RCP V - 2T 30" RCP >---»-->>--->>--->>--->>---->>--->�--- >-- »---»--->. --- -- -- -- -- -- -- -- -- - D - V1 RIm=956.6 10" PVC �j�l�Jl`Inv=941.9 -<---<---<---<---<---<---<---<---<---<---<---<---<- Y <---<---<---<---<----<---<---<-- Sy>-`���-<---<---<--- --- --- --- -- --- ------<--I--T-<---<---<---<---<---<---<---<---<--'E-- S <---<---<---<---` /, 21 RCP ->Y- RIm=956.3 - - >-> » D Inv 943.0 1 t------------------------ `'III_1------------------------ ------ =________-__ __-__-__- -__ -- Rim=956.1 R-957.4 ---- )=949.7 [IvN)=950.7 Nj)==99523 481 Inv(5)=953.4 [nv(5)=952.7 I i STORM SEWER SCHEDULE STRUCTURE NO. SIZE NEENAH CASTING OR EQUAL CBMH 101 72" DIAMETER R -3067 -VB CBMH 102 72" DIAMETER R -3067-V CBMH 103 60" DIAMETER R -3067 -VB CBMH 104 48" DIAMETER R -3067 -VB CBMH 105 48" DIAMETER R -3067 -VB CBMH 106 48" DIAMETER R -3067 -VB CBMH 107 48" DIAMETER R -3067 -VB CB 108 24" X 36" R -3067 -VB CB 109 24" X 36" R -3067 -VB s-------------------------------------------------"-- _I _____ _ zv- _j_==----fi-=---I-----� _3 CBMH 110 48" DIAMETER R-4342 -_-_ _ _ __________� ° c _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. CBMH 111 48" DIAMETER R -3067 -VB CBMH 112 48" DIAMETER R-2573* CBMH 113 48" DIAMETER R -3067 -VB CB 114 24" X 36" R -3067 -VB CB 115 24" X 36" R -3067 -VB N 0 STRUCTURE NO. SIZE NEENAH CASTING OR EQUAL CBMH 121 48" DIAMETER R -3067-V CBMH 122 48" DIAMETER R -3067-V CBMH 123 48" DIAMETER R -3067 -VB CBMH 124 48" DIAMETER R -3067 -VB CBMH 125 48" DIAMETER R -3067-V a -------__ a�- CBMH 113 ______________ RE 955.93.____. r "ro - - CB 114 __----------- - RE 956.03 _=22=-- _-_- 3 � 4 __ _u � STMH 131 48" DIAMETER R-1642 STMH 132 48" DIAMETER R-1642 STMH 133 48" DIAMETER R-1642 LEGEND EXISTING PROPOSED --- --- PROPERTY LINE ----------- ----------- EASEMENT LINE IF , BITUMINOUS PAVEMENT �• CONCRETE PAVEMENT ______________________ CURB LINE ---------------------- --->--->--->--->- SANITARY SEWER ----------I- WATER MAIN -- -- » - STORM SEWER ue UNDERGROUND ELECTRIC Ug UNDERGROUND GAS ufO UNDERGROUND FIBER ON OVERHEAD UTILITY SEE SURVEY 0 SANITARY MANHOLE T I ® 0 STORM CATCH BASIN I T 0 STORM MANHOLE I ® STORM FLARED END SECTION `, t � ���-�---I------------- �� HYDRANT ------------ ----------------------------------- \ O?\\ \ \ N GATE VALVE -------------------------------------------------- \ a, \ \ T SEE SURVEY OTHER SYMBOLS � I FUTURE \\ ` \'\ \ \ y \ \ \ BENCHMARK BUILDING \ \ \ FFE - ±960.0 LL) \ \ MINNESOTA DEPARTMENT OF TRANSPORTATION \� GSID STATION #85903, NAMED 8680 BE \� ;y ELEVATION: 969.17 (NAVD 88) a \ aJ \ Lor s\\\ \ \ \Q '?0\ \ \ UTILITY PLAN NOTES 1. SANITARY SEWER, WATER MAIN, AND STORM SEWER CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF THE CITY'S CBMH 104 \ \ \ `\ \ STANDARD DETAIL SPECIFICATIONS AND THE MINNESOTA PLUMBING E 957.03 IE 951.04-24"SE CODE. IE 951.37-18"SW IE 951.54-15" N \(7�)\ ` CBMH .73 1\ \ \ \ 2. A MINIMUM OF 7.5 FEET OF COVER SHALL BE REQUIRED FOR ALL WATER CBMH \ RE 956.73 \ 23'-6"PVC@2.0% RE 956.123 IE 950.06-30"S \\;\� \ \� MAIN AND FORCEMAIN. IE 946.78 PUBLIC DRAINAGE & \ IE 950.06-30" NW z, \ UTILITY EASEMENT FOR IE 950.29-30" SE \ e \ \ \ PLUG 950 63 IE 952.32-6"SW \ PUBLIC SANITARY SEWER \ 22'-18" HDPE @IPLUI \ IE 952.08-15"SW SMH 3 \ . 8"X6"WYE AND WATER MAIN IE 951.06 (PLUG) ?u \ \ 3. FIRE HYDRANTS AND GATE VALVES SHALL BE IN ACCORDANCE WITH THE IE 946.24 IE 950.96-18"NE RE 956.82 \ ` \ \ IE 947.12-8"NW \\ \ \ CITY'S REQUIREMENTS. 1 IE 941224' SW \ $ \ h \ 206'-24"HDPE \ \ e �4� °PLUG @0.20% 116'-30"HOPE \ \ \� 4. A MINIMUM OF 2.0 FEET OF VERTICAL SEPARATION SHALL BE REQUIRED 8"xa"wvE 38 @0.40% a" - as° @o.zo% \ \ FOR ALL UTILITY CROSSINGS. _ BENDS IE 946.56 69'-30" HOPE @0.20% \ \, 5. DE (PVC) PI IR -- -- -- ----------- ------ - ______ _ __ \ \ USE SOLID -CORE, PE FOR 84'-4"PVC CBMH io1 \ L \ DESIGNATED PVC STORM SEWER AND SANITARY SEWER WITH APPROVED -c --< < @z.o% \ RE 956.13 FITTINGS UNLESS OTHERWISE NOTED. ° \ IE 949.92-30" S \ -- 15'-6" PVC @ 2.0% , \ ` IE 949.92-30" N G I I I e' PVc C900 I I I I IE 952.32 , ~J� \ ` IE 952.13-6"NW ' \\ ° , IE 945.92 -SUMP 6. PVC PIPE DESIGNATED AS PVC SCHEDULE 40, SHALL MEET THE - - - - - - - - - - - - - - - - - - - A- - - - - - - - - - - - _ -�I 34'-6"PVC@2.0% \\ REQUIREMENTS OF ASTM D2665 FOR SCHEDULE 40. 31'-3@0.2 '\ r\ \ \ CL.3 @ 0.25% m � PROPOSED �" \ _ ���\ \ \ \ 7. ALL ROOF DRAIN DOWNSPOUT CONNECTIONS SHALL BE PVC SCHEDULE 40. 61'-4'PVC 30'-15'HDPE 6 j BUILDING @ 4.0% @ 0.50% a CB 109 FFE = 958.0 8. ALL WATER MAIN WORK AND TESTING SHALL BE COORDINATED WITH THE 8" X b" TEE W/ m \ 30" RCP FES W/ \ 6" G.V. &BOX RE 956.23 25'-6" PVC @ 2.0% TRASH GUARD "a r\ \, \ i n IE 952.23-12"NE � ► IE 952.07 ^\\ \\ &SHEET PILING �\ CITY'S PUBLIC WORKS DEPARTMENT. CB 115 CLEANOUT 50'-4"PVC A I \ IE 949.85 CB 108 CLEANOUT RE 955.93 951.94 SCH.40 @ 2.0% ( \ \ PLACE 9.9 CV IE 950.50 RIPRAP ' \`o \ \ 9. ALL WATER MAIN MUST HAVE A CONDUCTIVITY TEST, HYDROSTATIC TEST, RE 956.53 IE 951.93-12" SW _ / r / \ \ ` \ \ '� .I \ I IE 952.53-12"NW • 2T-6"PVC@2.0% a 96'-8"PVC' - \ \ \ \`;, \ / \ AND BACTERIA TEST BEFORE THE PROJECT IS COMPLETE AND TURNED ON. IE 952.75-B' S HYDRANT W/ G.V. SCH.40 / \ 1 IE 953.52 8" X 6" TEE \ut`, `.+\ 21'-12"HDPE @ 1.0% ' 43'-4" PVC 35'-6" PVC \ \ \ \ t ~ 15'-6" DIP CL.52 �p \ ice �� \ @0.50% CLEANOUT ► @z.0% J 3 @2.0% \ \ 10. FINAL BUILDING UTILITY SERVICES AND DOWNSPOUT LOCATIONS SHALL BE 86'-12"PVC 948.90 - IE 952.83 \ \, , ��, \ \ VERIFIED WITH ARCHITECTURAL AND PLUMBING PLANS. 1 SCH.40 @ 0.50% < o - 4 / \ \\ ' ��T %\ g589 l? �\ \ \\ • 1-1- 1-1 I�I / \ \ \ Snv lE\%-q50 L 0 T 1 / / \ \ �`. � � le;-,= ``� \ 11. LOCATING WIRES SHALL BE INSTALLED ON ALL NON-CONDUCTIVE STORM 2"COPPER DOMESTIC \ \ �,\ \L \ \ \\ SEWER, SANITARY SEWER, AND WATER LINES IN ACCORDANCE WITH THE 4 3 2 I -I-1 1 / WATER SERVICE W/ CORP. s' Rc 3 1.5" COPPER DOMESTIC \ \ 9511 WATER SERVICE W/ CORP. CLEANOUT / STOP &CURB STOP \ \ �\`•_--,ac MINNESOTA RURAL WATER ASSOCIATION (MRWA) TRACE WIRE 43'-4" PVC 949.76 / \ �`. \ I� - SCH.40 @ 2.0% STOP &CURB STOP » > >> / \ a E, d \ \ » \ b I J \ SPECIFICATION GUIDE AND DETAILS. 15" RCP FES W/ o / l\ ��, I y I e • ° IE 950.14 e. CBMH 112 �� TRASH GUARD PROPOSED RE 955.95 P E29Cv / \ '\ \ ---i' Jy \ i 12. INSTALL METER BOX FRAME AND SOLID LID (NEENAH R -1914-A, OR 4 IE 951.16-12" SE / I I BUILDING RIPRAP CL. III i \ ° IE 951.16-12"SW / \ r �� J9 FIFE = 958.0 4 IE 951.67-12"NE - SCH. 2"@VC A \ y\ 1 APPROVED EQUAL) OVER ALL CLEANOUTS. SCH.40 0.60% / \ LOWER RIM 70952.8. / / d? 60'-8" PVC 9 q'1 12"X8"WYE / INSTALL R-4342 CASTING. \Jy \ '\ \ 13. ALL WORK WITHIN THE ADJACENT STREET RIGHTS OF WAY MUST BE IE 950.82 / (CBMH 110) / �" \,% \ < \ / 24'-15" RCP COORDINATED WITH AND APPROVED BY THE CITY PUBLIC WORKS /� � \ �z�Nl,' / \ �A� / ' \J / �\ \ ° e 1'-12'HDPE _ / CLs@0.40% 02 , \l, '\ \ \ y v` - DEPARTMENT. @0.50% 1 CBMH 111 _-- �� gjk\- \ i -::' \\ \\J ?�' CLEANOUT c o RE 956.33 IE 953.35 IE 950.29-15"SE / - �° -o\/ J LOT 2 I p I IE 950.46-12"NW a IE 946.29 -SUMP '2`'2°050% _- __ \ KEYNOTES 15'-6"PVC @2.0% 4 @ _ - -'j "q5 ae \ J IE 953.75 I PUBLIC DRAINAGE& _ ,/ %'pca Know what's below. Call before you dig. m:�i 1`O um)U Lo 0 Z O o0 Z 00 Y U O � W - W U0 ~ N N N Z p O c'y) Z r - of N W > U0 0 J W oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 m N co W Q 0 W cn cn U) Q UTILITY EASEMENT FOR J. -_-_ --PUBLIC WATER MAIN J. - Lii LLI - - - "°- - - _ u1 -u uro - -._ -�:., °m o� -- / -'_ -= OE -=-_ CONNECT TO EX. __-- ___- ,___-- _ ° �\� ,__ ur° ufo -�' i� - WITH 1. PRECAST GRAVITY GREASE INTERCEPTOR. ELEVATIONS OF GREASE O - --- --------------- t B�� DIP WM m rol 8"G.V.&BOX -----(FIELD VERIFY ------ TRAP AND PIPING TO BE CONFIRMED AT TIME OF CONSTRUCTION. a -------__ a�- CBMH 113 ______________ RE 955.93.____. r "ro - - CB 114 __----------- - RE 956.03 _=22=-- _-_- 3 � 4 __ _u � J ��' 7 a __•. f= \_� / J \ '% i \ 2 ELE TRI ERVI E AND METER L ATI N e __ IE 951.67-12" NE _ ____- Inv(5)=949.6 ___ Rim =954.] ------a ____= IE 952.03-12 NW -954.7 N =q _--_= _-____-�- ° RIm =v ====a- l _-_=_"%\ ' A \ > \ 3. 2" GAS SERVICE AND METER LOCATION. ---'--'-- ---_-- IE 951.67-12"SE 60. _9so.z - _= 1 __�___-- Inv 9 =--L. --__- V 2440]-_ s-------------------------------------------------"-- _I _____ _ zv- _j_==----fi-=---I-----� _3 6jy� lls -_-_ _ _ __________� ° c _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. E 3"RCPd RC ��3 _--<---<---<---<---<---<---<---<---<---<---<---<---<---<--- i n� ,q54 0 M-941.2 30" PVC r- N M -4 �_-RIm=956.4 CHELSEA ROAD W Inv(N)=950.9 Inv(E)=945.] -<-- -_-_-________- ---- =L7 =-' _\_�_ =�F= Fi- a- --- ----- r--� - \ \ / \ \ \ \ 0 25 50 100 y / \ < SCALE IN FEET > / / Know what's below. Call before you dig. m:�i 1`O um)U Lo 0 Z O o0 Z 00 Y U O � W - W U0 ~ N N N Z p O c'y) Z r - of N W > U0 0 J W oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 m N co W Q 0 W cn cn U) Q Z J J LLI Lii LLI O LU z_ o Z > m w U z O O LU = r- N M -4 m %6 r--� / i Know what's below. Call before you dig. m:�i 1`O um)U Lo 0 Z O o0 Z 00 Y U O � W - W U0 ~ N N N Z p O c'y) Z r - of N W > U0 0 J W oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 m N co W Q 0 W cn cn U) Q Z J J LLI Lii LLI O LU z_ o Z > m w U z O O LU = r- N M -4 m %6 r--� m W Z O L0 N Ln LLIJ J Z) L0 L6N M L N LLI Ln Z < OW U Q Z Q 0 >LLJ U_ _ LL 0 CD 1 ` SHEET NUMBER C3.1 Q Z J J LLI Lii LLI O LU z_ o J M > m w U z O SHEET NUMBER C3.1 N 0 0 I \ I \ � I - ISI- \\ \ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 15 30 60 I\ \\\SWJISLL/12 ACL \ \\ I I \ 6 \ \ < SCALE IN FEET > FUTURE BUILDING a FUTURE \\ 6 \ \ \ _±961.0 FFE I BUILDING \ \ \ I I I I I FFE _ ±960.0 \ \\ \ \ \\ % \ \ \ I \\ \ \ I I 18" RCP FES W/ I LOT 7 LOT 8 %o TRASH GUARD IE 952.00 \\\\J \ \ \ PLACE 4.4 CY RIPRAP CL. III \ \ \ ° \ \ 18" RCP FES W/ TRASH GUARD I RE 957.03 95 104 RE IE 950.50 I \ \ \ \\ \ PLACE 4.4 CY IE 951.04-24" SE \ \ I " \\ \ s \\ IE 951.37-18SW \\\\ \ \ RIPRAP CL. III \\ CBMH 102 I 23'-6" PVC @ 2.0% IE 951.54-15" N 32' 18" RCP IE 946.04 RE 956.73 6 \ \\ \ \ \ CL.S @ O.70% (PLUG) CBMH 103 \ � w 23'-6" PVC @ 2.0% RE 956.23 \ IE 950.06 30" S \N \ SMH 3 I IE 946.78 PUBLIC DRAINAGE & IE 950.29-30" SE IE 950.06 30" NW y- \ 0\\ \ \\ CBMH 121 UTILITY EASEMENT FOR \ IE 952.32-6" SW \ RE 958.20 (PLUG) PUBLIC SANITARY SEWER 22'-18" HDPE 0.50% IE 950.63-24" NW RE 958.33 I IE 945.48-8" NW @ IE 952.08-15" SW SMH 3 ' \N IE 950.72 18" NEJ8" X 6" WYE IE 951.06 (PLUG) I IE 945.58-8" SE AND WATER MAIN RE 956.82 IE 952.99-15" NW IE 945.58 6" NE IE 946.24 IE 947.12 8" NW \ IE 950.96-18" NE IE 952.99-15" SW STMH 133 22'-15" HDPE @ 0.50%° IE 945.58-6" SW IE 947.22-4" SW \ \\ \ IE 946.72 -SUMP J RE 958.15 IE 951.65 (PLUG) 206' 24" HDPE IE 953.70-18" SW 6" PLUG @ 0.20% IE 953.70-18' NW 116'-30" HDPE 8" X 6" TEE W/ ° 6' PLUG 6" G.V. & BOX I ^ I 385' 8" PVC g" - 45° @ 0.20% �, I 8" X 4" WYE 0.40% BENDS \ \� 8" X 6" WYE 56'-1 8" RCP 6" G.V. IE 946.56 @ ° a ° 69'-30" HDPE CL.5 3.03 /° &BOX ° - - \ @ O.20% \A IE 945.05 @ - \ \ V• 84'-4" PVC �� CBMH 101 < < < < < < < < @ 2.0% ^t \ RE 956.13 o IE 949.92-30" S 15'-6" PVC @ 2.0% , o / ° ° \ IE 949.92-30" N 6 yo d I I I I 8" PVC 9900 I I I I I I 8" PVC C900 I I I I I I 8" PVC C9O0 I I I I IE 952.32 \ IE 952.13-6" NW IE 945.92 -SUMP ° ° B 34'-6" PVC @ 2.0% � � \ 31'-30" RCP o\ - ® ® \ \ ° IE 953.00 \ \ CL.3 @ 0.25% \ �\ \ Av A o 0 ° , ° PROPOSED .� s° 30'-15" HDPE 8 X 6 30'-18' HDPE> @ 0.40% 6" G.V. CROSS @ 0.30% i 81'-@4" PVC F30'-1@'0.50 E ti > A °° BUILDING \ \ \\\\\ ° \ \ & BOX ° 4.0% Do x FFE = 958.0 \ v vv \ 8" X 6" TEE W/ -- CB 109 30" RCP FES W/ 6" PL 47'-6" PVC @ 2.0% CBMH 125 IE 946.07 RE 958.33 8" G.V. UG CBMH 105 RE 957.03 IE 951.46-18" NE I. A. 6" G.V. & BOX RE 956.23 +0 25'-6" PVC @ 2.0% ° \ TRASH GUARD IE 952.23-12" NE IE 952.07 s \ & SHEET PILING CB 115 CLEANOUT 50'-4" PVC J \ IE 949.85 CLEANOUT 1 J \ CB 108 RE 955.93 951.94 SCH.4O @ 2.0 /° \ PLACE 9.9 CY \ \ J\ \ 949'97 IE 950.50 \ RIPRAP CL. IV \ \\\\ (PLUG) IE 953.11-15 NE &BOX IE 951.63-15 SW RE 956.53 i IE 951.93-12" SW I \ IE 952.53-12" NW 96'-8" PVC \ v 6' PLUG IE 953.11-15" SW n 27-6" PVC @ 2.0% ° ° � + ° ° ° � � o ° 4T-6" PVC @ 2.0% IE 952.75-8' S 20'-15" HDPE 0.50% ° IE 953.52 HYDRANT W/ G.V. SCH.4O « ° 2 ° J IE 953.21 (PLUG) IE 946.52 L 0 T 3 84'-15" HDPE 21'-12" HDPE I 8" X 6' TEE @ 1.0% + ° ° °° ` 43'-4" PVC °_ 35'-6" PVC @ 0.50%16-6" (PLUG) @ 0.50°i° ° DIP CL.52 @ 2.0% @ 20°i°o CLEANOUT ! 0 3 . 83 86'-12" PVC 948.90 IE 952. k • 1 SCH.40 @ 0.50% _ o - 4 \ \ \ \ 3 \ \\\ /9 $y� Z L / �ISEI()<P. 1r \ I �\ ail 9 <P. 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III \ BUILDING BUILDING IE 9 51.16 12 SW �I /� PLACE 2.9 CY FUTURE FFE _ ±960.5 / °� - 117'-12" PVC BUILDING 42'-15" HDPE I R ° FFE = 958.0 ; IE 951.67-12" NE SCH.4O @ 0.60% @ 0.50% ° LOWER RIM TO 952.8. 5a.2 rr� r \ �I' 60'-8" PVC ° n 9 s r E FFE _ ±961.0 ° 12" X 8" WYE / INSTALL R-43 2 CASTING) / �/ a$ r r o r \ \ $ IE 950.82 / \ire 9 r CBMH 107 p 1� 24' 15" RCP / / \ ,� ED r rX \ RE 956.63 °102'-12" HDPE ° CL.5 @ 0.40% d r \ \\ \ / \\ 2 ON? \i\ STMH 132 IE 952.26-15" NW 6 m - �\ RE 959.00 @ 0.50% c CBMH 111 / °° w\ c / / / / CONSTRUCT STMH IE 952.80-18" NW IE 952.43 15" SE ° CLEANOUT RE 956.33 �\\/ OVER EX. 18" RCP STM IE 952.80 18" NE REPLACE CASTING IE 953.35 v / W/ NEENAH R 3205 \ V IE 950.29-15" SE SWR & CONNECT L 0 T 2 a / IE 950.46-12" NW o J x /so \\ / /\/ \J �I IE 946.29 -SUMP STMH 131 /\ 72'-12" HDPE / RE 960.00 38' 18"0.40°E / Y \ 15'-6" PVC @ 2.0°i° @ 0.50°i° __ -- -- IE ,9 EX. 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III 32'-18" RCP - R L I I , I , I , I , I , I , I , I , I , I , I , I , I , I , I , I I 0 23'-6" IE 941_ FUTURE BUILDING FFE = ±961.0 L� Fil LOT 7 R CBMH 104 RE 957.03 IE 951.04-24" SE IE 951.37-18" SW IE 951.54-15" N 00 LL U w - �Lo � N N OO Z cy) rll� � N >L0� E) ON J �w 00� r IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o -e I - DATE: 01/08/24 LIC #: 45889 �z M o (PLUG) - uMj U CL.S @ 0.70% N z Z U ' i 2 CBMH 105 nw 0 oz (PLUG) 00 LL U w - �Lo � N N OO Z cy) rll� � N >L0� E) ON J �w 00� r IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o -e I - DATE: 01/08/24 LIC #: 45889 8" X 8" 114'-15" HDPE 6" PL CROSS � ° @ 0.50% 47'-6" PVC @ 2.0% CBMH 125 RE 958.33 v IE 946.07 8" G.V. UG 1 (PLUG) CL.S @ 0.70% 1 i CBMH 105 (PLUG) RE 957.03 -- CBMH 103 IE 951.46-18" NE 1 1 1 23'-6" PVC 2.0% @ RE 956.23 1 I SMH 3 1 IE 946.78 PUBLIC DRAINAGE & IE 950.29-30" SE r CBMH 121 RE 958.20 (PLUG) UTILITY EASEMENT FOR PUBLIC SANITARY SEWER 22'-18" HDPE @ 0.50% IE 950.63-24" NW RE 958.33 IE 945.48-8" NW IE 952.08-15" SW IE 950.72-18" NE I IE 945.58-8" SE 8" X 6" WYE (PLUG) IE 951.06 PLUG IE 950.96 18" NE G IE 952.99-15" NW IE 945.58 6" NE ° IE 946.24 IE 952.99-15" SW STMH 133 IE 945.58-6" SW 22' 15" HDPE @ 0.50 /0 I I 8" X 6" REDUCER PUBLIC DRAINAGE & IE 946.72 -SUMP J RE 958.15 IE 951.65 (PLUG) 206'-24" HDPE & 6" G.V. & BOX UTILITY EASEMENT FOR IE 953.70-18" SW 6" PLUG @ 0.20% m 1 CBMH 122 PUBLIC SANITARY SEWER 8" X 6" TEE W/ IE 953.70-18" NW 1 RE 959.83 AND WATER MAIN 6" G.V. &BOX 1 6" PLUG 1 385'-8" PVC 8" - 45° IE 954.49-15" SE 374' 8" PVC I 1 ^ ^ .� , 8" X 4" WYE 0 @ 0.40% SMH 2 IE 954.49 15" SW 251'-15" HDPE @ 0.40% 8" X 6" WYE 6" W 56' 18" RCP 6" G.V. 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UG CBMH 105 RE 957.03 IE 951.46-18" NE n - 6" G.V. & BOX RE 956.23 IE 952.23-12" NE CLEANOUT 1 CB 115 CLEANOUT CB 108 949 97 RE 955.93 951.94 . a ° (PLUG) IE 953.11-15 NE &BOX IE 951.63-15 SW RE 956.53 °° ° ° IE 951.93-12" SW I 157-8" PVC IE 953.11-15' SW IE 952.53-12" NW ° 96'-8" PVC eo CBMH 123 6' PLUG N 27'-6" PVC @ 2.0% @ 0.40% � RE 959.43 1 0 47-6" PVC @ 2.0% IE 952.75-8' S ° HYDRANT W/ G.V. - SCH.40 L 0 T 5 1 20'-15' HDPE @ 0.50 /0 L 0 T 3 84'-15" HDPE i ° IE 953.52 8" X 6" TEE IE 955.06-15" NE IE 946.52 ° @ 1.0% IE 953.21 (PLUG) 21'-12" HDPE N CB 124 1 IE 955.06-15" NW (PLUG) @ 0.50% @ 0.50% ° 15' 6" DIP CL.52 IE 955.06-15" SE CLEANOUT V W 86'-12" PVC 948.90 J RE 959.23 ° 1 0 J = M IE 955.23-15" SE ° � SCH.40 @ 0.50% _ ' 20'-15" HDPE @ 0.50% « I I I I I I IL6 N NLo IE 955.16 (PLUG) FUTURE N W BUILDINGr- I 15'-15" HDPE @ 0.50% "/ o LOT 4 IE 952.12 (PLUG) °° 4 3 2 1.5" COPPER DOMESTIC FFE _ +-961.5 1 1WATER SERVICE W/ CORP. - O W 42'-15" HDPE 1 CBMH 106 ° SCH 40 @ 2.ZVC STOP & CURB STOP » » y U Q - Z_ 8" - 45° BEND 224'-18" HDPE Q in @ 0.40% 0 RE 956.43 ° � IE 950.14 e @ 0.40% FUTURE :77:jIE 952.05-15" NE ° °• CBMH 112 > U- W BUILDING IE 952.05-15" SE PROPOSED RE 955.95 IE 951.16-12" SE 0 p FUTURE FFE - ±960.5 BUILDING IE 951.16-12" SW 1 BUILDING 42'-15" HDPE 1-t° FFE = 958.0 ; IE 951.67-12" NE SMH 2 1 FFE - ±961.0 �' @ 0.50% 60'-8" PVC . 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IE FIELD RI Y) 1 AND WATER MAIN IE 942.85-8" N d (FIELD VERIFY) a I - - _ _ t < IE 942.85-6" E rtf �I a a _ - - �°� a CONN �y/�� ufo ufo .,"o ufo ufo ufo 0 7 ° ° uio� al ufo u o 5'-$" PVC @ 1 •00% � ufo ufo _ --fo ufo ufa ufo � f� �F_. �-=s i--� ufo ufo ufo ufo f �� �o u o uT ufo ufo ufo uTo u a ufo u o o uf-� ufo �af� �r`<; uf-a -�rif� _ ufa ufo �F ufo ufo $" DIP O "-----Wj--- ----------------- Nv W i0 �"� --- -Lu Rill - - - - - - - - - - - - - - - - V - - - - - - - - - - - - - - - - - - JF 4s .y - _ _ � ° co�I � 8 GV Q 1 � Z -- ------ - - _ v ----- - ---- (F EL[ _ _ _ _ _ _ _ _ J _ - - - - - - __ __-_ _-_-----_I__ _ _ I I __----------------------------------------- ---ifs vo --- n- - - ----------------- -- � p ufo u o --------------------�------ CONNECT TO EX. - --- � - -- -., �- - - �,- -- � "o ___ -- - ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo of ufo - - _UJcn v 8" PVC SAN SWR. T o I yfo 0 0 0 ----_-- T� ° u o- e rt ------------ u� RCP ufo o ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo + ufo ufo u-fo - - - - - - _ � V a CBMH 113 CB 114 ' EX. IE ±942.7 V -------------------- v -------------------------- I -------------- - v ----- o a -------- --- RE 955.93 - RE 956.03 _ � - W >_ I �Q V--------------------- �- Rfm=954.7 ° (FIELD VERIFY) _ - _ IE 951.67-12" NE -_ _ _ IE 952.03-12" NW Rfrn=954.7 lnv(N)=950.2 J I______________________ __ �_______ _________ ____ ___________________ ___�_________________ _ --------------------- - _-_____= __ -__ -��_- --- ----- - --_�_� ---- - -- IE 951.67-12" SE Inv -950.3 _______ In )=950.2 J �y W ___--- 1 Rim=956.8 Rim -955.6 - nv(W)_9501 1 U T -----T ----T ---- -24"DIP - ----- - -- ----- ---� - ----- -----,--I Rim=95�.7 I -----I --I-- I-----I-----I-----I-- IITnv�IVr932.�I----------I-----I----- ---�-I----I-----I-----�I Inv(N)=951.3 I----- ----------,-----,------,-----,-----{--,__��_-� I 4v(S)=950.9 Inv(N)=951.1 IInv(S)=952.3 _ V I Inv(S)=951.2 - - a Rim=957.6 Inv S -950.9 - - - D ��- - ��- - » D - RCP »- - ��- - -��- - -»- - -»- - 11- - -ii- »- - -»- - -» D - -1J- - -��- - -» »- - -»- �i> �>- - -Ji- - -»- - -11- - -��- - -� a 4 Z V - 27" RCP 30" RCP - - - a - - a 3 R - - - -- - I �_-----�-- �a » 3�RCP>�- C - --- - �� O Rim=958.6 »-_ 7 � � V � ��_______ _=�______ �_____= �__ �____________ ___ ___ ----- 10" PVC Inv=941.9 I 30" RCP »- - -»- n4. �\ I / :---<---<---<---<---<---<---<---<---<---<---<-- S<---<---<---<--w<---<---<---�����--<---<--- --- --- --- --- --- -- - ----<---<---<---<---<---<---< S <---<---<---<---<n\---<---<---<---<<---<---<---<---<---<---<---<---<---<---<---<-� A v »- - - 10" Pvc �- t 10° PVC 21" RCP - -»- - 1 /� Rim-956.3 -»---»---»---»---»---»---»---»---»---»---»-->>--->>---»---» D I I Inv=943.0 I I \ I I �/ ---------------------------------------------------------- I ---------- _____________= �=�________�________=�__________--___=______ -- I I -_- --- ---- Rim=956.4 _ Inv(N)=950.9 CHELSEA ROAD W ___ �_____- 1 I ( )=950.9 ------------------------ - I I Inv(E)=945.7 ue ue ue ue ue u� ue ue ue ue ue -� ue ue ue ue ue ue ue ue ue u ue ue ue ue ue ue ue ue ue ue ue uei uj ue ue Inv(S)=951.1 1 \ I SHEET NUMBER --Rim=957.4 I -- Rim=958.1 Inv(N)=952.3 I / �� •� Inv(N)=950.7 _ _ _._ i S95 -960- INSTALL 60- SILT FENCE \�I �� F - - - - - - - - - - - I LOT 6 INSTALL SILT FENCE AFTER BASIN CONSTRUCTION (TYP) , .I I. a a •1 1• a a a •bo°�• a •booq• ;I I; .I 1. •I I• ' •I I� INFILTRATION BASIN 20P BTM EL = 950.5 OUT EL = 953.7 100 YR HWL= 956.7 .hloo'h. I" Do I a •rr..�ga� � � m INTERSTATE 94 960 LOT 7 Sd2 I I I I I I I I I I IIII960 ,t 958 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ,_ - - - - v - - - - - - - - - - - - 60.0 96058.5 60.4 58.9 -- -- -- -- - - - -- -- -- -- -- -- --- -I g60 0.6% \ 0.6% 58.5 g58 0.6% �� r --- --- ---<_,_-T-<---<___<___<_--<---<-__<___<__-<--�-- • _ -� t ------ (TVP) • 1 � • 0�- 60.2 a" 6P.4 1 60.Q (1111602IA 60 • I � I • 1 •1 _ 1 960 -I- _ _ _ °. °. °. °. °. °. °. ° - I- - ue • I I I \ I I I 960 < 59.d .� 9 • 1 I d OL • • l• •_° • 1 : I / • 1 •� I _ I 1 • 1 aV • o1 --- 40 I - 1 I , __-_____________________I________ ch \ \\ • 60.5 \60.1 \ \ i �\ LOT 4 i 1 LOT 3 960 11 FUTURE I BUILDING FU%URE FFE = ±960.5 BU- ±t"11 NG FIFE _ �1.0 LEGEND EXISTING PROPOSED --- --- PROPERTY LINE ----------- ----------- EASEMENT LINE IF , BITUMINOUS PAVEMENT �• CONCRETE PAVEMENT ______________________ CURB LINE ---------------------- --->--->--->--->- SANITARY SEWER ----------I- WATER MAIN -- -- » - STORM SEWER ue UNDERGROUND ELECTRIC Ug UNDERGROUND GAS ufo UNDERGROUND FIBER Chu OVERHEAD UTILITY T SEE SURVEY ° SANITARY MANHOLE I 0 STORM CATCH BASIN I T STORM MANHOLE I ® STORM FLARED END SECTION ----� HYDRANT -. .. -��\\ E \\ \ GATE VALVE ---------------------- \\� \ T SEE SURVEY OTHER SYMBOLS SILT FENCE\ S \\ \ \` 59p \V1 \ \ \ mP) I \ \j� ` \ (I - - 950 - - 960 10' CONTOUR --- 958 --- 958 2' CONTOUR \ g65 b06 00.0 SPOT ELEVATION F;----- x -----;> x (CURB ELEVATIONS ARE TO GUTTER LINE) FUTURE / \ \ \ \ y \ \ BUILDING \ \ \ \ ••••••••••••• SILT FENCE FFE _ ±960.0 RIPRAP 960 J\ \ L O T s BENCHMARK MINNESOTA DEPARTMENT OF TRANSPORTATION GSID STATION #85903, NAMED 8680 BE ELEVATION: 969.17 (NAVD 88) GOVERNING SPECIFICATIONS / °% 1. THE LATEST EDITION OF THE MINNESOTA DEPARTMENT OF $ 56 g58 \•' to \ TRANSPORTATION "STANDARD SPECIFICATIONS FOR CONSTRUCTION" _LL 9 AND THE CITY OF MONTICELLO SPECIFICATIONS. 57.8.0 ` ZG� \ \ \ 2. THE LATEST EDITION OF THE MINNESOTA MANUAL ON UNIFORM -- ------------------------------- -- \ TRAFFIC CONTROL DEVICES (MMUTCD). .2 57. 1 57.2 56.7 56.4 0 6� 56.7 0 57.0 56.9 \\ \ \ ` \ %\ �\ \ \ r,6 _ _ 58.0 - 57.6 7.1 57.1 _ _ ° r, \ \ 5 ses I 5 $ \ \ \ \ ` ZG \ 3. THE LATEST EDITION OF THE CITY ENGINEERS ASSOCIATION OF 9 \ \ \ MINNESOTA (CEAM) STANDARD SPECIFICATIONS. I 57.5 °e 57.5 >� \ 1 \ 6` \ \ '.2 0.6% 00 56.7 --L6%.> 56.4 57. \ \ -------------57.2--�- _____ Lr1--- __ __� 56.5 c� \ \ \ \ \ \ 57.4 57.4 T 57.8 • ' \ '\ \ �\ \ \ ® / 56.9 56.7 .7 57I'1I G 57.3IR o I T57.8 . .o \\ ` \ ��c\ \ \ \572 n I 57.0 56.5 'y456 56.5 G57.6 \\ ,\ \\ \ \\\ \ \ GRADING NOTES 57.2 157.6 591 `v A \ s6.1 ko PROPOSED .56 0° \ \\ \ '\ \ \'\` \ \ \ 57.2 57.3 .7% sz1 - SYfS BUILDING sg.6 \\ \ \ \?\ \ 57.6 16� FFE = 958.0 563 /\ \ \ \ " \ 1. VEHICLE TRACKING REDUCTION DEVICE, SILT FENCE, AND EXISTING CATCH 56.9 z6% �° csze J : •\ \ `9tS� \ BASIN INLET PROTECTION SHALL BE INSTALLED PRIOR TO GRADING 2.7 1 - ► efi q••\ \ \` \ \` \ -'\' CONSTRUCTION, AND SHALL BE MAINTAINED UNTIL THE SITE HAS BEEN T 57.3 •: e•; • . \ \ \ \-' \ oa\ 56 STABILIZED. I 6 ° G 57 3 ♦ \ \ SILT FENCE • S <__-<---<--_<___<__---<---<___<__ SyY�<�Z-<-__<___<--- --- --- --- -- n 21" RCP ->Y- » » D 1------------------------ --- --- ---<_,_-T-<---<___<___<_--<---<-__<___<__-<--�-- S <---<---<---<---<--r<-\ RIm=9 I11=943.0 I -� t ------ (TVP) • 1 � • 0�- 60.2 a" ____ \ 1 n CONSTRNTUR�4ION 59 .6 • \ 960 CONS TCTION 960 -I- _ _ _ °. °. °. °. °. °. °. ° - I- - ue • • \ I I I _ s 960 < n .� 9 • d OL • • l• •_° mr / _ --bI•-__r-_____ --- 40 - 1 = , __-_____________________I________ ° ___ ----- _____________ _---------LLL°SILTFENCE ___------------------------ -----.ro-------.r°------°-- _°m__-____.m__- ____ .n ___ - ----- --- - ----- ----- ---- _____ _____ t I I 4 ro _ _ _ --- I � (TVP) --- S..i I I I I I I °_ro_-___ ___________________________________________________L__________________ 956.8 .p I I I I V SS9 DIP 5B------------------- Inv(NJ=951.1 Ilnv(5)=952.3 ylnv(5)=950.9 Rim=957.6 ��\ i - 21" RCP V - 27 30" RCP I 0" RCP -»- f _4 57.0 H.P. 57.2 57.6 10" PVC -<---<--_<___<___<_--<---<---<___< _<_--<---<--_<_ _ - » S <__-<---<--_<___<__---<---<___<__ SyY�<�Z-<-__<___<--- --- --- --- -- n 21" RCP ->Y- » » D 1------------------------ --- --- ---<_,_-T-<---<___<___<_--<---<-__<___<__-<--�-- S <---<---<---<---<--r<-\ RIm=9 I11=943.0 I t ------ ___-_______-___. ---------------------==== ROCK 1 n ROCK CONSTRNTUR�4ION O CONS TCTION -I- _ _ _ °. °. °. °. °. °. °. ° - I- - ue . _ ENTRANCE Irrrn 6 95 �-Rim=.1 Rim=957.4----� I=95(N)=952.3 Inv(E950.7 )=949.7 In IE)=948.1 Inv(5)=953.4 [nv(5)=952.7 N 0 a T7.6 . r , G 57.1 • ^� • 6 0°0 • \ `\ \ '�uJ P \ cQ ��\\ 56.8 57.3 57�J • o°a° ° • \ ` ` \ y9� ' \ \ - ` ° �• °� 57 ' p0°o°o°o° \ \x590`\°\ \ '` \ 2. CONTRACTOR SHALL FIELD VERIFY THE LOCATIONS AND ELEVATIONS OF T57.3 \ <. •es7; 56.8 • !' °a • \ V `, g5s s�.1 \ \\ EXISTING UTILITIES PRIOR TO THE START OF GRADING CONSTRUCTION. • b°°°°°°°°°°°a . 56.7 57'2 G57.3 •700000000o0o0oa• \ \ s V\\ F^'�\Nl�ySl oe �� / \ \ I \\, \ 1° \ THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY OF LOT 2 rsza LOT 1 / �� • f0°°°°°°°°°°°°°°a•• \ s� \ ml5er \ 0°a • \ \ \ R� \ DISCREPANCIES OR VARIATIONS FROM THE PLAN. T 57.8 G57.3 - I� __� qn '�' �'�� oO000O000O000Oo�o�• ��",a\ A G 57.3 1 9% T- m • 0 0 0, n r n • \ \ \` // e. F �Z9553 \ I \ 2.1% 56.8 'D'o ° �,. • i \ \1__� t - 1 \ fNSTALLSILTFENCEAFTER- ) \ \ "111 \ \ 3. CONTRACTOR SHALL STRIP, STOCKPILE AND RESPREAD SUFFICIENT s6.o » » > » • a�° ° BASIN CONSTRUCTION 1 : \/ E- 'o y \ i TOPSOIL TO PROVIDE A MINIMUM OF 6" OF TOPSOIL OVER ALL DISTURBED PROPOSED TIP-OUTC RB 7.2 56.5 • Ao°o°o ' YP _ \ \ o 0 0 ofT. )„ A BUILDING (Tv 4) ° °o 0 0°0 (� I AI vu A AREAS THAT WILL BE SODDED, SEEDED OR LANDSCAPED. FIFE = 958.0 1 57.5 00°0°0°0°0°0°0°0°o°o°e' • ` / \ \\ 57.1 57.5 a,• poo 0 0 0 9 0 0 00o00n-- /\ : \ I 9 - k Ir \�9 rl T57.g 21%>.p� • o°o°o°o 00 of a o o°o°) ( l //� /\ �' yA /�\ 4. ALL DISTURBED AREAS MUST BE STABILIZED WITHIN 7 CALENDARS DAYS G 57.8 , 156.6 .5 • • 0000000000±0°000000 f • � 'V i°(- �� \ / \ •° 56.q . 6° 0°� `' . sa1 \ ' \ ,\ AFTER LAND -DISTURBING WORK HAS TEMPORARILY OR PERMANENTLY v � •!°°°o°0°°°000X0 1 q4o0ago� �m ae 'l�E/\� Jy \ \ T 57.8' / G5, .3 \57.5�SZ3; J \,%� \ K CEASED. a °•\ •A ,�oN°oboo°o°o°f9'' • \� \\/� 56.9 ° • 56.71 8 57.4 57.2 60000000o0oo Tyg9.fi ono 950a • • • •/ 3e :' \ \ y Dte \ • \ �� 57.2 s6.8 5712 • 56.9 • /'r -'.i,>9 y • • • • • • 652 5. ALL SLOPES EQUAL TO OR STEEPER THAN 3:1 SHALL HAVE MNDOT CAT.1 56.8 ° 4 ° •�J •• h s617 • • • • 954 �• •!= ' `• y EROSION CONTROL BLANKET AND SEED, OR APPROVED EQUAL. 57.0 1 •x 57.4 / S• • \� --- \ 57.1 57.1 i� 956 --- •-' i"\ / \\'�/ / \ o - --- + ; 6. STOCKPILES SHALL BE STABILIZED WITHIN 7 DAYS OF ROUGH GRADING OR 56. 'e 56.6 56.5 �'I \ 56.a • • • • ,5 - , 56 a &\/ •\ / \ \------� \ INACTIVITY. 56.4 0.6% 56.1\ 6.5 I1.0% - - EOF - • • • • _ % �� _.:�- -__-56.2 - ••••••••• �,-i /�\'.� t�151��d�\ °•\"'___\' \ 56.5 �- --- - -�---- •'-•�- -- -____ �v� ____�__ Si6�� ' `°\ _ ��O a � �>'' `>� - -r-'r y,�--gym ••• •••••••••••••••••••••••••••••� _� 55.8 -- 1 la^ RCP ,s 0 J SILT FENCE° - -- -- SS7 Inv=950 In (W)=950.10/..\ 24a DItD _ _ -----I-----I-----I-----I-----I-----I-----I-----I-----I-_� --L- .= =-1za---P-11--1-�1__ v - y� \ RCF Rlm-- �// 10" PVC EOF 55.7 \ \ __ _ - �- lD" RIm=956.4 ^ -C InvM)=950.9 CHELSEA ROAD W _____�__ -- =L7=-=�F=F -- ____-__ Inv(E)=945.] --- _ \ \ \ \ / \ 0 25 50 100 \ y / / \ < SCALE IN FEET > / m:�i O Lmn U Lo 0 Z O o0 Z 00 Y U O � Lu - w Lr) ~ N (n N Z O O cy) Z I - of N W > Ln 0 J w oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: Gam' e 1 . DATE: 01/08/24 LIC #: 45889 m N co 0 0 W Q 0 W cn Ln N Z O / Lu = , N M -4 6 %6 r--� / / / / m:�i O Lmn U Lo 0 Z O o0 Z 00 Y U O � Lu - w Lr) ~ N (n N Z O O cy) Z I - of N W > Ln 0 J w oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: Gam' e 1 . DATE: 01/08/24 LIC #: 45889 m N co 0 0 W Q 0 W cn Ln N Z O Lu = , N M -4 6 %6 r--� m W Z O L0 ♦' N V Ln LLIJ J Z) �/) N M Y N W Ln Z Z< OW Q U Z Z_ Q � � > W _ W lm r - CD 1 ` PPIA W Q Z J LLI Qa ob p C Z a CD Q L!) o z Z W O J J W c _U m Z O SHEET NUMBER C4.1 N 0 I -7- % 7s° - - - - - - - - - - - 960- - - - - - - - - - - - - - - - - - - - - ->- - - - - - -\ \ \ \\ 1 \ \ ell J ` \:T A., 1 \ SILT FENCE 9s, \ X63.0 \\ •�°o°�• °° I / \ `\ ` \ \\ 965106 \ °�` • -' o ° • 0 15 30 60 lz I' o� v I o h 960 96 A \ VIA • - o0 v < SCALE IN FEET > • �•I o°��� FUTURE •I o� BUILDING FUTURE ; oo' . FFE _ ±961.0 I BUILDING •Lo °'0°�, I FFE _ ±960.0 .I J* •� ;ooh• I y y � \ \ \\ `\ � \\s \\\\ � \\ • oq• \ \ 6 °\ \ \ d / •I ?oo�• 960 _T6_ n 6- U 1 \ \ •I o°o I• 960 •I-' o�� LOT 7 LOT 8 \ A INFILTRATION BASIN 20P OUT EL EL = 953.7 100 YRoHOWo y: 56.7 1 \ \ \\ \ ° LL SILT FENCE AFTER • O ° q • ASIN CONSTRUCTION ,b)°OOhp (TYP) o o • \ \ \ \ \ / LIN, 00 •h \\ \ 591 \ \s \ ° \\\ \ o'• "'o� ° y\\ \ \\ oq • \\ \ ° \ �I o0d•v\X4 \ Ln i • h \ \ xol g5S 956 958 Alk 1 10\ \\\ \ w' 958 e e\\ ; `sO 57.8° � \ 7.0 56.9 \\ \ s a \ 58.5 958 57.2 1.2°i° 57. 1.1 % 57.2 56.7 56.4 0.6°i° 56.7 0.6°i° \ < < < < < < < < < < < 58.9 57.6 58.0 57.6 57.1 L.P. 57.1 ° 56.8 A n 57.5 5_5 °° ° \ \ \ ` \ \ 960 \ \ 0.61), 58.5 p g58 0-- 57.2 57-.2- 0 _ � -56.Z 0.6% e e a 56.4 57.056.5 \ \ s \ \ \ 57.4 57.4 - II T 57.8 56.9 56.7 ° 56.7 5i. G 57.3 o T 57.8 57.6 n 57.0 56.5 'y 56.5 o G 57.8 57.2 57.2 \\ \ ° I 56.1 I • PROPOSED 56. \ \ \ ' \`\ \ 57.2 57.3 ° 57.1 5 \ \ \ s° ��` \ 7/° 0) ° BUILDING 5�i.6 \ \ \ \ \\`\ \ 57.6 1.� I FFE = 958.0 ° a °56.3 N ° J \ o -I 56.9<2.6% n i ° T 57.8 • • • \ 10 w G 57.8 k / • 0 \ LOT 4 7.7 � 56.a> °�• \ \ \ \\\ T 57.3 - 7. ° Q °56 \ L 0 T 3 ^ ° o `�� G 57.3 56.6 + « e ° • QeQ\o� • ° O ' \ `\\ q \ J� \ / / L/ \ T 7.6 ° ° °, G 57.1GQ LLi 56.8 57.3 57=7 e \ ^ /��eao 960 f o ° a • 57.1 • 6°0°o°_orK->, • 59.0\ \ \ J�\ /LL// moi, WII, T57.3 \ < °57. 56.8 •�000000000 :.�•\\ 5a5 Z L/� �J O o O o o ° 9 51 L \ �f <� 56.7 G 57.3 •� 56.6 56.8 57 e ° 57.2 0 0 0 0 0 0 0 • L/ / \ I- ° O O O O O O O O • \ \ ' \ r SZPI �l/L m p� • o 0 0 0 0 0 o dl \ \ ° vl5 960 L O T 2 T57.8 LOT 1 �o °°°°°°°°°°°°°°°° \ \ I L/ \ ° G 57.3 / b hV hR qy o000000000000000� • \ \ \\ 15oRCP\ L �3 \ T 57.8 \ h q• 0 0 0 0 0 0 0 0 0� • \ 5 G57.3 ° q ° • 0 0 0 0 0 0 0 0 0 0 �\ 9 - S 0 0 0 0 0 0 o m 5� 2.1 /° b, 0000.0000 0 0 0 0 0 0 » 6.8 • Vq�000 Ii���Ik�46R3P'rw * ) o ° 56.0 » > • 00000 000 • / PROPOSED » 7.2 ° °°°°°�A°°°° T FUTURE TIP -OUT C RB 56.5 • F o 0 0 (�p) o 0 o 0 0 0 o a• 0 0 0 0 0 0 0 0 0 0 0 0 s e• crylll�) O O O O O o O O O O O O O� o \ \\ o o s ° ^ e BUILDING 57.5 0°0°0°0°0°0 / BUILDING a FFE 958.0 °°° • rn • 0 0 0 0 0 0 0 0 08000806 FUTURE FFE _ ±960.5 57.1 57.5 1 °\° • boo 00�B�o00oo O • \ P ° 157.8 °° 21 0 0 0 0 0 0 00 00 d p• 0 0 0 0 o�13L�a949qq,� o 0 0 0 o 1 BUIL I N G G 57.8 56.6 5 .5 0 0 0 o o �Ug k' c� 0 0 0 0 • �k.2 �/, \ - �/ \ .� 0 0 0 0 0 0 0 0 odo o J ,� 0 0 0 0 0 � 0 0 0 0 , FFE _ _ 61.0 ��J °° 56. • o°o°o°o°o R a �°o°o° °o° • a � � E i H.P. T 57.8 �� • 0 0 0 0 0 0 0 0 x ° 0 0 0 0 0 0 0 0 57.0 57,2 e • 0 0 0 0 0 0 0 0 0 0 0 i ° i J 57.6 �� G 57.3 57.5 /° ° ° 0 0 0 0 0 0 0� 0 0 0 0 0 0 • • \ 1° • 57.3 i s v 57.5 1 ` $ \ •°o°o°o°o°o°o°o°o°o° Z • •� H[] °� • '1 e 57.4 57.2 0°0°0°0°0°0° �°�° 50 • • �' ep JJ • Qo000.000000 949.6;*,.• • • \ / \ 2 O� e 56.9 ° 56.7 9 • \ \ \ / \ 57.2 56.8 57112 ° ° 56.9 • �o o�o°S • • • 952 / ° • u� o , / / JJ / / \ ° 56.8 a •: • • •� 4 �• d� 56.9 j\ � I IP 960 0 lIol 56.17 •x 57.4 95 • •1 , u��I 57.0 /i / 956 I • • J j 4 / / / / 's \ / /\ JJ 1 h J, W 1 \ 57.1 57.1 \ i a \ 1 _ ' �9° 56.6 56.5 1 • % 56.8 _ _ • • • S6. S 1 6 / i\/ \ /�/ ' °FEO E:l 56.1 • o • • • //' S9 / \� \ 56.4 0� 56.1 F- 56.5 56.2 • • • • • •__--% U� �Z�l� �cy\� ��/ 7 - - - • _ - ufo i \� a / a /-7 960 < I 56.3 56.9 . 56.5 _ -- _ - - - - •�- _/ _ 77/ / f� F % ufa uin- ufa- ufo ufo ufo iii 2 0 uto ufo ufo ufo uTo o �-u} ufo - i - ufs _ufa- ufo- ufo - 7xfo ufa --�Taf� _ u -fa ufo U ufo ufo _ufQ _�-9_ --ufo ufo � ___- �`� �; Ufo �� i %�� �^ /\ A /i / -'r l 5�. �lj- a l - - ufo _ 4 \ % / 9' Q o /7�/ ~ I V - -3F- - • •°• • 9�6 • • • • • • • • • • • • • • • • • • • • • • • • • •S•�• • • �� t--- - --__-_�-- - __ aX77 / • • • • • • • • • • • • • • • • •V• • • • • • • •-• • • • • • • • • • • • • • U _--------- -_- =-- ufo ufo 579- ---------- _---__-_I_-- //yam ----- ---as--- u, -_J S S - �� _ o ufo ufo ufo ufo ufo ufo ufo ufo S�fR ufo ufo ufo ufo �+ ufo uto S6� 8 ° 5 �#f�� --� ufo ufo ufo --- ufo- uo --- _-- __( _ --�-- Q J I e J f u �-uia RCP ufo ufo #e� ' o�u / 6O 18 54 -� _----- - - - - - - ___ - Inv W)-949 - Q 49"9 6I _ --- a _ --------��------------------ -- 954.7 -_- - _ _ Rim= In ( - _ NCE ° a a =___-- \ o --------------- -------------------Inv(N)=950-2 _________________ _ �------------------------------------------------------- - --- --- _--- ____________---- Rim- Inv(N)- = P a4 0 --------------�------------------- - ° _954.7 _950.2 I v S) \� - S�LTFE _ / / 77 ------ ----� --°- Inv=950.3 E=950.2 --�_'_ i SS1 Inv( a � � a D 5 57.3 1 Rim=956.8 55.6 I SS9 Rim=955.6 55`1 nv(N)-9so_1 _-====a / 24" DIP _ / 7 {im=g55 0 \ / -----I-----I --I- IlTnvzTVr93L.�I-----I --I-- I -----I--- I-----I-----I----�I Inv(N) I----I-----I-----I-----I-----I-----I-----I-----�----------Ia-- s�Z�- -� Inv(M=_940., / ( ) V Inv 5 =951.2 _ 7 n \\ I Inv S =952.3 -_--_-- -_- 7 - `� V ( ) Rim=957.6 - a V / __ 6^RCi IIv(E 49•E V � i- 21"RCP---------- 4a a / - � i/ v(S)'9 ------------------------------------------------ __ 27" RCP ��-� 30" RCP I ---a ° a 33JRCP ° ___ _ //7 D -->>--->>---> D -- - >---»--->>--->>---»---»-- »- -»- »---»---» D -»-->>---»�--»---»- �» 4-->�---»--->>--->>--->>--->>--- >---»-ems- - D - �=Y� ->>--- --\ - Z /� / 36" RCP `- __-- r\ \\\ now V� /\ / V 5�9 Rim - /� \ i I/ ,L .\m�9 NN 0 Inv=941.2 - --- --- \ _ 10' Pvc fi \ I- t- 10° Pvc i n Rim -956.3 I i i I Inv=943.0 I \\ EOF I\ \ \ _ _-_G - _ X10„ PNCC \\ \A L/ 557 \ / nROCK _- Rim=956.4 I - , CONSTRUCTION Inv(N)=950.9 CHELSEA ROAD W ENTRANCE Inv(E)=945.7------- I-- -< / Lie ue ue a ue ue ue ue ue ue ue ue ue ue ue ue I uI ue ue - Inv(S)=951.1 i \ \-<� \ ------- ue --Rim=957.4 Inv(N)=952.3 I I \ znn ff M E9 O Z 0 N Z U z 2 wY O o Z Y 0 O U U % ~ W - L (n N N Z O oM ol zr Lu >� O J - W F- 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 NAME: JOSEPH T RADACH PE SIGNATURE:!� -I . DATE: 01/08/24 LIC #: 45889 N 00 0 0 Q O W Z) N U) Z O Lu = � N M -4 Lo v0 r-� Lu Z O N V Lr) J � J Z) Lo �// � N co 'tr1 N W Ln Zai 0 w Q U Z (n Z - = Lu Lu 0 CD II � or 's■ SHEET NUMBER C4.2 L58.7 611 - - S9. S S90 S9. S SB4 SB. 4 SB.2 S9.0 59.0 S79 -x = " •�• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • _ - - - - - - - - - - - - - - - - - - - - - - - - - -- --------- 960--- >_7 ---- ' 960 960 SILT FENCE • 1 / I • • • 1 (TYP) I � •�oo�• 1 / ' SILT FENCE •�°ooq• o • (TYP) o d • b ° n • ;° 960 • rn •o°C I• o 0 15 30 60 , N;bo- ISN FUTURE • I • °•boy I�� BUILDING FUTURE <SCALE IN FEET> II •`r?>°c L? F I I �� ° y• FFE _ ±961.0 I BUILDING •°,off, i• I FFE _ ±960.0 • • Io ° is _ 960 •b I. ��� •boy I' I - FUTURE •kpo 1� •poi 960 • BUILDING •bo • FFE _ ±961.5 LOT 7 LOT 8 INFILTRATION BASIN 20P ' rn BTM EL = 950.5 • I - - • 1 y OUT H = 95 • I I 100 YR WL 95 1956.7 I / • I •�U�°q• I �y0 • • I° I •° • INSTALL SILT FENCE AFTER p LOT 6 BASIN CONSTRUCTION [1 0 o I �I I �•�c I I I I � •bo , I � 1 I 19 19 �z M 1.1 r-0 u cy, O z U Lo 0 N Z U 2O C H 0Y = Z Y O O U LL U Lu - L Z N N O oM zr w c'� >%.o u') 01 J w r 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 NAME: JOSEPH T RADACH PE SIGNATURE: G�o a _I /- DATE: 01/08/24 LIC #: 45889 } • I 9yg / m • 960 00 CD / • • 60. - -� -� 56.4 O i6 i6 0 ° 95 ° 5 ° 57.2 56.7 ° /c60 • 1.2 i° 60.0 960 58.5 B 57.2 1.2 i° 1.1 i° • 60, 60. 60.4 58.9 57.6 58.0 57.6 57.1 L.P. Q • -- -- -- - -- --- -- -- -- -- -- -- -- -- 56.8 V O / •I w A Z) • 960 ° ° 58.5 0.6°i° 95S 0.6°i° 57.2 0.6°i° Z 0.6°i 56.4 57.n c/) 4 60. 0 0 �7 2 - �n • Wo V 60.2 57.4 �r4- • Z 56.9 56.7 56.7 � • 6D.4 I 57.6 n 57.0 56.5 y 56.5 O • 60. 60. P I 57.2 57.2 > • I V Lu 960 n ° 57.2 57.3 ° ° 57.1 56.1 5� x c�i ri :ri ri • \ ° 0 57.6 0.7 �° 16� rn • , -1 I • a �o o "" 1° 56.9 2 6% n • LOT 4 7.7 • gg,, �y n T 57.3 7• :I LOT 5 I LOT 3 ° 56.8 57.3 5 G57.3 56.6 1 • ° 960 W ° ° \ J Z M •L.P. T 57.3 • 59. 59. '956.7 56.6 57 56.8 5� 2 G 57.3 c/)• \ << • FUTURE 960 ° ° ° LOT 2 T 57 8 \ N � � ' BUILDING \ ° ° 1 G 57.3 > z T 57.8 I o I ° ° � Z a i • I �� FFE _ ±961.5 I G 57.3 0LU/.> • =�J 2 1 9°i° O 0 Q o� ° 56.0 »� (n z Z •I - o PROPOSED _ a o • FUTURE �� \ ' °; TIP -OUT C RB >\ = w • e �� Q e BUILDING 57.5 (� ) / W • BUILDINGFFE = 958.0 �1 p • FI URE FFE _ ±960.5 57.1 57.5 1 ° T 57.8 °° 2 % 56.6 5 .5 ' 6- BUILDING "� G 57.8 e • I \ 1 FFE _ ±961.0 H.P. T 57.8 i 56. 57.0 57.2 J�' 57.5 °\° \ \ \ \ 57.6 57.5 G 57.3 ° °• 11 7 ° 8 I z a J • o \ m e 56.9 56.7 O • \ °° \ • 60.5 60.1 \ \ ° 57.2 56.8 5 2Q 56.8 J \960 0 0b 56.17 57.0 Z SILT FENCE • mo O I rn O • I 596 60.2 �\ 0 \ 1• % Q (TYP) b I 9, 56.6 56.5 1 • I h� \ 960 960 \ ' rn 6'• - =�69- - �I �_ L-1 960 < U I 5 b 56.4 0 56.1 - = 56.5 - - - - a - - a 56.3 = W H _ I - I _ Lii O ufo ufo ufo ufo 1�fo� ufc� u o -Iu-:o - ° ° uSoJ a I ufo ufo ufo ufo r ufo ufo _ _'fo ufe ufa ufo � f� Io -Ufa ufa uir� ufn ufo ufo oto du o u o u� ufo ufo ufo oo o �Tu ufo a ufo ufo �f tifo ufa =zaf� = u-ia ufo 0 ufo ufo : r Lu ------------- --- V !�-------------------- V_••• • • • • • • • • • • • • • • • •V• • • • • • • •-• "� • • • • • • • • • •597 59.4 59.2 V - - - - - ------------------ - 96 ------------ -fo -- V • 1 � z JEo ufo ufo ufo ufo ufo ufo ufo � _ U � - rt#e - vfo- - ufo ufo ufo ufo ufo - - - - - � 57.9 f _-- - ufo' ufo ufa ufo ufo ufo uI ufo I Info ufo ufo ufo _ R T _ ----- -- V �_ - - - - _ _ o ufo ufo ufo ufo ufo ufo ufo ufo S�J ufo ufo ufo ufo = t ufo ufo ufo -� / - - - - - - - - - - _ _ - - - _ w 569 V. $ e� 5 560 ���-R�fo y W V SILT FENCE ------- V I V ---------------- ---=- - Q LLI > O ----------------- _ _ V L� (TYP) _V ---------------- - r --Rim=954.7 °-------- - - - -------------- _ _____________--_---____________----___--- -___---________ �------- - --- o----_--�_- --- I----- = -_ ---- - - _= SS.1 Inv=950.3 Inv(E)-950.2 W _ - ----- --- - ---- J� _---- -- - ---- 57.3 I - ---- Rim=956.8 56.6 -- -- - SS9 Rim=955.6 55`1 n�(W)_g50.1 c 1 U r -----T S99 -T --- 59724"DIP - ----- - 592V - 1-----1--I Rim=95 .7IITnv�IVr932.�I-----I- -I-- -I-- -I-- -I-I-----I-----�I Inv_";;:_ 1.3 I-I-----I-----I-----I-----I-----1-----I-----fi-=---1==-- --� C� I I Inv(N)=951.1 IInv(S)=952.3 _ V I Inv(S)=951.2 a 1"I Rim=957.6 �� _ ___ _ _ _ _ _______________________ v M VInV(S)=950.9 V 21" RCP V Q° a W z V - 27" RCP �/ 30" RCP ------------------ a a I _ D -->>--->>---» D -- - >---»---»---»---»---»-- »- -»- >>--->>--->> D »--»---»�--» --» -»�-->-->i--->>--->>--->>--->> >33�RCP Liz, 7 �---------- -� ---------------------- - - - - - - G 10" PVC Inv=941.9 I 30" RCP>]_ - n \\ I V n \ <---<---<---<---<---<---<---<--<---<---<-- S <---<---<---<--�o<---<---<--=�5'--< _-<---<--- --- --- --- --- --- -- - - ------<---<---<---<---<---< S <---<---<---<---GA \ r.- -<---<---<---< <-<---<---<---<---<---<---<---<--<---<---<- Q n V _ ]> 10" PVC \ I t \ 10" PVC -»---»---»---»---»---»---»--- ---»---»---»---»---»21" RCP »---» D --» I 1 I /\ Rim=956.3 I \ li Inv=943.0 \ EOF --------------------------- --- ---_ 55.7 -- ___=-\ --- i ----__=�__� ---------- ____i I ROCK Rim956.4 ROCK CONSTRUCTION Inv(N)=950.9 CHELSEA ROAD W Inv(E)=945.7 CONSTRUCTION I ue ue ue ue ue ue ue ue u ue ue ue ue ue ue ue ue ue ue ue ue I u ue ENTRANCE O-945.7 I \ -ENTRANCE- ue ue ue ue u¢ ue ue - ue ue - Ue -1- ue \\ I j - Inv(S)=951.1 I SHEET NUMBER �--Rim=957.4 I -- Rim=958.1 Inv(N)=952.3 I /I • Inv(N)=950.7 _ _ _._ i 4 �� 560 S95 590 -Sd5 .:194 ••\<•••••••••••••••••••••••••••••••••••••••••••••••••••••Z••••••••• 9 •••••iirTiTiTTiiTriiiTi i • / • E • • • • • • INSTALL SILT FENCE PERIMETER CONTROL INTERSTATE 94 INSTALL SILT FENCE PERIMETER CONTROL 5d2 INSTALL VEHICLE INSTALL VEHICLE : TRACKING PAD TRACKING PAD Z \• • 0 • ' d -ufo --ufo "ufo Jifo� ufv-� ufo -97 ------------ -ufo 9ufo fo ufo uf-o -- ufo ufo ufo —v u-fo --I-fo �2vv---- -- - ---- - rcl- -------u ufo ufo • •ufo �°••Gufo ufo uo uT° -- T ••Y. ••- u� ---•u•�• Al-.ufo �r••-•-ur-•••a t—•••f•o- •-.te.r°-..-.te.a .••ufs.- .. -------- VI • • = , N M • in D r--� • • • • • 5d2 ufoI ________________________------------------------ ---------- - _---- ufo ufo _ - - -- -- 6fo uT ufo ufo I _ - -- - ---- -- M. u� — o ufo uf9 ufo uf° ufo of ufo - ---_ -__ o ufo ufo ufo ° ufo ufa ufo ufa ufo _ o yfo uta ufo ufo �- ufo � of �� ° o m�— 566 V ___________________ V _-----__________---- V -- ----------r�----- -- I ----T - �-I----I-----I -_- .�9 24 DIP so2V 95i. �r952 I I----I-----I-----I---�-I-----I-----I---� V(5)=952.3 1-(N)=951.1 _ V Vlnv(5)=950.9 Rim=95.8 V �� ,� -21" RCP V Inv=948.8 2]" RCP V-_/ 30" RCP D --» --»-- D -->�- >» ->>--»---»---» -»-- »---»---»---» - > I n I V 10"PVC =941.9 30'0.CP»— <---< ----- —)>— I .3 —>>--->>>>>> --------->>--->>--->>--->>--->>--->>—i—»---»21"RCP---> —» D i i I lovRIm-956=943.6 � I I ue uk a ue — ue ue ue ue ue u¢ ue °o � ue —r ue ue ue ue ue ue ue ue I e ue ue � ue ue ue ue ue ue ue ue i ud ue I I ��-- ---Rim=958.1 --RIm=957.4 Inv(N)=950.] [nv(N)=952.3 Inv(E)=949.] InvIEj=948.1 Inv(5)=953.4 I INSTALL INLET � IINSTALL PROTECT ON � I INP TALLINLET PROTECTION PROTECTION O LEGEND EXISTING PROPOSED Ug ufo ohu SEE SURVEY I I I I I � StA Z9 �,\ E \O\mo IN \\ wm\El'9g605 � \ / \ \ \ \ \ \ \ ;\ \\\ \ \ \ \I NJ \ \\ \ \ NNNN\ \ \\ "\ \ \ 1 \ \ `591\ \ I \ \ NN N,OD \ U) 4 m NN \ \\ P \ \ \ \\\ 1 \ INSTALL SILT FENCE 1 \ PERIMETER CONTROL I \ \ I I \ I \J \\ ~-° INSTALL INLET Ism I\ \ � \ �\ PROTECTION \ i0��p80 \;'(OO /\ \ \ • \ \ -- •�°•, .NJ' .kms%�// / \\ /\// \JJ \ • • • • • °565 6.\� \/ \ _ - - - - - • • �• • '_' • •- \, _ „a - -„rte r=ef - I '.'�=- ev -9rr - gra ufo � u °fo �lrl-•-Sgri3}�i__ _ _�____ =-�r° /_ \ ____>_ \F' '^ � j,/\�/�O ,,r�� � -7- •_ All- _ a / \ / -------------------__------_______---- _ - - —- Rim=95q ] ------------ ,SS4 SS1 Inv=960 � Inv(E)= -----------------------------------I --- 4° -Inv( -501- U >>--->>-»--->> A A t--K---<m^ ovc<---<---<---G---G---G---<---G---<- n RIm=956.4 Inv(N)=950CHELSEA ROAD W . Inv(E)=945.]9 Inv(5)=951.1 INSTALL INLET PROTECTION D k�m N� y48.8 -D= V 6"— --- \ l _<� \ \ 549 RIm- 55.1 _ —<— \\ < < < G'\[j1\-yam 1 zr- 95S q9 A \ \ 0.mlNl /gp20 Vnv �¢1' qd9. \ � \ \ \ / / \ SEE SURVEY -- 960-- --- 958 --- OD.O x 0 0 �® 1•„ 0,4 960 958 00.0 x PROPERTY LINE EASEMENT LINE BITUMINOUS PAVEMENT CONCRETE PAVEMENT CURB LINE SANITARY SEWER WATER MAIN STORM SEWER UNDERGROUND ELECTRIC UNDERGROUND GAS UNDERGROUND FIBER OVERHEAD UTILITY SANITARY MANHOLE STORM CATCH BASIN STORM MANHOLE STORM FLARED END SECTION HYDRANT GATE VALVE OTHER SYMBOLS 10'CONTOUR 2'CONTOUR SPOT ELEVATION (CURB ELEVATIONS ARE TO GUTTER LINE) SILT FENCE RIPRAP 0 25 50 100 < SCALE IN FEET > CALL BEFORE YOU DIG Know what's below. Call before you dig. m� umj U Lo 0 Z U o0 Z 00 Y U O � LU — w U0 ~ N N N Z p O ch Z I - of N w > U0 � J L-1 W F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: � I . DATE: 01/08/24 LIC #: 45889 m N o 0 0 ui Q 0 w cn cn U) INSTALL VEHICLE INSTALL VEHICLE : TRACKING PAD TRACKING PAD Z \• • 0 • ' d -ufo --ufo "ufo Jifo� ufv-� ufo -97 ------------ -ufo 9ufo fo ufo uf-o -- ufo ufo ufo —v u-fo --I-fo �2vv---- -- - ---- - rcl- -------u ufo ufo • •ufo �°••Gufo ufo uo uT° -- T ••Y. ••- u� ---•u•�• Al-.ufo �r••-•-ur-•••a t—•••f•o- •-.te.r°-..-.te.a .••ufs.- .. -------- VI ufoI ________________________------------------------ ---------- - _---- ufo ufo _ - - -- -- 6fo uT ufo ufo I _ - -- - ---- -- M. u� — o ufo uf9 ufo uf° ufo of ufo - ---_ -__ o ufo ufo ufo ° ufo ufa ufo ufa ufo _ o yfo uta ufo ufo �- ufo � of �� ° o m�— 566 V ___________________ V _-----__________---- V -- ----------r�----- -- I ----T - �-I----I-----I -_- .�9 24 DIP so2V 95i. �r952 I I----I-----I-----I---�-I-----I-----I---� V(5)=952.3 1-(N)=951.1 _ V Vlnv(5)=950.9 Rim=95.8 V �� ,� -21" RCP V Inv=948.8 2]" RCP V-_/ 30" RCP D --» --»-- D -->�- >» ->>--»---»---» -»-- »---»---»---» - > I n I V 10"PVC =941.9 30'0.CP»— <---< ----- —)>— I .3 —>>--->>>>>> --------->>--->>--->>--->>--->>--->>—i—»---»21"RCP---> —» D i i I lovRIm-956=943.6 � I I ue uk a ue — ue ue ue ue ue u¢ ue °o � ue —r ue ue ue ue ue ue ue ue I e ue ue � ue ue ue ue ue ue ue ue i ud ue I I ��-- ---Rim=958.1 --RIm=957.4 Inv(N)=950.] [nv(N)=952.3 Inv(E)=949.] InvIEj=948.1 Inv(5)=953.4 I INSTALL INLET � IINSTALL PROTECT ON � I INP TALLINLET PROTECTION PROTECTION O LEGEND EXISTING PROPOSED Ug ufo ohu SEE SURVEY I I I I I � StA Z9 �,\ E \O\mo IN \\ wm\El'9g605 � \ / \ \ \ \ \ \ \ ;\ \\\ \ \ \ \I NJ \ \\ \ \ NNNN\ \ \\ "\ \ \ 1 \ \ `591\ \ I \ \ NN N,OD \ U) 4 m NN \ \\ P \ \ \ \\\ 1 \ INSTALL SILT FENCE 1 \ PERIMETER CONTROL I \ \ I I \ I \J \\ ~-° INSTALL INLET Ism I\ \ � \ �\ PROTECTION \ i0��p80 \;'(OO /\ \ \ • \ \ -- •�°•, .NJ' .kms%�// / \\ /\// \JJ \ • • • • • °565 6.\� \/ \ _ - - - - - • • �• • '_' • •- \, _ „a - -„rte r=ef - I '.'�=- ev -9rr - gra ufo � u °fo �lrl-•-Sgri3}�i__ _ _�____ =-�r° /_ \ ____>_ \F' '^ � j,/\�/�O ,,r�� � -7- •_ All- _ a / \ / -------------------__------_______---- _ - - —- Rim=95q ] ------------ ,SS4 SS1 Inv=960 � Inv(E)= -----------------------------------I --- 4° -Inv( -501- U >>--->>-»--->> A A t--K---<m^ ovc<---<---<---G---G---G---<---G---<- n RIm=956.4 Inv(N)=950CHELSEA ROAD W . Inv(E)=945.]9 Inv(5)=951.1 INSTALL INLET PROTECTION D k�m N� y48.8 -D= V 6"— --- \ l _<� \ \ 549 RIm- 55.1 _ —<— \\ < < < G'\[j1\-yam 1 zr- 95S q9 A \ \ 0.mlNl /gp20 Vnv �¢1' qd9. \ � \ \ \ / / \ SEE SURVEY -- 960-- --- 958 --- OD.O x 0 0 �® 1•„ 0,4 960 958 00.0 x PROPERTY LINE EASEMENT LINE BITUMINOUS PAVEMENT CONCRETE PAVEMENT CURB LINE SANITARY SEWER WATER MAIN STORM SEWER UNDERGROUND ELECTRIC UNDERGROUND GAS UNDERGROUND FIBER OVERHEAD UTILITY SANITARY MANHOLE STORM CATCH BASIN STORM MANHOLE STORM FLARED END SECTION HYDRANT GATE VALVE OTHER SYMBOLS 10'CONTOUR 2'CONTOUR SPOT ELEVATION (CURB ELEVATIONS ARE TO GUTTER LINE) SILT FENCE RIPRAP 0 25 50 100 < SCALE IN FEET > CALL BEFORE YOU DIG Know what's below. Call before you dig. m� umj U Lo 0 Z U o0 Z 00 Y U O � LU — w U0 ~ N N N Z p O ch Z I - of N w > U0 � J L-1 W F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: � I . DATE: 01/08/24 LIC #: 45889 m N o 0 0 ui Q 0 w cn cn U) Z 0 LU = , N M -4 in D r--� m LU Z O 1-0 N V L0 LLIJ J Z) cy' �/� N M Y N Lu 1-0 Z a O w — U Z Z I �Q \\ LLLLJ CD Z J M 0 cc — W Z Q O = va Z O W Q Lr) o z Z W O — J cc w c _U m Z O SHEET NUMBER C5.1 S95 • ------------ • • 960 •I PROTECT INFILTRATION BASIN FROM SEDIMENTATION. INSTALL SILT FENCE AROUND BASIN IMMEDIATELY AFTER EXCAVATION. SILT FENCE -960- INSTALL 60 EILI LOT 6 INSTALL SILT FENCE AFTER BASIN CONSTRUCTION (TyP) • 960 U / •L J ................. O • 60.E1.2% 9 -- ---� --- - <-<[60 < 6p < < 60. 60. 60.4 / • 4? •I I I I I I I I I I • I 15 960 0.6%� -- ------ --- - 0.6%,- - -� 160.2 • � I • �-v 6).4 60n •1 •I • o • ql • I I •I I I • I I • P. L 59eq • I I �I • •I I - I • I I • I a PI • I �l 1 I I \ LOT 4 I 960 594 TiT INSTALL SOD OR MNDOT CATEGORY 20 EROSION CONTROL BLANKET & SEED ON BASIN SLOPES IMMEDIATELY AFTER CONSTRUCTION, TYP INTERSTATE 94 960 LOT 7 592 I I I I I I I I 1 I I I I I 06%3,_ -- - 958--------------- 06% � I \ I FI TURE E+5ft IL[ FF"1.0 LOT 3 IN TFUTURE BUILDING FIFE = ±960.5 • I \ • 60.5 \60.1:\ \ j,.• J \ 960 SILT FENCE mP) • I 59.6 60.2 ---- • I \ 9160 960 • U - - - - - - - - - - - - - 960 < - o- ° a ufo ufo ufo ufo ufo � ufo wfo uW ufo- u}o- ��� • �9.� ••••I••••••••••••• •••f°•• •�•• ------ ------------- ° -59d ---- .B - �_� • • • °• • • • • • • • • • • • • • • • • • w• • •- • • ♦-• r • i - ________ -----------------f °f° °r° f ° �- °r °� - 0" PVC ->>--->>--->>--->>---»---»--- ---' ROCK CONSTRUCTION -- ENTM4NCe- MAINTAIN SILT FENCE PERIMETER CONTROL u o u° -ufo u u o - 9 - - - °m °f° V V ° Y° SILT FENCE-�___-f_________--_-_ m ✓-- _________ _______________ ----------- ---,��----- �i 59�V=95). I I----I-----I--- I ----I--- �r=ssa.sl-----I-----I-----I---- I----I-----I-----I--->�1'� �Inv(N)=951.1 �v(5)=952.3 _ _ v1 -(S)=950.9 Rim=957.6 V ' 11" RCP V - 27" RCP _/ 30" RCP I -- - -- -- _ - D --» --»--- D»---»---»---»--->� RIm=958.6 n r I /\ »- =941.9 30" 0.CP>>- - ->Y - V ^ ---<-- S <---<---<---<-- <---<-- �>_=_Ss- <�--<---<--- --- --- --- --- 10„mac --- --r - \----<---<---<---<---<--- <-� S ---<---<---<---<t 21" RCP 7>-- ->>--->>-i->>---»---»---» D 1 RIm=956.3 ' -- -- I I Inv=-- -___ _____ _________ _ ___ fi==� ____________________ -------_ = =�_ =L ________________ ___________ P I ue °e CONSTR FU I - � ° ENTR/ -r °° - °. - °° - u. - °. - �° °. - °° a �� P u° � °< °° °. °° u. - °e - - Oe � °q - - I I ��-- _--Rim=958.1 --Rim=957.4 v(N In)=950.7 [nv(N)=952.3 Inv(E)=949.7 InvIEj=948.1 Inv(S)=953.4 [nv(5)=952.7 I MAINTAIN SILT FENCE I I I i 590 S90 579 • � 677 \+ �-• 1 � SILT FENCE 9 \ \ \x630 `\ E (TyP) 960 \ \ \ \ \ \ yn \ Ge \ \ / FUTURE / BUILDING \ \ \ FFE _ ±960.0 \ \,uJ INSTALL AND MAINTAIN \ \ INLET PROTECTION Lor s \ IMMEDIATELY AFTER \ CONSTRUCTION, TYP \ % 958 956 A \ 11 57.8'0 ` \\ I^ \ - - - - - - - - - - - - - - - - - - - - - 5 . � 57.2 56.7 56.7 57.0 ` `\ 7� 1.2% 1.1% 5 � 0.6% 0.6% .9 \\\ -< < -- < _< <<-<-< - 56.8 < 57.1 Oe� \\\ \ \\\ \\ �\ Sa.a 57.6 �57.'i •° °, � \ \ \\ \\ �, 9\ ,d G PROTECT INFILTRATION I� 57.5 SZS�° \,r BASIN FROM SEDIMENTATION. -X7.2--0�- - - Lf1--56.Z- 0----5 57. \\ `\ � 57.4 - - - 57.4 � � 5 I T 57.8 • � 56.7° 56.7 i G57.3 \\\ \\ \\`\ \\\\ `�' INSTALL SILT FENCE AROUND o T 57.8 572 57.6 57.21 �\ 57.0 56.5 >y 56.5 G57.6 • I \ \5g;\\ `° \\\ BASIN IMMEDIATELY AFTER PROPOSED 56. EXCAVATION. 57.2 57.3 .7% 57.1 6a - 5L-& ; BUILDING 5§.� \ \ `\ `\ \ ��\ sz6 �FFE = 958.0 56.9 2 6% ► ° T 57.8 J • • •\ \ QS n , \Z.7 ► c 57.8 t .56.6. • oO • \ � \ `\ \ \\`\ \\ T 57.3 7. � °� ,-56. Q •\ `\ \\ � \ \ \ � o\ •. \ \ l�\ J L , \ 56.6 / T 7.6. ° _ � °. ow J/ •p ° \ \\ \\ , \ \\ \ � // \ \ r ► : G 57.1 • yop o • \ e\\\\\ \ 5 pc c� \ 56.8 57.3 57�J o b o \ �" ° :57.1 .�°°O°O°O°Oa• \ \ \,,590 T 57.3 < ,57. 56.8 • \ s • \ \\ 58 y1 L 5 .6 600°000°000°a \ 57 56� , 57.2 G 57.3 - \ • 0 0 0 0 0 0 \ \\ / \ \( \\ w �y.95y, \ ��< 5 .7 7 • f(J<1 o0000°000°O°o0°,1 •• \\ \ \ .\\ \\ > \ 1 �E1�995p9 L /� \ I I I I I 0 .'J O O O O O \00\Oo°\Oo° 3\ lnv\5 LOT 2 rs7s I I \ LOT 1 �� fl° q• V A � �° V� � � ' \ G 57.3 / N •y`? ° o� • \ y¢`, \\ so RC \ \ T57.8 I I I_I-\ 0b q� qh tq °°°o°° 0 0000000°0\• \ \ \ l' � 1�_'�P\�;`'�J, ,- gs19 G57.3 q • So 000°000°000°000°oo �\� `'C\ amig5yl 2.1% 1 9% 56 b,o oOo, °c\• \ \ 71� �� tiv _ TfWSTALL SILT FENCE AfT4 I� PROPOSED° " " 7.2 ° �� •o o cBASIN CONSTRUCTION °i • / pal`/x\\ \ L IIII JJ\ IP -OUT C RB 56. • /�0 0 o YP ° • `(I \\ \\ li \ \ I o• BUILDING m � 57.5 0 0 0 0 0 0 0 0 0 0 0 I ,gip \J FFE = 958.0 4 7 •/ o0°O°0°O°0°O°0°O°0°O°0° �• \ m \r ° y r� \ 57.1 0 0 BASIN o 0 00000000qq° • ,y/ ??" , , \ y )�J\\ T 57.8 , 4 2� - .. o� • p°o°0°0°0°0 r", o 0°0°0°0°%°0°� /• \® % \ \'-_ \j / / G 57.8 56.6 5'.5 J \ 000000000A°,,, �qo/f�' ��y��o°o°o°o o°q) ,A <'7� 1 • P °000 o t oxo �o/"b" p00°�o00s • R�`2ddae i \i (\ 57.0 H.P. 57.2 II T 57.8 57.5 'A' • 0000000000000 ��o r �i 'x✓r73 i'� \ ;i' \ / \ 57.6 y� ° 57.5 G57.3 1 ^. / • g II °\ • 6°0°0°0°0°0°0° � I �, • • • \,,•• � H v X / / J /moi \ 56.9 • 56.7 57.4 57.2 • 600000000°°O 949.6., �.: • • • - o /J ��/ \"� \\ \ / / \\\ 14/py/� \ \ I r o0 ° 56.8 /57.2 56.8 S7L2 •. 56.9 : 6V°soas'.� • • • • 952 / •.� \ ��'$'S69 \ / /\ JJ\� h 57.0 56f7 •x 57.4 •�� • 'N� '954 x 57.0 1 \ 571 i 956 mm MAINTAIN VEHICLE PERIMETER CONTROL MAINTAIN VEHICLE TRACKING PAD. SWEEP TRACKING PAD. SWEEP STREET AS NEEDED. STREET AS NEEDED. 1 56.6 57.1 \ _�- ° i \g �-0 56.5 56. Fh- 56.8 - EOF _ _ = � - • • • • •% • • �5° �� N �4R� / i /°/ '' \ j\ �\ \/ � / \J .0�%, �6. 56.2 • • • • • j ufo- ylvi�51� d J 3s_==-5� 564 5 O • b -„r�vra--oaf �0�-err =w>- °fo.1«l-•-S __Ge • °f° °�__�_r=�t° �_ \ -_ \ `'�° i\�/� 55.8 ----__ccr___-Rim_=-_ ------------_-___- =--=====- SfLT_FENCE 77�� \ _ SS4 ,557 my=9so. _ _ Inv(W)=950.1 _ � __-_L- �\ a (TVP) --\L-- °-- � a / 24" DIP 991___==__"-_ 33�1RCP ° _ _____ -- - D-> --- D / M" RCP EOF 5.7 --__ 55.7 \ \\ \\ -=�So. 159.9 CHELSEA ROAD W ---- _____________-__�}-�1===�=____-�\___ \ / 4s.7 - \ L INSTALL SOD OR MNDOT / MAINTAIN INLETnval5l'9p99 \\ \ CATEGORY 20 EROSION \ PROTECTION ON \\ \\ CONTROL BLANKET & EXISTING INLET, \\ \\ SEED ON BASIN SLOPES \ TYP \\ \\ IMMEDIATELY AFTER \ \ CONSTRUCTION, TYP \ / / / \ LEGEND EXISTING PROPOSED -- PROPERTY LINE ----- - EASEMENT LINE ----------------J BITUMINOUS PAVEMENT CONCRETE PAVEMENT __________________ CURB LINE --->--->--->- SANITARY SEWER -----I-----I- WATER MAIN --- »-- STORM SEWER ue .I • Ug UNDERGROUND GAS a 'I I• UNDERGROUND FIBER a OVERHEAD UTILITY SEE SURVEY a SANITARY MANHOLE F9 0 yb°o�•N -I La STORM MANHOLE ® STORM FLARED END SECTION 1 •�0o°d• HYDRANT 0,4 •°°off• SEE SURVEY OTHER SYMBOLS - - 960 - - •I I• 10' CONTOUR --- 958 --- 958 2' CONTOUR •I 1• SPOT ELEVATION <, x .I I. = r- ARE TO GUTTER LINE) M ••••0.00••• SILT FENCE %6 ir--� RIPRAP .I I• •I 0°q• INFILTRATION BASIN 20P BTM EL = 950.5 OUT EL = 953.7 100 YR HWL= 956.7 •I I. • I N• . 1 I I �• O°q•a .I a 7• n P I I •I I• - __ I • 960 U / •L J ................. O • 60.E1.2% 9 -- ---� --- - <-<[60 < 6p < < 60. 60. 60.4 / • 4? •I I I I I I I I I I • I 15 960 0.6%� -- ------ --- - 0.6%,- - -� 160.2 • � I • �-v 6).4 60n •1 •I • o • ql • I I •I I I • I I • P. L 59eq • I I �I • •I I - I • I I • I a PI • I �l 1 I I \ LOT 4 I 960 594 TiT INSTALL SOD OR MNDOT CATEGORY 20 EROSION CONTROL BLANKET & SEED ON BASIN SLOPES IMMEDIATELY AFTER CONSTRUCTION, TYP INTERSTATE 94 960 LOT 7 592 I I I I I I I I 1 I I I I I 06%3,_ -- - 958--------------- 06% � I \ I FI TURE E+5ft IL[ FF"1.0 LOT 3 IN TFUTURE BUILDING FIFE = ±960.5 • I \ • 60.5 \60.1:\ \ j,.• J \ 960 SILT FENCE mP) • I 59.6 60.2 ---- • I \ 9160 960 • U - - - - - - - - - - - - - 960 < - o- ° a ufo ufo ufo ufo ufo � ufo wfo uW ufo- u}o- ��� • �9.� ••••I••••••••••••• •••f°•• •�•• ------ ------------- ° -59d ---- .B - �_� • • • °• • • • • • • • • • • • • • • • • • w• • •- • • ♦-• r • i - ________ -----------------f °f° °r° f ° �- °r °� - 0" PVC ->>--->>--->>--->>---»---»--- ---' ROCK CONSTRUCTION -- ENTM4NCe- MAINTAIN SILT FENCE PERIMETER CONTROL u o u° -ufo u u o - 9 - - - °m °f° V V ° Y° SILT FENCE-�___-f_________--_-_ m ✓-- _________ _______________ ----------- ---,��----- �i 59�V=95). I I----I-----I--- I ----I--- �r=ssa.sl-----I-----I-----I---- I----I-----I-----I--->�1'� �Inv(N)=951.1 �v(5)=952.3 _ _ v1 -(S)=950.9 Rim=957.6 V ' 11" RCP V - 27" RCP _/ 30" RCP I -- - -- -- _ - D --» --»--- D»---»---»---»--->� RIm=958.6 n r I /\ »- =941.9 30" 0.CP>>- - ->Y - V ^ ---<-- S <---<---<---<-- <---<-- �>_=_Ss- <�--<---<--- --- --- --- --- 10„mac --- --r - \----<---<---<---<---<--- <-� S ---<---<---<---<t 21" RCP 7>-- ->>--->>-i->>---»---»---» D 1 RIm=956.3 ' -- -- I I Inv=-- -___ _____ _________ _ ___ fi==� ____________________ -------_ = =�_ =L ________________ ___________ P I ue °e CONSTR FU I - � ° ENTR/ -r °° - °. - °° - u. - °. - �° °. - °° a �� P u° � °< °° °. °° u. - °e - - Oe � °q - - I I ��-- _--Rim=958.1 --Rim=957.4 v(N In)=950.7 [nv(N)=952.3 Inv(E)=949.7 InvIEj=948.1 Inv(S)=953.4 [nv(5)=952.7 I MAINTAIN SILT FENCE I I I i 590 S90 579 • � 677 \+ �-• 1 � SILT FENCE 9 \ \ \x630 `\ E (TyP) 960 \ \ \ \ \ \ yn \ Ge \ \ / FUTURE / BUILDING \ \ \ FFE _ ±960.0 \ \,uJ INSTALL AND MAINTAIN \ \ INLET PROTECTION Lor s \ IMMEDIATELY AFTER \ CONSTRUCTION, TYP \ % 958 956 A \ 11 57.8'0 ` \\ I^ \ - - - - - - - - - - - - - - - - - - - - - 5 . � 57.2 56.7 56.7 57.0 ` `\ 7� 1.2% 1.1% 5 � 0.6% 0.6% .9 \\\ -< < -- < _< <<-<-< - 56.8 < 57.1 Oe� \\\ \ \\\ \\ �\ Sa.a 57.6 �57.'i •° °, � \ \ \\ \\ �, 9\ ,d G PROTECT INFILTRATION I� 57.5 SZS�° \,r BASIN FROM SEDIMENTATION. -X7.2--0�- - - Lf1--56.Z- 0----5 57. \\ `\ � 57.4 - - - 57.4 � � 5 I T 57.8 • � 56.7° 56.7 i G57.3 \\\ \\ \\`\ \\\\ `�' INSTALL SILT FENCE AROUND o T 57.8 572 57.6 57.21 �\ 57.0 56.5 >y 56.5 G57.6 • I \ \5g;\\ `° \\\ BASIN IMMEDIATELY AFTER PROPOSED 56. 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Call before you dig. m:�i 1`O umjU Lo 0 Z O o0 Z 00 Y U O � W - W �U0 ~ N (n N zo O cy) z I - of N W > U0 � J W oo F- I 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 m U) Z O LU = r- N M 6 %6 ir--� m W z O L0 N V L0 J � J Z) cy' N M N LLI Ln z < O LI..I Q - U J zZ v-\+ < LLJ C) -LL lm r - CD 1 ` z J M o_ cc - zcn V = za O W Q Lr) o z Z W O - J W o _U m z O SHEET NUMBER C5.2 PROJECT INFORMATION V' � p q I � {y _ l� PROJECT NAME: BIG RIVER 445 STREET ADDRESS: CHELSEA ROAD & FENNING AVENUE CITY: MONTICELLO COUNTY: WRIGHT STATE: MINNESOTA ZIP CODE: 55362 LAT/LONG: 45.2904,-93.7728 BOUNDARY AREA: 10.000 ACRES EXISTING IMPERVIOUS: 0.026 ACRES POST IMPERVIOUS: 7.500 ACRES NET NEW IMPERVIOUS: 7.474 ACRES DISTURBED AREA: 10.0 ACRES OWNER: DIVISION 25, LLC RESPONSIBLE PARTIES SWPPP DESIGN: JOSEPH RADACH PE TRAINING: DESIGN OF CONSTRUCTION SWPPP, U OF MN (5/26 EXPIRATION) SITE MANAGER: TRAINING: LONG TERM 0&M: DIVISION 25 LLC SWPPP CONTENT THE SWPPP CONTAINS ALL SHEETS WITHIN THE CONSTRUCTION PLAN SET AND INCLUDES THE STORMWATER MANAGEMENT PLAN, INCORPORATED HEREIN BY REFERENCE. IN DEVELOPING THIS SWPPP, THE TEMPORARY AND PERMANENT BMPS WERE DESIGNED BASED ON EXPECTED RAINFALLS OF 3 INCHES IN 24 HOURS DURING CONSTRUCTION, WITH EXTREME EVENTS RANGING FROM 5 TO 7 INCHES IN 24 HOURS. EXISTING CONDITIONS THE SITE IS LOCATED NORTHWEST OF THE INTERSECTION OF CHELSEA ROAD W. AND FENNING AVENUE IN MONTICELLO, WRIGHT COUNTY, MINNESOTA. THE SITE IS BOUNDED ON THE NORTH BY INTERSTATE 94, ON THE EAST BY FENNING AVENUE, ON THE SOUTH BY CHELSEA AVENUE W, AND ON THE WEST BY AGRICULTURAL LAND. THE SITE IS CURRENTLY UNDEVELOPED AND USED FOR AGRICULTURAL PURPOSES. THE PROJECT BOUNDARY CONSISTS OF 10.00 ACRES. THERE IS APPROXIMATELY 0.026 ACRES OF IMPERVIOUS SURFACE WITHIN THE PROJECT BOUNDARY, WHICH CONSISTS OF THE BITUMINOUS TRAIL ALONG CHELSEA ROAD. STORMWATER FROM THE EASTERN PORTION OF THE SITE GENERALLY DRAINS EAST TO A CATCH BASIN LOCATED NORTHWEST OF CHELSEA ROAD AND FENNING AVENUE. STORMWATER FROM THE WESTERN PORTION OF THE SITE EITHER DRAINS NORTH TO THE INTERSTATE 94 RIGHT OF WAY DITCH OR SOUTH TO CHELSEA ROAD. BASED ON CONVERSATIONS WITH THE CITY OF MONTICELLO, CHELSEA ROAD HAS TRUNK STORM SEWER DESIGNED TO RECEIVE STORMWATER FROM THE SITE IN A FULLY DEVELOPED CONDITION. THERE ARE SEVERAL STORM SEWER STUBS TO THE SITE FOR THIS PURPOSE. PROPOSED CONDITIONS DIVISION 25 PLANS ON DEVELOPING THE SITE INTO EIGHT COMMERCIAL LOTS. EACH LOT WILL HAVE A BUILDING WITH PARKING AND DRIVE AREAS. A PRIVATE STREET WILL BE CONSTRUCTED TO ACCESS THE LOTS. PHASE 1 OF THE PROJECT WILL CONSIST OF CONSTRUCTING THE PRIVATE STREET THROUGH THE SITE AND FULL BUILDOUT OF LOTS 1 AND 2. FOR THE PURPOSES OF THIS ANALYSIS, IT IS ASSUMED THAT THE OVERALL PROJECT WILL BE 75 PERCENT IMPERVIOUS. BASED ON THE 10.00 ACRES PROJECT SIZE, THE ANTICIPATED TOTAL IMPERVIOUS AREA FOR THE PROJECT IS 7.500 ACRES. DURING CONSTRUCTION OF THE ENTIRE PROJECT, APPROXIMATELY 10.0 ACRES WILL BE DISTURBED. STORM SEWER WILL BE USED TO COLLECT STORMWATER FROM THE SITE. THE STORM SEWER WILL BE ROUTED TO TWO INFILTRATION BASINS THAT HAVE BEEN SIZED TO PROVIDE VOLUME CONTROL FOR 1.1 INCHES OF RUNOFF FROM THE PROPOSED IMPERVIOUS SURFACES. THE INFILTRATION BASINS WILL DISCHARGE TO THE TRUNK STORM SEWER LOCATED IN CHELSEA ROAD. BASED ON CONVERSATIONS WITH THE CITY OF MONTICELLO, RATE CONTROL IS PROVIDED FOR THE SITE IN A FULLY DEVELOPED CONDITION IN THE REGIONAL PONDS LOCATED EAST OF FENNING AVENUE. SOIL INFORMATION IN JULY OF 2023, CHOSEN VALLEY TESTING DRILLED 14 SOIL BORINGS WITHIN THE SITE. THE BORINGS GENERALLY SHOW ABOUT 12 TO 24 INCHES OF TOPSOIL UNDERLAIN BY POORLY GRADED SAND. THESE SOILS FALL WITHIN THE HYDROLOGIC SOIL GROUP "A". GROUNDWATER WAS NOT OBSERVED IN ANY OF THE BORINGS. SITE CONTAMINATION A PHASE I ENVIRONMENTAL SITE ASSESSMENT WAS COMPLETED ON THE SITE IN AND FOUND NO RECOGNIZED ENVIRONMENTAL CONCERNS. STORMWATER RECEIVING WATERS ALL STORMWATER FROM THE SITE ULTIMATELY DRAINS TO REGIONAL PONDS LOCATED EAST OF FENNING AVENUE. SPECIAL OR IMPAIRED WATERS THE MISSISSIPPI RIVER IS LOCATED APPROXIMATELY 2,500 FEET NORTH OF THE SITE AND IS LISTED AS AN IMPAIRED WATER WITH A CONSTRUCTION RELATED PARAMETER. ADDITIONAL BMPS ARE REQUIRED TO BE IMPLEMENTED AT THE SITE AND ARE AS FOLLOWS: • PERMITTEES MUST IMMEDIATELY INITIATE STABILIZATION OF EXPOSED SOIL AREAS, INCLUDING SOIL STOCKPILES, AND COMPLETE THE STABILIZATION WITHIN SEVEN (7) CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE TEMPORARILY OR PERMANENTLY CEASES. • PERMITTEES MUST PROVIDE A TEMPORARY SEDIMENT BASIN FOR COMMON DRAINAGE LOCATIONS THAT SERVE AN AREA WITH FIVE (5) OR MORE ACRES DISTURBED AT ONE TIME. WETLAND CONSIDERATIONS THERE ARE NO KNOWN WETLANDS ONSITE. PERMANENT STORMWATER MANAGEMENT SYSTEM THE SITE DRAINS TO A REGIONAL STORMWATER TREATMENT SYSTEM THAT WAS SIZED TO PROVIDE RATE CONTROL FOR THE SUBJECT SITE IN A FULLY DEVELOPED CONDITION. THE MPCA CONSTRUCTION STORMWATER PERMIT REQUIRES SITES TO PROVIDE A WATER QUALITY VOLUME OF ONE INCH TIMES THE NEW IMPERVIOUS SURFACE AREA. THE CITY OF MONTICELLO REQUIRES SITES TO PROVIDE A WATER QUALITY VOLUME OF 1.1 INCHES TIMES THE NEW IMPERVIOUS SURFACE AREA. THE TOTAL NEW IMPERVIOUS SURFACE AREA FOR THE SITE BASED ON 75 PERCENT IMPERVIOUSNESS IS 7.500 ACRES. BASED ON THE MORE STRINGENT 1.1 INCH WATER QUALITY REQUIREMENT, THE REQUIRED WATER QUALITY VOLUME IS 0.688 ACRE FEET. WHERE SITE CONDITIONS ALLOW, THE WATER QUALITY VOLUME SHALL BE INFILTRATED ONSITE. ONSITE SOILS CONSIST OF POORLY GRADED SAND WHICH ARE CONDUCIVE FOR INFILTRATION WITH AN EXPECTED INFILTRATION RATE OF 0.8 INCHES PER HOUR. THE PROJECT PROPOSED TWO INFILTRATION BASINS TO PROVIDE THE WATERQ UALITY VOLUME ABSTRACTION. BOTH BASIN ARE DESIGNED TO HAVE A DEPTH BETWEEN THE BOTTOM OF THE BASIN AND THE OUTLET OF 3.2 FEET, WHICH WILL PROVIDE BASIN DRAWDOWN WITHIN 48 HOURS BASED ON THE ASSUMED INFILTRATION RATE OF 0.8 INCHES PER HOUR. PRETREATMENT FOR BOTH BASINS WILL BE PROVIDED BY SUMP STORM SEWER STRUCTURES. BASIN 10P PROVIDES 0.531 ACRE FEET OF WATER QUALITY VOLUME ABSTRACTION AND BASIN 20P PROVIDES 0.274 ACRE FEET OF WATER QUALITY VOLUME ABSTRACTION. THE COMBINED WATER QUALITY VOLUME ABSTRACTION FOR THE TWO BASINS IS 0.805 ACRE FEET. THE TWO BASINS PROVIDE AN EXCESS WATERQ UALITY VOLUME ABSTRACTION OF 0.117 ACRE FEET BASED ON THE 0.713 ACRE FEET REQUIREMENT. BMP IMPLEMENTATION SCHEDULE PRIOR TO CONSTRUCTION, IMPLEMENT THE FOLLOWING BMPS: • VEHICLE TRACKING PAD • PERIMETER CONTROL • STORM DRAIN INLET PROTECTION DURING CONSTRUCTION, IMPLEMENT THE FOLLOWING BMPS: • PHASED GRADING • STREET SWEEPING • STABILIZATION OF EXPOSED SOILS • STABILIZATION OF DITCHES OR SWALES • STOCKPILE PERIMETER CONTROL &STABILIZATION • MINIMIZATION OF SOIL COMPACTION AND PRESERVATION OF TOPSOIL • CONCRETE WASHOUT AREA • STORM DRAIN INLET PROTECTION EROSION AND SEDIMENT CONTROL ESTIMATED QUANTITIES VEHICLE TRACKING PAD 2 EA SILT FENCE 2,970 LF INLET PROTECTION 26 EA EROSION CONTROL BLANKET 2,200 SY TURF ESTABLISHMENT 8.5 AC N PERMIT REQUIREMENTS & SWPPP IMPLEMENTATION THE FOLLOWING SECTIONS WERE TAKEN FROM THE MPCA CONSTRUCTION STORMWATER GENERAL PERMIT. IT IS THE RESPONSIBILITY OF THE PERMITTEE TO FOLLOW ALL REQUIREMENTS OF THE MPCA CONSTRUCTION STORMWATER GENERAL PERMIT. 3.1 APPLICATION AND COVERAGE EFFECTIVE DATE. [MINN. R. 70901 3.2 THE OWNER AND OPERATOR MUST SUBMIT A COMPLETE AND ACCURATE ON-LINE APPLICATION WITH THE APPROPRIATE FEE TO THE MPCA FOR EACH PROJECT THAT DISTURBS ONE (1) OR MORE ACRES OF LAND OR FOR A COMMON PLAN OF DEVELOPMENT OR SALE THAT WILL ULTIMATELY DISTURB ONE (1) OR MORE ACRES. [MINN. R. 70901 3.3 FOR PROJECTS OR COMMON PLANS OF DEVELOPMENT OR SALE THAT DISTURB LESS THAN 50 ACRES OR DO NOT DISCHARGE STORMWATER WITHIN 1 MILE (AERIAL RADIUS MEASUREMENT) OF A SPECIAL OR IMPAIRED WATER, PERMITTEES DO NOT NEED TO SUBMIT THE SWPPP WITH THE APPLICATION. PERMIT COVERAGE FOR THESE PROJECTS IS EFFECTIVE UPON APPLICATION AND COMPLETING THE PAYMENT PROCESS. [MINN. R. 70901 3.4 FOR CERTAIN PROJECTS OR COMMON PLANS OF DEVELOPMENT OR SALE DISTURBING 50 ACRES OR MORE, THE COMPLETE SWPPP MUST BE INCLUDED WITH THE APPLICATION AND SUBMITTED AT LEAST 30 DAYS BEFORE THE START OF CONSTRUCTION ACTIVITY. THIS APPLIES IF THERE IS A DISCHARGE POINT ON THE PROJECT WITHIN ONE MILE (AERIAL RADIUS MEASUREMENT) OF, AND FLOWS TO, A SPECIAL WATER LISTED IN ITEM 23.3 THROUGH 23.6 OR AN IMPAIRED WATER AS DESCRIBED IN ITEM 23.7. PERMIT COVERAGE FOR THESE PROJECTS IS EFFECTIVE UPON SUBMITTING THE APPLICATION AND COMPLETE SWPPP, COMPLETING THE PAYMENT PROCESS AND RECEIVING A DETERMINATION FROM THE MPCA THAT THE REVIEW OF THE SWPPP IS COMPLETE. THE DETERMINATION MAY TAKE LONGER THAN 30 DAYS IF THE SWPPP IS INCOMPLETE. IF THE MPCA FAILS TO CONTACT THE PERMITTEES WITHIN 30 DAYS OF APPLICATION RECEIPT, COVERAGE IS EFFECTIVE 30 DAYS AFTER COMPLETING THE PAYMENT PROCESS. [MINN. R. 70901 3.5 THE APPLICATION REQUIRES LISTING ALL PERSONS MEETING THE DEFINITION OF OWNER AND OPERATOR AS PERMITTEES. THE OWNER IS RESPONSIBLE FOR COMPLIANCE WITH ALL TERMS AND CONDITIONS OF THIS PERMIT. THE OPERATOR IS RESPONSIBLE FOR COMPLIANCE WITH SECTIONS 3,4,6-22,24 AND APPLICABLE REQUIREMENTS FOR CONSTRUCTION ACTIVITY IN SECTION 23. [MINN. R. 70901 3.6 PERMITTEES WILL RECEIVE COVERAGE NOTIFICATION IN A MANNER DETERMINED BY THE MPCA. [MINN. R. 70901 3.7 FOR CONSTRUCTION PROJECTS WHERE THE OWNER OR OPERATOR CHANGES (E.G., AN ORIGINAL DEVELOPER SELLS PORTIONS OF THE PROPERTY TO VARIOUS HOMEBUILDERS OR SELLS THE ENTIRE SITE TO A NEW OWNER), THE CURRENT OWNER AND THE NEW OWNER OR OPERATOR MUST SUBMIT A COMPLETE PERMIT MODIFICATION FORM PROVIDED BY THE MPCA. THE CURRENT OWNER AND THE NEW OWNER OR OPERATOR MUST SUBMIT THE FORM PRIOR TO THE NEW OWNER OR OPERATOR COMMENCING CONSTRUCTION ACTIVITY OR NO LATER THAN 30 DAYS AFTER TAKING OWNERSHIP OF THE PROPERTY. [MINN. R. 70901 3.8 FOR CONSTRUCTION PROJECTS WHERE THE OWNER OR OPERATOR CHANGES, THE CURRENT OWNER MUST PROVIDE A SWPPP TO THE NEW OWNER AND OPERATOR THAT SPECIFICALLY ADDRESSES THE REMAINING CONSTRUCTION ACTIVITY. THE NEW OWNER OR OPERATOR CAN IMPLEMENT THE ORIGINAL SWPPP, MODIFY THE SWPPP, OR DEVELOP A NEW SWPPP. PERMITTEES MUST ENSURE THEIR ACTIVITIES DO NOT RENDER ANOTHER PARTY'S EROSION PREVENTION AND SEDIMENT CONTROL BMPS INEFFECTIVE. [MINN. R. 70901 4.1 TERMINATION OF COVERAGE. [MINN. R. 70901 4.2 PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER ALL TERMINATION CONDITIONS LISTED IN SECTION 13 ARE COMPLETE. [MINN. R. 70901 4.3 PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER SELLING OR OTHERWISE LEGALLY TRANSFERRING THE ENTIRE SITE INCLUDING PERMIT RESPONSIBILITY FOR ROADS (E.G., STREET SWEEPING) AND STORMWATER INFRASTRUCTURE FINAL CLEAN OUT, OR TRANSFERRING PORTIONS OF A SITE TO ANOTHER PARTY. THE PERMITTEES' COVERAGE UNDER THIS PERMIT TERMINATES AT MIDNIGHT ON THE SUBMISSION DATE OF THE NOT. [MINN. R. 70901 4.4 PERMITTEES MAY TERMINATE PERMIT COVERAGE PRIOR TO COMPLETION OF ALL CONSTRUCTION ACTIVITY IF THEY MEET ALL OF THE FOLLOWING CONDITIONS: a. CONSTRUCTION ACTIVITY HAS CEASED FOR AT LEAST 90 DAYS; AND b. AT LEAST 90 PERCENT (BY AREA) OF ALL ORIGINALLY PROPOSED CONSTRUCTION ACTIVITY HAS BEEN COMPLETED AND PERMANENT COVER HAS BEEN ESTABLISHED ON THOSE AREAS; AND C. ON AREAS WHERE CONSTRUCTION ACTIVITY IS NOT COMPLETE, PERMANENT COVER HAS BEEN ESTABLISHED; AND d. THE SITE COMPLIES WITH ITEM 13.3 THROUGH 13.7. AFTER PERMIT COVERAGE IS TERMINATED UNDER THIS ITEM, ANY SUBSEQUENT DEVELOPMENT ON THE REMAINING PORTIONS OF THE SITE WILL REQUIRE PERMIT COVERAGE IF THE SUBSEQUENT DEVELOPMENT ITSELF OR AS PART OF THE REMAINING COMMON PLAN OF DEVELOPMENT OR SALE WILL RESULT IN LAND DISTURBING ACTIVITIES OF ONE (1) OR MORE ACRES IN SIZE. [MINN. R. 7090] 4.5 PERMITTEES MAY TERMINATE COVERAGE UPON MPCA APPROVAL AFTER SUBMITTING INFORMATION DOCUMENTING THE OWNER CANCELLED THE PROJECT. [MINN. R. 70901 6.1 SWPPP AMENDMENTS. [MINN. R. 70901 6.2 ONE OF THE INDIVIDUALS DESCRIBED IN ITEM 21.2.A OR ITEM 21.2.6 OR ANOTHER QUALIFIED INDIVIDUAL MUST COMPLETE ALL SWPPP CHANGES. CHANGES INVOLVING THE USE OF A LESS STRINGENT BMP MUST INCLUDE A JUSTIFICATION DESCRIBING HOW THE REPLACEMENT BMP IS EFFECTIVE FOR THE SITE CHARACTERISTICS. [MINN. R. 70901 6.3 PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECT PROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER THERE IS A CHANGE IN DESIGN, CONSTRUCTION, OPERATION, MAINTENANCE, WEATHER OR SEASONAL CONDITIONS HAVING A SIGNIFICANT EFFECT ON THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER. [MINN. R. 7090] 6.4 PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECT PROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER INSPECTIONS OR INVESTIGATIONS BY THE SITE OWNER OR OPERATOR, USEPA OR MPCA OFFICIALS INDICATE THE SWPPP IS NOT EFFECTIVE IN ELIMINATING OR SIGNIFICANTLY MINIMIZING THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER OR THE DISCHARGES ARE CAUSING WATER QUALITY STANDARD EXCEEDANCES (E.G., NUISANCE CONDITIONS AS DEFINED IN MINN. R. 7050.021 0, SUBP. 2) OR THE SWPPP IS NOT CONSISTENT WITH THE OBJECTIVES OF A USEPA APPROVED TMDL. [MINN. R. 7050.0210] 7.1 BMP SELECTION AND INSTALLATION. [MINN. R. 70901 7.2 PERMITTEES MUST SELECT, INSTALL, AND MAINTAIN THE BMPS IDENTIFIED IN THE SWPPP AND IN THIS PERMIT IN AN APPROPRIATE AND FUNCTIONAL MANNER AND IN ACCORDANCE WITH RELEVANT MANUFACTURER SPECIFICATIONS AND ACCEPTED ENGINEERING PRACTICES. [MINN. R. 7090] 8.1 EROSION PREVENTION PRACTICES. [MINN. R. 7090] 8.2 BEFORE WORK BEGINS, PERMITTEES MUST DELINEATE THE LOCATION OF AREAS NOT TO BE DISTURBED. [MINN. R. 70901 8.3 PERMITTEES MUST MINIMIZE THE NEED FOR DISTURBANCE OF PORTIONS OF THE PROJECT WITH STEEP SLOPES. WHEN STEEP SLOPES MUST BE DISTURBED, PERMITTEES MUST USE TECHNIQUES SUCH AS PHASING AND STABILIZATION PRACTICES DESIGNED FOR STEEP SLOPES (E.G., SLOPE DRAINING AND TERRACING). [MINN. R. 70901 8.4 PERMITTEES MUST STABILIZE ALL EXPOSED SOIL AREAS, INCLUDING STOCKPILES. STABILIZATION MUST BE INITIATED IMMEDIATELY TO LIMIT SOIL EROSION WHEN CONSTRUCTION ACTIVITY HAS PERMANENTLY OR TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 14 CALENDAR DAYS. STABILIZATION MUST BE COMPLETED NO LATER THAN 14 CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY HAS CEASED. STABILIZATION IS NOT REQUIRED ON CONSTRUCTED BASE COMPONENTS OF ROADS PARKING LOTS AND SIMILAR SURFACES. STABILIZATION IS NOT REQUIRED ON TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANIC COMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES DEMOLITION CONCRETE STOCKPILES SAND STOCKPILES BUT PERMITTEES MUST PROVIDE SEDIMENT CONTROLS AT THE BASE OF THE STOCKPILE. [MINN. R. 7090] ) 8.5 FOR PUBLIC WATERS THAT THE MINNESOTA DNR HAS PROMULGATED "WORK IN WATER RESTRICTIONS" DURING SPECIFIED FISH SPAWNING TIME FRAMES, PERMITTEES MUST COMPLETE STABILIZATION OF ALL EXPOSED SOIL AREAS WITHIN 200 FEET OF THE WATER'S EDGE, AND THAT DRAIN TO THESE WATERS, WITHIN 24 HOURS DURING THE RESTRICTION PERIOD. [MINN. R. 7090] 8.6 PERMITTEES MUST STABILIZE THE NORMAL WETTED PERIMETER OF THE LAST 200 LINEAR FEET OF TEMPORARY OR PERMANENT DRAINAGE DITCHES OR SWALES THAT DRAIN WATER FROM THE SITE WITHIN 24 HOURS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE. PERMITTEES MUST COMPLETE STABILIZATION OF REMAINING PORTIONS OF TEMPORARY OR PERMANENT DITCHES OR SWALES WITHIN 14 CALENDAR DAYS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE AND CONSTRUCTION IN THAT PORTION OF THE DITCH TEMPORARILY OR PERMANENTLY CEASES. [MINN. R. 7090] 8.7 TEMPORARY OR PERMANENT DITCHES OR SWALES BEING USED AS A SEDIMENT CONTAINMENT SYSTEM DURING CONSTRUCTION (WITH PROPERLY DESIGNED ROCK -DITCH CHECKS, BIO ROLLS, SILT DIKES, ETC.) DO NOT NEED TO BE STABILIZED. PERMITTEES MUST STABILIZE THESE AREAS WITHIN 24 HOURS AFTER THEIR USE AS A SEDIMENT CONTAINMENT SYSTEM CEASES. [MINN. R. 7090 8.8 PERMITTEES MUST NOT USE MULCH HYDROMULCH TACKIFIER POLYACRYLAMIDE OR SIMILAR EROSION PREVENTION PRACTICES WITHIN ANY PORTION OF THE NORMAL WETTED PERIMETER OF A TEMPORARY OR PERMANENT DRAINAGE DITCH OR SWALE SECTION WITH A CONTINUOUS SLOPE OF GREATER THAN 2 PERCENT. [MINN. R. 70901 8.9 PERMITTEES MUST PROVIDE TEMPORARY OR PERMANENT ENERGY DISSIPATION AT ALL PIPE OUTLETS WITHIN 24 HOURS AFTER CONNECTION TO A SURFACE WATER OR PERMANENT STORMWATER TREATMENT SYSTEM. [MINN. R. 7090] 8.10 PERMITTEES MUST NOT DISTURB MORE LAND (I.E., PHASING) THAN CAN BE EFFECTIVELY INSPECTED AND MAINTAINED IN ACCORDANCE WITH SECTION 11. [MINN. R. 70901 9.1 SEDIMENT CONTROL PRACTICES. [MINN. R. 7090] 9.2 PERMITTEES MUST ESTABLISH SEDIMENT CONTROL BMPS ON ALL DOWNGRADIENT PERIMETERS OF THE SITE AND DOWNGRADIENT AREAS OF THE SITE THAT DRAIN TO ANY SURFACE WATER INCLUDING CURB AND GUTTER SYSTEMS. PERMITTEES MUST LOCATE SEDIMENT CONTROL PRACTICES UPGRADIENT OF ANY BUFFER ZONES. PERMITTEES MUST INSTALL SEDIMENT CONTROL PRACTICES BEFORE ANY UPGRADIENT LAND -DISTURBING ACTIVITIES BEGIN AND MUST KEEP THE SEDIMENT CONTROL PRACTICES IN PLACE UNTIL THEY ESTABLISH PERMANENT COVER. [MINN. R. 7090] 9.3 IF DOWNGRADIENT SEDIMENT CONTROLS ARE OVERLOADED BASED ON FREQUENT FAILURE OR EXCESSIVE MAINTENANCE REQUIREMENTS, PERMITTEES MUST INSTALL ADDITIONAL UPGRADIENT SEDIMENT CONTROL PRACTICES OR REDUNDANT BMPS TO ELIMINATE THE OVERLOADING AND AMEND THE SWPPP TO IDENTIFY THESE ADDITIONAL PRACTICES AS REQUIRED IN ITEM 6.3. [MINN. R. 70901 9.4 TEMPORARY OR PERMANENT DRAINAGE DITCHES AND SEDIMENT BASINS DESIGNED AS PART OF A SEDIMENT CONTAINMENT SYSTEM (E.G., DITCHES WITH ROCK -CHECK DAMS) REQUIRE SEDIMENT CONTROL PRACTICES ONLY AS APPROPRIATE FOR SITE CONDITIONS. [MINN. R. 7090] 9.5 A FLOATING SILT CURTAIN PLACED IN THE WATER IS NOT A SEDIMENT CONTROL BMP TO SATISFY ITEM 9.2 EXCEPT WHEN WORKING ON A SHORELINE OR BELOW THE WATERLINE. IMMEDIATELY AFTER THE SHORT TERM CONSTRUCTION ACTIVITY (E.G., INSTALLATION OF RIP RAP ALONG THE SHORELINE) IN THAT AREA IS COMPLETE, PERMITTEES MUST INSTALL AN UPLAND PERIMETER CONTROL PRACTICE IF EXPOSED SOILS STILL DRAIN TO A SURFACE WATER. [MINN. R. 70901 9.6 PERMITTEES MUST RE -INSTALL ALL SEDIMENT CONTROL PRACTICES ADJUSTED OR REMOVED TO ACCOMMODATE SHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES, IMMEDIATELY AFTER THE SHORT-TERM ACTIVITY IS COMPLETED. PERMITTEES MUST RE -INSTALL SEDIMENT CONTROL PRACTICES BEFORE THE NEXT PRECIPITATION EVENT EVEN IF THE SHORT-TERM ACTIVITY IS NOT COMPLETE. [MINN. R. 70901 9.7 PERMITTEES MUST PROTECT ALL STORM DRAIN INLETS USING APPROPRIATE BMPS DURING CONSTRUCTION UNTIL THEY ESTABLISH PERMANENT COVER ON ALL AREAS WITH POTENTIAL FOR DISCHARGING TO THE INLET. [MINN. R. 70901 9.8 PERMITTEES MAY REMOVE INLET PROTECTION FOR A PARTICULAR INLET IF A SPECIFIC SAFETY CONCERN (E.G. STREET FLOODING/FREEZING) IS IDENTIFIED BY THE PERMITTEES OR THE JURISDICTIONAL AUTHORITY (E.G., CITY/COUNTY/TOWNSHIP/MINNESOTA DEPARTMENT OF TRANSPORTATION ENGINEER). PERMITTEES MUST DOCUMENT THE NEED FOR REMOVAL IN THE SWPPP. [MINN. R. 70901 9.9 PERMITTEES MUST PROVIDE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS AT THE BASE OF STOCKPILES ON THE DOWNGRADIENT PERIMETER. [MINN. R. 70901 9.10 PERMITTEES MUST LOCATE STOCKPILES OUTSIDE OF NATURAL BUFFERS OR SURFACE WATERS, INCLUDING STORMWATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS UNLESS THERE IS A BYPASS IN PLACE FOR THE STORMWATER. [MINN. R. 7090] 9.11 PERMITTEES MUST INSTALL A VEHICLE TRACKING BMP TO MINIMIZE THE TRACK OUT OF SEDIMENT FROM THE CONSTRUCTION SITE OR ONTO PAVED ROADS WITHIN THE SITE. [MINN. R. 70901 9.12 PERMITTEES MUST USE STREET SWEEPING IF VEHICLE TRACKING BMPS ARE NOT ADEQUATE TO PREVENT SEDIMENT TRACKING ONTO THE STREET. [MINN. R. 70901 9.13 PERMITTEES MUST INSTALL TEMPORARY SEDIMENT BASINS AS REQUIRED IN SECTION 14. [MINN. R. 70901 9.14 IN ANY AREAS OF THE SITE WHERE FINAL VEGETATIVE STABILIZATION WILL OCCUR, PERMITTEES MUST RESTRICT VEHICLE AND EQUIPMENT USE TO MINIMIZE SOIL COMPACTION. [MINN. R. 70901 9.15 PERMITTEES MUST PRESERVE TOPSOIL ON THE SITE UNLESS INFEASIBLE.MINN. R. 7090 [ ] 9.16 PERMITTEES MUST DIRECT DISCHARGES FROM BMPS TO VEGETATED AREAS UNLESS INFEASIBLE. [MINN. R. 70901 9.17 PERMITTEES MUST PRESERVE A 50 FOOT NATURAL BUFFER OR, IF A BUFFER IS INFEASIBLE ON THE SITE, PROVIDE REDUNDANT (DOUBLE) PERIMETER SEDIMENT CONTROLS WHEN A SURFACE WATER IS LOCATED WITHIN 50 FEET OF THE PROJECT'S EARTH DISTURBANCES AND STORMWATER FLOWS TO THE SURFACE WATER. PERMITTEES MUST INSTALL PERIMETER SEDIMENT CONTROLS AT LEAST 5 FEET APART UNLESS LIMITED BY LACK OF AVAILABLE SPACE. NATURAL BUFFERS ARE NOT REQUIRED ADJACENT TO ROAD DITCHES, JUDICIAL DITCHES, COUNTY DITCHES, STORMWATER CONVEYANCE CHANNELS, STORM DRAIN INLETS, AND SEDIMENT BASINS. IF PRESERVING THE BUFFER IS INFEASIBLE, PERMITTEES MUST DOCUMENT THE REASONS IN THE SWPPP. SHEET PILING IS A REDUNDANT PERIMETER CONTROL IF INSTALLED IN A MANNER THAT RETAINS ALL STORMWATER. [MINN. R. 70901 9.18 PERMITTEES MUST USE POLYMERS, FLOCCULANTS, OR OTHER SEDIMENTATION TREATMENT CHEMICALS IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICES, DOSING SPECIFICATIONS AND SEDIMENT REMOVAL DESIGN SPECIFICATIONS PROVIDED BY THE MANUFACTURER OR SUPPLIER. THE PERMITTEES MUST USE CONVENTIONAL EROSION AND SEDIMENT CONTROLS PRIOR TO CHEMICAL ADDITION AND MUST DIRECT TREATED STORMWATER TO A SEDIMENT CONTROL SYSTEM FOR FILTRATION OR SETTLEMENT OF THE FLOC PRIOR TO DISCHARGE. [MINN. R. 70901 10.1 DEWATERING AND BASIN DRAINING. [MINN. R. 70901 10.2 PERMITTEES MUST DISCHARGE TURBID OR SEDIMENT -LADEN WATERS RELATED TO DEWATERING OR BASIN DRAINING (E.G., PUMPED DISCHARGES, TRENCH/DITCH CUTS FOR DRAINAGE) TO A TEMPORARY OR PERMANENT SEDIMENT BASIN ON THE PROJECT SITE UNLESS INFEASIBLE. PERMITTEES MAY DEWATER TO SURFACE WATERS IF THEY VISUALLY CHECK TO ENSURE ADEQUATE TREATMENT HAS BEEN OBTAINED AND NUISANCE CONDITIONS (SEE MINN. R. 7050.021 0, SUBP. 2) WILL NOT RESULT FROM THE DISCHARGE. IF PERMITTEES CANNOT DISCHARGE THE WATER TO A SEDIMENTATION BASIN PRIOR TO ENTERING A SURFACE WATER, PERMITTEES MUST TREAT IT WITH APPROPRIATE BMPS SUCH THAT THE DISCHARGE DOES NOT ADVERSELY AFFECT THE SURFACE WATER OR DOWNSTREAM PROPERTIES. [MINN. R. 7050.0210] 10.3 IF PERMITTEES MUST DISCHARGE WATER CONTAINING OIL OR GREASE, THEY MUST USE AN OIL -WATER SEPARATOR OR SUITABLE FILTRATION DEVICE (E.G., CARTRIDGE FILTERS, ABSORBENTS PADS) PRIOR TO DISCHARGE. [MINN. R. 70901 10.4 PERMITTEES MUST DISCHARGE ALL WATER FROM DEWATERING OR BASIN -DRAINING ACTIVITIES IN A MANNER THAT DOES NOT CAUSE EROSION OR SCOUR IN THE IMMEDIATE VICINITY OF DISCHARGE POINTS OR INUNDATION OF WETLANDS IN THE IMMEDIATE VICINITY OF DISCHARGE POINTS THAT CAUSES SIGNIFICANT ADVERSE IMPACT TO THE WETLAND. [MINN. R. 70901 10.5 IF PERMITTEES USE FILTERS WITH BACKWASH WATER, THEY MUST HAUL THE BACKWASH WATER AWAY FOR DISPOSAL, RETURN THE BACKWASH WATER TO THE BEGINNING OF THE TREATMENT PROCESS, OR INCORPORATE THE BACKWASH WATER INTO THE SITE IN A MANNER THAT DOES NOT CAUSE EROSION. [MINN. R. 70901 11.1 INSPECTIONS AND MAINTENANCE. [MINN. R. 70901 11.2 PERMITTEES MUST ENSURE A TRAINED PERSON, AS IDENTIFIED IN ITEM 21.2.6, WILL INSPECT THE ENTIRE CONSTRUCTION SITE AT LEAST ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 1/2 INCH IN 24 HOURS. [MINN. R. 70901 11.3 PERMITTEES MUST INSPECT AND MAINTAIN ALL PERMANENT STORMWATER TREATMENT BMPS. [MINN. R. 70901 11.4 PERMITTEES MUST INSPECT ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS AND POLLUTION PREVENTION MANAGEMENT MEASURES TO ENSURE INTEGRITY AND EFFECTIVENESS. PERMITTEES MUST REPAIR, REPLACE OR SUPPLEMENT ALL NONFUNCTIONAL BMPS WITH FUNCTIONAL BMPS BY THE END OF THE NEXT BUSINESS DAY AFTER DISCOVERY UNLESS ANOTHER TIME FRAME IS SPECIFIED IN ITEM 11.5 OR 11.6. PERMITTEES MAY TAKE ADDITIONAL TIME IF FIELD CONDITIONS PREVENT ACCESS TO THE AREA. [MINN. R. 70901 11.5 DURING EACH INSPECTION, PERMITTEES MUST INSPECT SURFACE WATERS, INCLUDING DRAINAGE DITCHES AND CONVEYANCE SYSTEMS BUT NOT CURB AND GUTTER SYSTEMS, FOR EVIDENCE OF EROSION AND SEDIMENT DEPOSITION. PERMITTEES MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS, INCLUDING DRAINAGE WAYS, CATCH BASINS, AND OTHER DRAINAGE SYSTEMS AND RESTABILIZE THE AREAS WHERE SEDIMENT REMOVAL RESULTS IN EXPOSED SOIL. PERMITTEES MUST COMPLETE REMOVAL AND STABILIZATION WITHIN SEVEN (7) CALENDAR DAYS OF DISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. PERMITTEES MUST USE ALL REASONABLE EFFORTS TO OBTAIN ACCESS. IF PRECLUDED, REMOVAL AND STABILIZATION MUST TAKE PLACE WITHIN SEVEN (7) DAYS OF OBTAINING ACCESS. PERMITTEES ARE RESPONSIBLE FOR CONTACTING ALL LOCAL, REGIONAL, STATE AND FEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PERMITS, PRIOR TO CONDUCTING ANY WORK IN SURFACE WATERS. [MINN. R. 70901 11.6 PERMITTEES MUST INSPECT CONSTRUCTION SITE VEHICLE EXIT LOCATIONS, STREETS AND CURB AND GUTTER SYSTEMS WITHIN AND ADJACENT TO THE PROJECT FOR SEDIMENTATION FROM EROSION OR TRACKED SEDIMENT FROM VEHICLES. PERMITTEES MUST REMOVE SEDIMENT FROM ALL PAVED SURFACES WITHIN ONE (1) CALENDAR DAY OF DISCOVERY OR, IF APPLICABLE, WITHIN A SHORTER TIME TO AVOID A SAFETY HAZARD TO USERS OF PUBLIC STREETS. [MINN. R. 70901 11.7 PERMITTEES MUST REPAIR, REPLACE OR SUPPLEMENT ALL PERIMETER CONTROL DEVICES WHEN THEY BECOME NONFUNCTIONAL OR THE SEDIMENT REACHES 1/2 OF THE HEIGHT OF THE DEVICE. [MINN. R. 70901 11.8 PERMITTEES MUST DRAIN TEMPORARY AND PERMANENT SEDIMENTATION BASINS AND REMOVE THE SEDIMENT WHEN THE DEPTH OF SEDIMENT COLLECTED IN THE BASIN REACHES 1/2 THE STORAGE VOLUME. [MINN. R. 70901 11.9 PERMITTEES MUST ENSURE THAT AT LEAST ONE INDIVIDUAL PRESENT ON THE SITE (OR AVAILABLE TO THE PROJECT SITE IN THREE (3) CALENDAR DAYS) IS TRAINED IN THE JOB DUTIES DESCRIBED IN ITEM 21.2.8. [MINN. R. 70901 11.10 PERMITTEES MAY ADJUST THE INSPECTION SCHEDULE DESCRIBED IN ITEM 11.2 AS FOLLOWS: a. INSPECTIONS OF AREAS WITH PERMANENT COVER CAN BE REDUCED TO ONCE PER MONTH, EVEN IF CONSTRUCTION ACTIVITY CONTINUES ON OTHER PORTIONS OF THE SITE; OR b. WHERE SITES HAVE PERMANENT COVER ON ALL EXPOSED SOIL AND NO CONSTRUCTION ACTIVITY IS OCCURRING ANYWHERE ON THE SITE, INSPECTIONS CAN BE REDUCED TO ONCE PER MONTH AND, AFTER 12 MONTHS, MAY BE SUSPENDED COMPLETELY UNTIL CONSTRUCTION ACTIVITY RESUMES. THE MPCA MAY REQUIRE INSPECTIONS TO RESUME IF CONDITIONS WARRANT; OR C. WHERE CONSTRUCTION ACTIVITY HAS BEEN SUSPENDED DUE TO FROZEN GROUND CONDITIONS, INSPECTIONS MAY BE SUSPENDED. INSPECTIONS MUST RESUME WITHIN 24 HOURS OF RUNOFF OCCURRING, OR UPON RESUMING CONSTRUCTION, WHICHEVER COMES FIRST. [MINN. R. 7090] 11.11 PERMITTEES MUST RECORD ALL INSPECTIONS AND MAINTENANCE ACTIVITIES WITHIN 24 HOURS OF BEING CONDUCTED AND THESE RECORDS MUST BE RETAINED WITH THE SWPPP. THESE RECORDS MUST INCLUDE: a. DATE AND TIME OF INSPECTIONS; AND b. NAME OF PERSONS CONDUCTING INSPECTIONS; AND C. ACCURATE FINDINGS OF INSPECTIONS, INCLUDING THE SPECIFIC LOCATION WHERE CORRECTIVE ACTIONS ARE NEEDED; AND d. CORRECTIVE ACTIONS TAKEN (INCLUDING DATES, TIMES, AND PARTY COMPLETING MAINTENANCE ACTIVITIES); AND e. DATE OF ALL RAINFALL EVENTS GREATER THAN 1/2 INCHES IN 24 HOURS, AND THE AMOUNT OF RAINFALL FOR EACH EVENT. PERMITTEES MUST OBTAIN RAINFALL AMOUNTS BY EITHER A PROPERLY MAINTAINED RAIN GAUGE INSTALLED ONSITE, A WEATHER STATION THAT IS WITHIN ONE (1) MILE OF YOUR LOCATION, OR A WEATHER REPORTING SYSTEM THAT PROVIDES SITE SPECIFIC RAINFALL DATA FROM RADAR SUMMARIES; AND f. IF PERMITTEES OBSERVE A DISCHARGE DURING THE INSPECTION, THEY MUST RECORD AND SHOULD PHOTOGRAPH AND DESCRIBE THE LOCATION OF THE DISCHARGE (I.E., COLOR, ODOR, SETTLED OR SUSPENDED SOLIDS, OIL SHEEN, AND OTHER OBVIOUS INDICATORS OF POLLUTANTS); AND 9. ANY AMENDMENTS TO THE SWPPP PROPOSED AS A RESULT OF THE INSPECTION MUST BE DOCUMENTED AS REQUIRED IN SECTION 6 WITHIN SEVEN (7) CALENDAR DAYS. [MINN. R. 70901 12.1 POLLUTION PREVENTION MANAGEMENT MEASURES. [MINN. R. 7090] 12.2 PERMITTEES MUST PLACE BUILDING PRODUCTS AND LANDSCAPE MATERIALS UNDER COVER E.G. PLASTIC SHEETING OR TEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITH STORMWATER. PERMITTEES ARE NOT REQUIRED TO COVER OR PROTECT PRODUCTS WHICH ARE EITHER NOT A SOURCE OF CONTAMINATION TO STORMWATER OR ARE DESIGNED TO BE EXPOSED TO STORMWATER. [MINN. R. 7090] 12.3 PERMITTEES MUST PLACE PESTICIDES, FERTILIZERS AND TREATMENT CHEMICALS UNDER COVER (E.G., PLASTIC SHEETING OR TEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITH STORMWATER. [MINN. R. 70901 12.4 PERMITTEES MUST STORE HAZARDOUS MATERIALS AND TOXIC WASTE, (INCLUDING OIL, DIESEL FUEL, GASOLINE, HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM-BASED PRODUCTS, WOOD PRESERVATIVES, ADDITIVES, CURING COMPOUNDS, AND ACIDS) IN SEALED CONTAINERS TO PREVENT SPILLS, LEAKS OR OTHER DISCHARGE. STORAGE AND DISPOSAL OF HAZARDOUS WASTE MATERIALS MUST BE IN COMPLIANCE WITH MINN. R. CH. 7045 INCLUDING SECONDARY CONTAINMENT AS APPLICABLE. [MINN. R. 7090] 12.5 PERMITTEES MUST PROPERLY STORE, COLLECT AND DISPOSE SOLID WASTE IN COMPLIANCE WITH MINN. R. CH. 7035. [MINN. R. 7035] 12.6 PERMITTEES MUST POSITION PORTABLE TOILETS SO THEY ARE SECURE AND WILL NOT TIP OR BE KNOCKED OVER. PERMITTEES MUST PROPERLY DISPOSE SANITARY WASTE IN ACCORDANCE WITH MINN. R. CH. 7041. [MINN. R. 70411 12.7 PERMITTEES MUST TAKE REASONABLE 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. PERMITTEES MUST 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. PERMITTEES MUST REPORT AND CLEAN UP SPILLS IMMEDIATELY AS REQUIRED BY MINN. STAT. 115.061, USING DRY CLEAN UP MEASURES WHERE POSSIBLE. [MINN. STAT. 115.061] 12.8 PERMITTEES MUST LIMIT VEHICLE EXTERIOR WASHING AND EQUIPMENT TO A DEFINED AREA OF THE SITE. PERMITTEES MUST CONTAIN RUNOFF FROM THE WASHING AREA IN A SEDIMENT BASIN OR OTHER SIMILARLY EFFECTIVE CONTROLS AND MUST DISPOSE WASTE FROM THE WASHING ACTIVITY PROPERLY. PERMITTEES MUST PROPERLY USE AND STORE SOAPS, DETERGENTS, OR SOLVENTS. [MINN. R. 70901 12.9 PERMITTEES MUST PROVIDE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOLID WASTES GENERATED BY WASHOUT OPERATIONS (E.G., CONCRETE, STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTION MATERIALS) RELATED TO THE CONSTRUCTION ACTIVITY. PERMITTEES MUST PREVENT LIQUID AND SOLID WASHOUT WASTES FROM CONTACTING THE GROUND AND MUST DESIGN THE CONTAINMENT SO IT DOES NOT RESULT IN RUNOFF FROM THE WASHOUT OPERATIONS OR AREAS. PERMITTEES MUST PROPERLY DISPOSE LIQUID AND SOLID WASTES IN COMPLIANCE WITH MPCA RULES. PERMITTEES MUST INSTALL A SIGN INDICATING THE LOCATION OF THE WASHOUT FACILITY. [MINN. R. 7035, MINN. R. 7090] 13.1 PERMIT TERMINATION CONDITIONS. [MINN. R. 70901 13.2 PERMITTEES MUST COMPLETE ALL CONSTRUCTION ACTIVITY AND MUST INSTALL PERMANENT COVER OVER ALL AREAS PRIOR TO SUBMITTING THE NOT. VEGETATIVE COVER MUST CONSIST OF A UNIFORM PERENNIAL VEGETATION WITH A DENSITY OF 70 PERCENT OF ITS EXPECTED FINAL GROWTH. VEGETATION IS NOT REQUIRED WHERE THE FUNCTION OF A SPECIFIC AREA DICTATES NO VEGETATION, SUCH AS IMPERVIOUS SURFACES OR THE BASE OF A SAND FILTER. [MINN. R. 70901 13.3 PERMITTEES MUST CLEAN THE PERMANENT STORMWATER TREATMENT SYSTEM OF ANY ACCUMULATED SEDIMENT AND MUST ENSURE THE SYSTEM MEETS ALL APPLICABLE REQUIREMENTS IN SECTION 15 THROUGH 19 AND IS OPERATING AS DESIGNED. [MINN. R. 70901 13.4 PERMITTEES MUST REMOVE ALL SEDIMENT FROM CONVEYANCE SYSTEMS PRIOR TO SUBMITTING THE NOT. [MINN. R. 70901 13.5 PERMITTEES MUST REMOVE ALL TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROL BMPS PRIOR TO SUBMITTING THE NOT. PERMITTEES MAY LEAVE BMPS DESIGNED TO DECOMPOSE ON-SITE IN PLACE. [MINN. R. 70901 13.6 FOR RESIDENTIAL CONSTRUCTION ONLY, PERMIT COVERAGE TERMINATES ON INDIVIDUAL LOTS IF THE STRUCTURES ARE FINISHED AND TEMPORARY EROSION PREVENTION AND DOWNGRADIENT PERIMETER CONTROL IS COMPLETE THE RESIDENCE SELLS TO THE HOMEOWNER, AND THE PERMITTEE DISTRIBUTES THE MPCA'S "HOMEOWNER FACT SHEET" TO THE HOMEOWNER. [MINN. R. 70901 13.7 FOR CONSTRUCTION PROJECTS ON AGRICULTURAL LAND (E.G., PIPELINES ACROSS CROPLAND), PERMITTEES MUST RETURN THE DISTURBED LAND TO ITS PRECONSTRUCTION AGRICULTURAL USE PRIOR TO SUBMITTING THE NOT. [MINN. R. 70901 14.1 TEMPORARY SEDIMENT BASINS. [MINN. R. 70901 14.2 WHERE TEN (11 0) OR MORE ACRES OF DISTURBED SOIL DRAIN TO A COMMON LOCATION, PERMITTEES MUST PROVIDE A TEMPORARY SEDIMENT BASIN TO PROVIDE TREATMENT OF THE RUNOFF BEFORE IT LEAVES THE CONSTRUCTION SITE OR ENTERS SURFACE WATERS. PERMITTEES MAY CONVERT A TEMPORARY SEDIMENT BASIN TO A PERMANENT BASIN AFTER CONSTRUCTION IS COMPLETE. THE TEMPORARY BASIN IS NO LONGER REQUIRED WHEN PERMANENT COVER HAS REDUCED THE ACREAGE OF DISTURBED SOIL TO LESS THAN TEN (1 0) ACRES DRAINING TO A COMMON LOCATION. [MINN. R. 70901 14.3 THE TEMPORARY BASIN MUST PROVIDE LIVE STORAGE FOR A CALCULATED VOLUME OF RUNOFF FROM A TWO (2) -YEAR, 24- HOUR STORM FROM EACH ACRE DRAINED TO THE BASIN OR 1,800 CUBIC FEET OF LIVE STORAGE PER ACRE DRAINED, WHICHEVER IS GREATER. [MINN. R. 70901 14.4 WHERE PERMITTEES HAVE NOT CALCULATED THE TWO (2) -YEAR, 24-HOUR STORM RUNOFF AMOUNT, THE TEMPORARY BASIN MUST PROVIDE 3,600 CUBIC FEET OF LIVE STORAGE PER ACRE OF THE BASINS' DRAINAGE AREA. [MINN. R. 70901 14.5 PERMITTEES MUST DESIGN BASIN OUTLETS TO PREVENT SHORT-CIRCUITING AND THE DISCHARGE OF FLOATING DEBRIS. [MINN. R. 7090] 14.6 PERMITTEES MUST DESIGN THE OUTLET STRUCTURE TO WITHDRAW WATER FROM THE SURFACE TO MINIMIZE THE DISCHARGE OF POLLUTANTS. PERMITTEES MAY TEMPORARILY SUSPEND THE USE OF A SURFACE WITHDRAWAL MECHANISM DURING FROZEN CONDITIONS. THE BASIN MUST INCLUDE A STABILIZED EMERGENCY OVERFLOW TO PREVENT FAILURE OF POND INTEGRITY. [MINN. R. 7090] 14.7 PERMITTEES MUST PROVIDE ENERGY DISSIPATION FOR THE BASIN OUTLET WITHIN 24 HOURS AFTER CONNECTION TO A SURFACE WATER. [MINN. R. 70901 14.8 PERMITTEES MUST LOCATE TEMPORARY BASINS OUTSIDE OF SURFACE WATERS AND ANY BUFFER ZONE REQUIRED IN ITEM 23.11. [MINN. R. 70901 14.9 PERMITTEES MUST CONSTRUCT THE TEMPORARY BASINS PRIOR TO DISTURBING 10 OR MORE ACRES OF SOIL DRAINING TO A COMMON LOCATION. [MINN. R. 70901 14.10 WHERE A TEMPORARY SEDIMENT BASIN MEETING THE REQUIREMENTS OF ITEM 14.3 THROUGH 14.9 IS INFEASIBLE, PERMITTEES MUST INSTALL EFFECTIVE SEDIMENT CONTROLS SUCH AS SMALLER SEDIMENT BASINS AND/OR SEDIMENT TRAPS, SILT FENCES, VEGETATIVE BUFFER STRIPS OR ANY APPROPRIATE COMBINATION OF MEASURES AS DICTATED BY INDIVIDUAL SITE CONDITIONS. IN DETERMINING WHETHER INSTALLING A SEDIMENT BASIN IS INFEASIBLE, PERMITTEES MUST CONSIDER PUBLIC SAFETY AND MAY CONSIDER FACTORS SUCH AS SITE SOILS, SLOPE, AND AVAILABLE AREA ON-SITE. PERMITTEES MUST DOCUMENT THIS DETERMINATION OF INFEASIBILITY IN THE SWPPP. [MINN. R. 70901 tl 'rr ^^%ATI/%\1 RA Ar% %J I L_ W%08 -t I v116 lrlr%l = 9 • 11, �� �9\\` ~� CIO 410 R 9 � A, �R° rTF. yea G 7,,,o\ ' 9so 9ST �,� - �; 8?BYO F 2 .,9y �m O � \ F ,: -- �- ,N \•'•\ ''a - - --- I I s I P \ \ �,_"' . - talsT.wE __J EL \�� �o l \ \. Misr.-._ _ JE { ,` _ Vii\ Ss� - R, y ,84�� SSSS/pc rl ' - - s w .> RivER I: MIt D 11 rys DR _ x pe Od is i o cy��s11 w w RD9��P �o� «� n 5q a 87TH 5.TNE J-_ _J_/ CI . T~. [� � ----,, A8 AVE- MMC9, _ , S�j a % ' f i �;A I 11 J� �; V' � p q I � {y _ l� f- O D 4 a' w X I!i I .- : -{ �� ,i - _-, " � r �� � ' ,,. q , /'_Q,'/�;/ i - / � . 1 Li' a.Sib .% �/ C... "f` I 11 DEER, T I � ` ?,o '. - - - r-- O i . i, I Q - -_Y , -,_ S z - p. _� - �.. n O Lr) U Ln 6 Z U 2m 0 O = Z 00 Y U U § O Of � F Lu - w tY LQ 1�0 WN N Z O Z r_ = N Lu > � L0 0,� J �w Co H 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 NAME: JOSEPH T RADACH PE SIGNATURE: G� -I . DATE: 01/08/24 LIC #: 45889 I- m IZI- N 0o CD CD L Q 0 w co N = Lu Z O Ln N 0 L0 J � J =) N M N Lu Ln Z Q 2 LL] UQ Z Z y a o W Lu >_ LL 0 CD �.D r- a L0 O LuqqT Z m Z W 2 O �/ J = J Lu o _U H m Z O 2 SHEET NUMBER C5.3 Z O N > Lu = Lu Z O Ln N 0 L0 J � J =) N M N Lu Ln Z Q 2 LL] UQ Z Z y a o W Lu >_ LL 0 CD �.D r- a L0 O LuqqT Z m Z W 2 O �/ J = J Lu o _U H m Z O 2 SHEET NUMBER C5.3 z ONSITE PAVEMENT -LIGHT DUTY co o Lo U CASTING SHALL BE MARKED SANITARY OR CO N Z U z (CLEAN OUT) AS APPROVED BY ENGINEER NEENAH R-1 914-A O PVC THREADED PLUG Z C) 13 OU HEAVY DUTY HDPE DOME TOP BOLLARD 4" CONCRETE PAD FINISHED GRADE U COVER (COLOR PER OWNER) O 1.5" BITUMINOUS WEAR COURSE, SPWEA340C, MNDOT 2360 f)f 3: TACK COAT, MNDOT 2357 6" DIA. GALVANIZED SCHEDULE 40 PIPE Lu — 2" BITUMINOUS BASE COURSE, SPNWA330C, MNDOT 2360 L Lu Lo 20 6" CLASS 5 AGGREGATE BASE, MNDOT 3138 N 1 APPROVED SUBGRADE, MIN. COMPACTION 95%0 z o co co EXPANSION FELT z r_ C) w� ONSITE PAVEMENT -HEAVY DUTY > Lo ON (iw PVC c EMBED IN CONCRETE M NOTES 45° BEND WYE 1. BOLLARDS TO BE PLACED 12" BEHIND BACK OF CURB ORAS NOTED ON THE SITE PLAN. 2" BITUMINOUS WEAR COURSE, SPWEA340C, MNDOT 2360 - 2. CONCRETE FOOTING TO BE HELD BELOW PVC TACK COAT, MNDOT 2357 FINISHED CONCRETE SURFACE. 2" BITUMINOUS BASE COURSE, SPNWA330C, MNDOT 2360 MINIMUM 6" CLASS 5 AGGREGATE BASE, MNDOT 3138 18" 1 %SLOPE APPROVED SUBGRADE, MIN. COMPACTION 95% 1 HEREBY CERTIFY THAT THIS PLAN, NOTES NOTES: SPECIFICATION OR REPORT WAS ALL JOINTS SHALL BE SOLVENT WELD EXCEPT AS NOTED. PREPARED BY ME OR UNDER MY 1. FINAL PAVEMENT SECTIONS AND SUBGRADE COMPACTION REQUIREMENTS CLEAN OUTS ARE REQUIRED AT 100' SPACING AND AT DIRECT SUPERVISION AND THAT I AM TO BE CONFIRMED BY GEOTECHNICAL ENGINEER OF RECORD CHANGE OF DIRECTION. A DULY LICENSED PROFESSIONAL ALL CLEAN OUTS SHALL BE EQUIPPED WITH A FROST SLEEVE. ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA NAME: JOSEPH T RADACH PE FLEXIBLE PAVEMENT SECTIONS 6" CONCRETE FILLED PIPE BOLLARD CLEANOUT NOT USED SIGNATURE: 1 O NO SCALE NO SCALE NO SCALE NO SCALE DATE: 01/08/24 LIC #: 45889 R8 -3a RED ON WHITE 12" X 18" CONRETE WALK R7 -8m � WHITEBLUE � 12" X 18"" ° I ° NO R7-8bP ��° ° [7 -- PARKING WHITE ON BLUE PARKING 12"X6" \ / 2" DIA. GALVANIZED SCHEDULE 40 PIPE. EMBED IN CONCRETE FILLED BOLLARD. ° °00 N VARIES ~�HAY BALES OR ° ° CD 4" PORTLAND CEMENT CONCRETE, MNDOT 3101 HEAVY DUTY HDPE DOME TOP BOLLARD COMPACTED EARTH a 4" CLASS 5 AGGREGATE BASE, MNDOT 3138 (OR COMPACTED SAND SUBGRADE) COVER (COLOR PER OWNER) ° _ _ ° BERM APPROVED SUBGRADE, MIN. COMPACTION 95% Q 6" DIA. GALVANIZED SCHEDULE 40 PIPE Ow CONRETE PAVEMENT N Ln 10 MIL M EXPANSION FELT POLYETHYLENE VARIES SHEETING SAND BAG TO SECURE SHEETING Z O Q > y Q Lu CV M lzi u� � ---- -� A EMBED IN CONCRETE 6" PORTLAND CEMENT CONCRETE, MNDOT 3101 m NOTES NOTES 6" CLASS 5 AGGREGATE BASE, MNDOT 3138 1. BOLLARDS TO BE PLACED 12" BEHIND BACK OF 1. THE WASHOUT MUST HAVE SUFFICIENT VOLUME TO CONTAIN ALL LIQUID AND CONCRETE WASTE APPROVED SUBGRADE, MIN. COMPACTION 95% CURB OR AS NOTED ON THE SITE PLAN. GENERATED BY WASHOUT OPERATIONS. 2. CONCRETE FOOTING TO BE HELD BELOW 2. LIQUID AND SOLID WASHOUT WASTE SHALL NOT CONTACT THE GROUND. NOTES FINISHED CONCRETE SURFACE TO PROVIDE 3. LIQUID AND SOLID WASHOUT WASTE SHALL BE DISPOSED OF IN COMPLIANCE WITH MPCA RULES. N SMOOTH CONCRETE FINISH. 4. A SIGN SHALL BE INSTALLED INDICATING THE LOCATION OF THE WASHOUT FACILITY. Lo 1. FINAL PAVEMENT SECTIONS AND SUBGRADE COMPACTION REQUIREMENTS3. CENTER SIGN AT HEAD OF PARKING SPACE NOT w J TO BE CONFIRMED BY GEOTECHNICAL ENGINEER OF RECORD 18� MORE THAN 96" FROM HEAD OF PARKING SPACE. � J 4. SIGN HARDWARE PER MANUFACTURER. N M v7 RIGID PAVEMENT SECTIONS 6" CONCRETE FILLED PIPE BOLLARD W/SIGN CONCRETE WASHOUT NOT USED NLJ z 2 5 8 NO SCALE NO SCALE NO SCALE NO SCALE Z Q U Q STANDARD SECTION y z o > w w _ LL 25' 20' 0 r__ 5' 5' 15' 15' 5' CD 2% 4% 2.5% 2.5% 4-% Lu z O CONCRETE WALK (SEE PLAN FOR SOD W/4" TOPSOIL STABILIZE ALL EXPOSED SOIL AREAS, INCLUDING STOCKPILES. STABILIZATION MUST BE INITIATED IMMEDIATELY TO LOCATION) PAVEMENT SECTION LIMIT SOIL EROSION WHEN CONSTRUCTION ACTIVITY HAS PERMANENTLY OR TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 7 CALENDAR DAYS. STABILIZATION MUST BE B618 CURB & COMPLETED NO LATER THAN 7 CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY HAS CEASED. STABILIZATION IS SOD W/4" TOPSOIL HEAVY-DUTY PAVEMENT SECTION GUTTER NOT REQUIRED ON CONSTRUCTED BASE COMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES. PER DETAIL 1 TCL = C + 0.10 STABILIZATION IS NOT REQUIRED ON TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANIC COMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) BUT PERMITTEES MUST PROVIDE SEDIMENT CONTROLS AT THE BASE OF THE STOCKPILE. STANDARD SECTION W/ RIGHT TURN LANE TEMPORARY SEEDING SHALL BE IN ACCORDANCE WITH MNDOT 2575 AND SHALL BE AS FOLLOWS: LO o 25' 25' SEED: 21-111 AT 100 LBS PER ACRE OR 21-112 AT 100 LBS PER ACRE W qct MULCH: TYPE 1 AT 2 TONS PER ACRE Z 5' 5' 16' 14' 12' 5' FERTILIZER: 10-20-20 AT 300 LBS PER ACRE J = Z LEFT TURN RIGHT TURN — W PERMANENT SEEDING SHALL BE IN ACCORDANCE WITH MNDOT 2575 AND SHALL BE AS FOLLOWS, UNLESS SHOWN Q 2% 4% a 4% OTHERWISE ON THE PLANS: W � O 2.5/o 2 5% 2 5% — NO PARKING SEED: 25-131 AT 220 LBS PER ACRE OR 25-141 AT 59 LBS PER ACRE Lu U 4" STRIPING MULCH: TYPE 1 AT 2 TONS PER ACRE (TYP) /12" FERTILIZER: 10-10-10 AT 200 LBS PER ACRE H m z CONCRETE WALK HIGH LETTERS O (SEE PLAN FOR SOD W/ 2 LOCATION) PAVEMENT SECTION 4" TOPSOIL HANDICAP PARKING 8618 CURB & SYMBOL (TYP) SOD W/4" TOPSOIL HEAVY-DUTY PAVEMENT SECTION PER DETAIL 1 GUTTER TCL =C+0.10 TYPICAL STREET SECTIONS HANDICAP PARKING SPACE PAVEMENT MARKINGS TURF ESTABLISHMENT NOT USED SHEET NUMBER 9 2 3 6 NO SCALE NO SCALE NO SCALE NO SCALE C6• 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. Cone Section, Casting Steps, :Standard Plate Library and Adjusting Rings City of Monticello I Plate No. 03-05 Revised: 03-15 1001 STEEL T -STYLE FENCE POST PAINTED BLUE WITH AN OIL BASED PAINT FOR WATERMAIN STUB PAINTED GREEN WITH AN OIL BASED PAINT FOR SANITARY AND/OR STORM SEWER STUB AND A MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST. POST SHALL BE BURIED 2' BELOW FINISHED GRADE WITH 4' ABOVE FINISHED GRADE (INCIDENTAL) SANITARY SEWER IERMAIN Title: Utility Stub Markers Standard Plate Library City of Monticello Date: 04-08 Plate No. Revised`03-15 1006 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 NEENAH R-1642 WITH TYPE B SOLID UD MACHINE BEARING OR EQUAL 25 3/4 BEARINSURFACE TO BE MACHINED �a a� COVER CONCEALED PICKHOLES (2) EAT OPPOSITE SI EXCEPT FOR LEFTERI 7•� I_ 24' 28 1/2 38' Standard Plate Library City of Monticello TOP OF PROPOSED SUBGRADE FRAME Title: Standard Frame and Cover )ate: Plate No. 03-05 Revised` 03-15 1002 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 CONSOUDATED 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 3149.21' 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 NOTE: CASTINGS AND VALVE BOXES NOT ADJUSTED WITHIN THE TOLERANCES SHOWN SHALL BE READJUSTED AT THE CONTRACTOR'S EXPENSE. ZFINISHED BITUMINOUS WEAR COURSE GRADE 3/8 ' MIN. 5/8 MAX. FRAME CASTING AND GATE VALVE NOT ON CENTERLINE CENTERLINE ROADWAY FINISHED BITUMINOUS WEAR 5/8 ' MIN COURSE GRADE 5/8 MMAX. 3/4 "MAX 2.0X 2,00x FRAME CASTING ON CENTERLINE Title: Adjustment of Standard Standard Plate Library Frame and Cover City of Monticello Date: Plate No. 03-05 "Bed: 03-15 1003 1'- 0' BEARING AREA STANDARD MANHOLE 4.0 SQ FT 8" FRAME AND COVER GROUTING BETWEEN PIPE AND 12.0 SQ FT ADJUSTING RINGS MANHOLE BARREL SHALL BE MIN 4" - MAX 12" WITH NON -SHRINKING CEMENT 27• DIA WITH EXTERNAL OR o INTERNAL CHIMNEY SEAL I 'a YELLOW OUT OF ORDER TAG USE R-2 JOINT FOR TO BE INSTALLED ON PUMPER CONN. ALL MANHOLE JOINTS BREAKOFFFUNGE EXISTING OR FUTURE STREET 1" TO 2' MAXIMUM CURB OR GUTTER UNE s" BARREL TO CONFORM TO ASTM C-478 LATEST REVISION I TO 2 .. 48• DIA ., Cone Section, Casting Steps, :Standard Plate Library and Adjusting Rings City of Monticello I Plate No. 03-05 Revised: 03-15 1001 STEEL T -STYLE FENCE POST PAINTED BLUE WITH AN OIL BASED PAINT FOR WATERMAIN STUB PAINTED GREEN WITH AN OIL BASED PAINT FOR SANITARY AND/OR STORM SEWER STUB AND A MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST. POST SHALL BE BURIED 2' BELOW FINISHED GRADE WITH 4' ABOVE FINISHED GRADE (INCIDENTAL) SANITARY SEWER IERMAIN Title: Utility Stub Markers Standard Plate Library City of Monticello Date: 04-08 Plate No. Revised`03-15 1006 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 NEENAH R-1642 WITH TYPE B SOLID UD MACHINE BEARING OR EQUAL 25 3/4 BEARINSURFACE TO BE MACHINED �a a� COVER CONCEALED PICKHOLES (2) EAT OPPOSITE SI EXCEPT FOR LEFTERI 7•� I_ 24' 28 1/2 38' Standard Plate Library City of Monticello TOP OF PROPOSED SUBGRADE FRAME Title: Standard Frame and Cover )ate: Plate No. 03-05 Revised` 03-15 1002 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 CONSOUDATED 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 3149.21' 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 NOTE: CASTINGS AND VALVE BOXES NOT ADJUSTED WITHIN THE TOLERANCES SHOWN SHALL BE READJUSTED AT THE CONTRACTOR'S EXPENSE. ZFINISHED BITUMINOUS WEAR COURSE GRADE 3/8 ' MIN. 5/8 MAX. FRAME CASTING AND GATE VALVE NOT ON CENTERLINE CENTERLINE ROADWAY FINISHED BITUMINOUS WEAR 5/8 ' MIN COURSE GRADE 5/8 MMAX. 3/4 "MAX 2.0X 2,00x FRAME CASTING ON CENTERLINE Title: Adjustment of Standard Standard Plate Library Frame and Cover City of Monticello Date: Plate No. 03-05 "Bed: 03-15 1003 1'- 0' BEARING AREA OR 5' IN BACK OF CURB 4.0 SQ FT 8" IF CONCRETE WALK OR 10" - 12" 12.0 SQ FT BITUMINOUS PATH ARE HYDRAFINDER PRESENT FLAG WATEROUS MODEL 67 HYDRANT YELLOW OUT OF ORDER TAG wl TO BE INSTALLED ON PUMPER CONN. BREAKOFFFUNGE EXISTING OR FUTURE STREET 1" TO 2' MAXIMUM CURB OR GUTTER UNE ABOVE BURY LINE (FINISHED GRADE) FINISHED GRADE Q VALVE BOX AS WATERMAIN SPECIFIED TO 2 I rcy 2 LAYERS OF z 2'- 8" AS REQUIRED 10' POLY (4 mil) v `T4PT1W i 3' DIAMETER BY 3' DEEP PR I 3 UNDER HYDRANT FILLED WTTH ro 1/4 ' STEEL VALVE BOX ADAPTOR A MINIMUM OF 1 C.Y. OF 1 1-1/2" CLEAR STONE WITH PROTECTIVE COATING AS T` MANUFACTURED BY ADAPTOR INC. O OR APPROVED EQUAL MEGALUG MEGALUG GATE VALVE TEE THRUST IMEGALUG BLOCKNG BLOCKING BEH ND BELOW GATE THRUST HYDRANT PRECAST CONCRETE BASE BLOCKING AS SPECIFIED (15'x 15'x 4') VALVE BEHIND TEE Standard Plate Library City of Monticello Typical Hydrant Installation ate: 03-05 Plate No. tevised:2001 03-17 3, 5, 3/8' MIN. 5/8' MAX. UMINOUS 4 -WEAR COURSE BITUMINOUS BASE COURSE ADJUSTMENT DETAIL ERS SUPER GLUE ENGINEER APPROVED /4' BEAD, 360 DEG.) UMINOUS WEAR COURSE IA'AN\\\ j/,I \ \ � BITUMINOUS NON -WEAR COURSE GST IRON OR DUCTILE IRON ADJUSTMENT RING AS MANUFACTRURED BY ESS BROTHERS AND SONS INC. j OR ENGINEER APPROVED EQUAL NOTES: 1. THE HEIGHT OF THE CAST IRON OR DUCTILE IRON ADJUSTMENT RING 2 ISDETERMINEDIROMINOR DUCTILE IRON ADJUSTMENT ERINGGSS TO BE INSTALLED BITUMINOUS W EAR COURSE AS 3. FACTURERS RECOMMENDATION. A 5YEAR WPER UARRANTY Is REQUIRED FOR ADJUSTMENT RINGS INCLUDING LABOR de MATERIALS ADJUSTMENT DETAIL f, 61 Standard Plate Library Metal Casting Ring Adjustment Detail City of Monticello Date: 03-08 Plate No. Revised: 03-15 1004 MEGALUG MEGALUG TEE AND BEND BEND NOTES: 1. THRUST BLOCKING TO BE USED FOR BEND 22 1/2' AND OVER. 2. THRUST BLOCKING SKALL 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 SQ FT 8" 6.0 SO FT 10" - 12" 12.0 SQ FT 16 20.0 SG 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 1Ote' 03-05 Plate No. Revised:2002 03-17 F M E H 0111 1 1 11 0 0 0 0 1. STRUCTURE RIICIUAE AURKER SIGNS AND 3' TUBING WITH 2-1' REFLECTORIZED STRIPS SHALL BE FURNISHED AND INSTALLED FOR ALL STRUCTURES LOCATED OFF THE STREET SURFACE. 0(INCIDENTAL) 2. 3' TUBING SHALL BE ATTACHED TO SIGN POST 3. THE SIGNS MAYBE OMITTED AS PER THE ENGINEER 4. THE SIGNS SHNl BE BURIED 2' BELOW FINISHED GRADE WITH 4' OF POST EXPOSED 5. SIGNS SHALL FACE TRAFFIC 0.063" THICK ALUMINUM SIGN. BLACK LETTERS ON WHITE HIGH INTENSITY REFLECTORIZED BACKGROUND. U—CHANNEL POST, MINIMUM 1.2 LB./FT. 6' LONG, GALVANIZED. Title: 0 0 C Standard Plate Library Structure Marker Sign City of Monticello Date: 03-05 Plate No. Revised. 100503-15 i EXISTING (OR FINISHED) GRADE PLUGGED END zi NOTES: 1. RE -USE EXISTING AIR BLEED ONES AND PLUGS 1::7; ON PROPOSED STUBS. INSTALLATION TO BE MADE AT NO ADDITIONAL COMPENSATION. FURNISH NEW GASKETS WHERE REQUIRED. 2. NEW UNES WILL BE PAID FOR AT UNIT PRICE BID FOR 1" COPPER AND 1" CORPORATION STOP. ALL OTHER 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 4, INSTALLATION (INCIDENTAL) NOTE: GROUND UNE IF GATE VALVE BOXES ARE EXTENDED, THERE SHALL BE A GATE VALVE NUT EXTENSION TO 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 WTTFT PROTECTIVE COATING AS MANUFACTURED BY ADAPTOR INC. OR APPROVED EQUAL WATERMAIN J GATE VALVE VALVE BOX INSTALLATION Title: Air Bleed Detail And AStandard Plate Library Valve Box Installation City of Monticello Date: Plate No. 03-05 Revised:03-15 2003 �z M "L)OU Ln 0 N Z U 02 W o0 O =Z 00 Y U _ U 2 W Ix Ln 1 i �O {�i 0N N Z 0 O ch 0 Z I - Of N W >� E) (31, J W 00I— L r 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 NAME: JOSEPH T RADACH PE SIGNATURE: DATE: 01/08/24 LIC #: 45889 N ao 0 0 Iii a 0 W Z) r� Z O 0 > W = � N M '4: Ln A,6 r--� W z 3r 0 Lfi N Ln LILIJ J L) M N L /� /U Ln N W Z a O W Q U Z Z LU LL SHEET NUMBER N O O �z M mOU Ln 0 N z U W o0 It - 02 =0 z LL U U _ WLL1 — Ln �Jo 0 0 N N {�i (n N Z 0 O ch Z r - STEEL T -SME FENCE POST PAINTED N SEALS OR EXTERNAL) GREEN WITH AN OIL BASED PAINT ANDA TAPE MINIMUM 2 RADE) W � CHIMNEY (INTERNAL "CRETEX OR APPROVED EQUAL" AT THE THE (ENGINEER GRADE) AT THE TOP l[i FOR COMPLETE TYPE "A" DROP SECTION B POST T MARK THE SERVICE SNB IC BE INSTALLED AT THE TIME OF SERVICE J UNIT PRICE SHALL INCLUDE ANY CUTTING INTO MANHOLE BASE REQUIRED. ELBOW, TEE, PIPE, DEPTH OF COVER OVER - _ INSTALLATION (INCIDENTAL) TOP OF PIPE TO SUR 4 OR 6' PVC 4- W 00 (— STANDARD MANHOLE FRAME AND COVER SUPPORT AS REQUIRED. FIELD CONDITIONS MIN GROUTING BETWEEN PIPE AND MANHOLE BARREL SHALL BE WITH NON -SHRINKING CEMENT PIPE SHALL BE COMPLETELY ENTRENCHED AND SHALL HAVE CLASS "B" BEDDING WHERE DIRECTED BY THE ENGINEER — CONCRETE OR GRASSY AREA BITUMINOUS SURFACE ALL MANHOLES WITH ADJUSTING RINGS INSIDE DROP SECTION MIN a" -MAX 12' SHALL BE 5' DIA (I.D.) c 27' DIA I a C MIN SEE JOINT DETAIL BELOW 6 4' R 8'WIDE - 4"IHICKPLACE LESS THAN 5' 8'x 4' x 4' THICK LESS THAN 6' NEARLY HORIZONTAL FOR LOW 12 BASEMENTS AND SHALLOW SEWER AS DRAINAGE AND g• DIRECTED BY THE ENGINEER UTILITY EASEMENT GROUND 6" 6' MANHOLE SECTION TO BE ASTM C-478 CUSS II PRE -CAST CONCRETE MANHOLE SECTIONS 1• UNE TYPICAL SERVICE WHERE COVER OVER CIRCULAR REINF I DUCTILE IRONTEE TOP OF SEWER IS 12' OR LESS 2' LATEST REVISION PROPOSED STORM SEWER e'x 1z' INsuunoN AT PIPE CROSSING 8'X 20' INSULATION 48^ plA USE R-2 JOINT FOR ALL MANHOLE JOINTS ONE LENGTH (20'- 0-) OF DIP IN UEU OF PVC CORE DRILL CONN CT TO MANHOLE NOTES: 5' PVC - POLY -VINYL CHLORIDE SDR 26 DEPTH OF COVER OVER TOP OF PIPE TO SUR ALL SERVICE CONNECTIONS INCLUDING NECESSARY FIELD CONDITIONS BENDS AND SPECIAL FITTINGS SHALL BE PAID FOR AT 1 HEREBY CERTIFY THAT SPECIFICATION OR REPORT THIS PLAN, WAS FOR BOX SEE PLATE 2006 45" BENDS MEGALUG FOR DETAILS (TYPICAL) MEGALUG 116' Oc T THE CONTRACT UNIT PRICE BID PER UNEAR FOOT OF 4" OR 6". NO ADDITIONAL COMPENSATION SHALL BE ALLOWED FOR CONCRETE ENCASEMENT OR PIPE BEDDING. - PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM MEGALUG 6' MEGALUG �l a, g a" OR 6" PVC 45•BEND A DULY LICENSED PROFESSIONAL 0 8" "CRE ENGINEER UNDER THE LAWS OF THE _ -SEAL"; RESEAL", OR APPROVED EQUAL o Ci �' ELEV TO BE SET BY THE WYE STATE OF MINNESOTA F WATERMAIN 12 VARIES EN TO OMANHOLE BE USED FORPRECCONNECTIKET ON CONNECTION CONCRETE CONCRETE CONCRETE MORTAR �'HALL SI ES 4' ENGINEER -CONTRACTOR /" TO VERIFY PRIOR TO BURY MIN PIPE SHALL BE COMPLETELY ENTRENCHED NAME: JOSEPH T RADACH PE AND SHALL HAVE CUSS "B" BEDDING WHERE DIRECTED BY THE ENGINEER VARIABLE�a I SIGNATURE: CONCRETE ENCASEMENT ..,� �h. STYROFOAM HI -35 BRAND PLASTIC FOAM OR APPROVED EQUAL 20• MAX. 24" D o m �I�) SEE DETAIL BELOW FOR CAULKING BETWEEN �`f"ft DATE: 01/08/24 LIC #: 45889 Y�+" // "L4• 6' MIN .. J w CORE DRILL DISSIMILAR PIPES MIN - I90.g: PRECAST BOTTOM SECTION WITH INVERT p CONNECT TO MANHOLE STAGGER SHEETS 4' LENGTH WISE AND 2' WIDTH WISE ALL PIPE JOINTS WITHIN 10' OFA BEND SHALL BE RESTRAINED USING TIE RODS. #5 AT 12' OC EACH WAY MAINLINE SEWER RISER BASE TYPICAL SERVICE WHERE COVER OVER STANDARD MANHOLE FOR ADAPTER TO BE RESILIENTTOP OF SEWER IS 12' OR MORE SANITARY SEWER ASTM 0425-64 TYPE III OR NO SCALE APPROVED EQUAL FOR DISSIMILAR PIPES CONCRETE ENCASEMENT (TYPICAL) NOTE: INSULATION REQUIRED FOR WATERMAIN WITH LESS THAN 5' COVER IN GRASSY AREAS AND 6' COVER UNDER PAVED SURFACES. NOTES: OQ-. F� — PVC WYE �— VCP R PVC ALL BE ENCASED IN CONCRETE SHALL BE REQUIRED 11) MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS -I -PF '�: �� WHEN CONNECTING TO EXISTING m (BY MA INDUSTRIAL INC.) CONFORMING TO ALL OSHA REGULATIONS AND SPACED 16" OC. .:: . ••. •. ..,.,., VCP SEWER MAIN (INCIDENTAL). 20 1F DROP IS GREATER THAN 24" INCHES, USE OUTSIDE DROP. DETAIL CONCRETE ENCASELIENT THRUST BLOCKING FOR CLEANING EQUIPMENT Title: Insulation Standard Plate Library Detail rn1e' Standard Plate Library Watermain Offset City of Monticello Title: DropSection for Standard Plate Library Sanitary Manhole Title: Standard Plate Library Typical Service Connection N 00 o Title: Standard SanitaryOutside Standard Plate Library Manhole City of Monticello Date: Plate No. Date: 03-05 Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. LL; 03-05 2005 03-05 03-04 03-05 2004 Revised: 3001 3 0 02 -9 30 0 4 a _ Revised: 03-15 Revised: 03-15 Revised: 03-15 = - Revised: 03-15 W Z) N Z O N LU N co -q Lo %.O r-, C CASTING ADJUSTING RINGS 4' MIN - 12" MAX STANDARD FRAME &COVER A O D O A A D INSTALL INFRA SHIELD O 35 1/4 43" O 35-1/4" 43" TIES REQUIRED TO CLEAN OUTS IMEQUAL) APPROVED EXTERNALCHIMNEYSEAL ROADWAY SURFACE SEE MnDOT STANDARD PLATE 4020 CURB INLET FRAME AND CURB BOX O O FOR COVER REQUIREMENTS NEENAH NO. R -3067-V USE 4" OR 6" CISP PLUG AND CAP,r TOP To BE 1/2 "BELOW FINISHED GRADE WALL CONSTRUCTION SHALL BE CLASS II •• .•• PRECAST PIPE, EXCEPT 48' DIA MAY BELO FINISHED GRADE ASTM C 478 CONCRETE PIPE, SEE MnDOT STANDARD zo z 8" CAST -IN-PLACE PLATE 3000 (NO TONGUE OR GROOVE AT TOP F ®�itl.CONCRETE OR BOTTOM OF THIS SECTION). CAST -IN-PLACE N PLAN N L0 W C4 CONCRETE OR MASONRY CONSTRUCTION g 4' TO 10' (BRICK OR BLOCK) ALLOWED ONLY IF APPROVED PLAN Z z BY ENGINEERCARTING TO BE SET 0.10' { 6" MAX J w v CONCRETE DOGHOUSE REQUIRED ON 4" CONCRETE COLLAR ALL STORM SEWER CASTING ELEVATIONS BELOW GUTTER ELEVATION (� ^ o OUTSIDE AND INSIDE OF STRUCTURE z AND PIPE CONNECTION INSTALL INFRA SHIELD SHOWN ON THE PLANS HAVE BEEN APPROVED EQUAL) DEPRESSED 0.10' BELOW GUTTER INSTALL INFRA SHIELD CURB INLET FRAME AND CURB BOX (OR APPROVED EQUAL) STANDARD CASTING - NEENAH R -3067-V L0 � EXTERNAL CHIMNEY SEAL ELEVATION (SEE DETAIL 5003) EXTERNAL CHIMNEY SEAL _ ■ w `V c=a w x x ADJUSTING RINGS 4" MIN - 12" MAX ADJUSTING RINGS 4' MIN - 12' MAX ENCASE WITH CONCRETE TRANSVERSE g LONGITUDINAL BARS \ z / 6" PVC RISER FOR NON-RESIDENTIAL 4' PVC RISER FOR RESIDENTIAL VARIES 10' TO 20' U < a m ENCASE IN CONCRETE COLLAR USE CONCRETE 6" CURB MIX FOR COLLAR MANHOLE COVER IT BE 48' DIA COLLAR CRETEX TYPE II WITH 24"x 36" 8" OPENING 5/8 FOR 18" TO RG APRONS 3/4 FOR 30" d[ LARGER APRONS. Q LLJ O/ z z 4" OR 6" VERTICAL WYE (PVC) STRUCTURE 24" FINISH 31- GRADE •15" 24' 9" \/+ Q Q 2 2" CONCRETE DOGHOUSE REQUIRED ON OUTSIDE AND INSIDE OF STRUCTURE �6- > W 1/B BEND 8" POURED CONCRETE BASE, FOR ALTERNATE PRECAST CONCRETE BASE. SEE MnDOT STANDARD PLATE 4011 (MODIFY DIAMETER AND 3'- 6" AND PIPE CONNECTION � - •48" P ANCHOR TOP LL CONCRETE ENCASEMENT 12' ALL AROUND (INCIDENTAL) 2" RAISED AREA TO FIT REQUIRED DIAMETER. 5' 34' *DIMENSION VARIES &BOTH ENDS r O WATER TIGHT GASKET OR CEMENTED PLUG 4' MIN. .. ` BADIAMSED STRUCTURE NOTE: 1. ALL TRASH GUARDS SHALL BE GALVANIZED AFTER FABRICATION I\ RCP PIPE PER MNDOT SPEC. 3392 8: 3394. z. APPLIES To FLARED END SECTIONS 12" OR LARGER. Q1 REFER TO STANDARD PLANS FOR HEIGHT AND DIAMETER REQUIRED. , !.. 4' MIN. . 3. ALL NUTS AND BOLT ATTACHING TRASH GUARD TO THE FLARED • PVC END SECTION SHALL BE LEFT EXPOSED z HORIZONTAL WYE (PVC) Q2 MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS -I -PF BY MA STRIAL CONFORMING TO ALL OSHA REGULATIONS A CONCRETE CATCH BASIN MANHOLE NOTES: W THRUST BLOCKING FOR CLEANING EQUIPMENT D SPACED 16" OC. 4" 4" CONCRETE COLLAR AND BASE TO BE CRETEX TYPE 433B OR APPROVED EQUAL O3 MINIMUM STEEL REINFORCEMENT NOTES: SECTION A—A 1. BASE TO BE GROUTED TO FORM A SMOOTH INVERT TO OUT ET. O 1. PAYMENT FOR 6" RISER PIPE, 6" VERTICAL WYE 45' BEND AND PLUG WILL BE PAID FOR AT UNIT �• �" POUR A 3" TO 4' CONCRETE COLLAR SECTION 2. PIPE CUT-OUTS TO BE LOCATED WHERE PRICE BID PER EACH. 4 EQUIVALENT STEEL AREA IN WIRE MESH MANHOLE 2. CLEAN -OUTS REQUIRED AT 70' INTERVALS FROM MAY BE USED OR PLASTERED MANHOLE ,,; AROUND RINGS EXTENDING FROM THE REQUIRED. OR CASTING TO THE PRECAST SECTION MAIN SEWER UNE. CATCH - EXTERIOR CATCH c�{ © GENERAL DIMENSIONS FOR CONCRETE APPLY IN BASIN :": TO BRICK AND CONCRETE MASONRY UNIT '. �' DIA `i: CATCH BASINS LOCATED IN DRIVEWAYS SHALL BE TYPE MnDOT DESIGN H. THE CATCH BASIN MANHOLES REQUIRED IN GREEN SPACES SHALL BE CONSTRUCTED OF CONSTRUCTION ALSO, EXCEPT AS NOTED. SEWER BRICK (MnDOT SPEC 3616) BLOCK CASTING SHALL BE NEENAH R -3508-A2. THE PRECASTCGNSHALL ONLYINACCORDANCE WITH Mn/DOT STANDARD PLATE 4006L CAS® 12" MINIMUM FOR PRECAST, 3 BRICKS OR MASONRY CONSTRUCTION 1 BLOCK MINIMUM FOR MASONRY CONSTUCTION CATCH BASIN MANHOLES LOCATED IN DRIVEWAYS SHALL BE CONSTRUCTED WITH AN ECCENTRIC TOP SLAB WITH A 27" ROUND OPENING. THE CASTING SHALL BE © REINFORCEMENT AS PER MnDOT SPEC 3301, GRADE 60. NEENAH R -3508-A2. Title: Sanitary Clean -Out Standard Plate LibraryY City of Monticello Title: Standard Manhole forD Standard Plate Library Storm Sewer City of Monticello Date: Plate No. Title: Standard Standard Plate Library Catch Basin City of Monticello Date: Plate No. Title: Catch Basin Standard Plate Library Manhole City of Monticello Date: Plate No. Title: Trash Guard for Standard Plate Library Y End Section Cit of Monticello � U) O w Date: Plate No. 03-05 03-05 --03-05 03-05 Y Date: Plate No. 03-05 Z 3006 -- Revised: 40 01 03-17 Rel,;ted: 4002 03-17 Revised: 4003 03-17 4007 J Z � — Revised: 03-15 Revised: 03-15 � - — Q W O >LU LU U m z O SHEET NUMBER C6.3 NOTE: THIS DRAWING IS TYPICAL FOR ALL FLARED END SECTIONS 24' OR LARGER SHEET PILING AS SHOWN SHALL BE CONSIDERED INCIDENTAL TO FLARED END. NUTS AND BOLTS ON TRASH GUARD MUST REMAIN EXPOSED. 4000 PSI CONCREFE ,) ISE (3) 1" BOLTS ABUTMENT IO PSI CONCRETE 14 REBAR EACH FACE Standard Plate Library City of Monticello Title: Piling for Flared End Section 0 m o o m o IIJ DO L DOp zp ga & c aj ~ °d dtY o O z z N `. z O O V W v) �g Lt_VJ. W� r 4 I I I O 1V l 3 Z mixW a Fq Qac W azo E �� F pip W �~ o I O a a U W ZLn H U a 7 N N zz ma O a6 Z K — a J m Wm F F< iu Z O W m mj w; Z 2 Title: Standard Plate Library Riprap Detail City of Monticello Dom; Plate No. 03-05 Revised: 03-15 4009 N�?�nin aenmmmmmamammoa >� NO hfmmm Gr)mmN NMrmI c� 0 Up N�LL 'h<ul l�°iO"i l�m,C m,GN Oi♦O♦N p� U �NNM)rf�Wlan �rc ]kl MIEN mm�pm N�mmN nOrl � N mQTj ��C1 riQmm mG�Mm mNiV � 2� aOa o D_ U m g � o m�a Qmma mmnmN m<aom Q— � N-0.0-60--44 ^ N N M M Q ]gyWpo m'�MINNLNY UpaUfMmOl7m m'171��pOom Aja ZNmmIVNN�rmly��tOm rEDW Om 2 0 S P Q ° Np�almmmmaeNmmmm Nf Om �Wp��Nf mmGre aimlY ralhMON Z N II Q g voi a< O InU C rm NOmmam Nalmam00 o a+va orioi ren�m���ae ai ad aiw Zpg � �NNnnmmnnae� J ,�j��rymmmNmmoa�ammm � ZN mp��(>JN"fOaim °e�amiVNNM� N I�L� g O op la ammNwmnmam.-mroO��mWLLI ���NNMmmmnm x m ¢<J p m�J�>m��Vlm Mlmm Nm OWN Q a � •I� aa� I o_ U �o �qqg Qmm�ommm�amonna � �,'•„a tri "i m.=rimae "i of � p—a. p �NMY�Omn a a ao� K SAME SLOPE AS ROADWAY HORIZONTAL (FORMS MAY BE TILTED) REVERSE SLOPE GUTTER SECTION DIVIDER PLATE 3'R t 6 1/2 " 3'R 3V SLOPE 0.06 FT/FTOR - 6' 13 1/2 " SLOPE 3/4"/FT 1 ?2"IN `- HORIZONTAL LINE / '`�' MNDOT 0 SLOPE 0.06 FT/FT NORMAL, UNLESS / STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 GUTTER MAY BE TILTED IS PERMITTED, THE FORM 8612 CONCRETE CURB & GUTTER CONCRETE - 21a77 Fr / CU, DS �LI(BB jB612) DIVIDER PLATE 3'R 3� - 1/2 R. 3'R 6" 13 1/2 SLOPE 0.06 FT/FT OR O SLOPE 3/4 -/Fr 2' MIN 2' 7'j r HORIZONTAL LINE / A0 MNDOT SLOPE ISE FT/FT NORMAL, UNLESS STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 MAY BE TILTED IS PERMITTED, THE FORM CONCRETE - 8618 CONCRETE CURB & GUTTER CONCRETE - 17.2 Fr / CU.YD.0582 CU YDS s. (BB 8)UN Fr (8616) 12' 3/4 ' /PER FT 1/2 "R 1/2 -R 7"0. HORIZONTAL UNE Imo- 0" �I MODIFIED DESIGN 'b" CURB & GUTTER Title: Concrete Curb & Gutter Standard Plate Library for Streets City of Monticello Date: Plate No. 03-05 Revised: 5005 03-15 CONTRACTION JOINTS a Street Sign 0 o TRAFFIC SIGN SPECIFICATIONS o TRAFFIC SIGN SPECIFICATIONS o MATERIAL: ° MATERIAL: 7' 3#/FT o ALUMINUM SHALL BE 5052-H38 OR 6061-T6 ALLOY. 6 0 GAUGE SHALL BE: .080 ON THE LONGEST SIDE ALUMINUM SHALL BE: 5052-H38 OR 6061-T6 ALLOY L\plE e . •'A . o UP TO 30" GAUGE SHALL BE: .080 ON THE LONGEST SIDE 2% MAXIMUM OPE ° .100 ON THE LONGEST SIDE UP TO 30" CROSS SLOPE PR D, 0• D, 0OVER 30" 100 ON THE LONGEST SIDE IL :� .e ° r OVER 30" SIGNS SHALL BE NOTCHED FOR USE WITH ° E-450 BRACKETS REFLECTING SHEETING SHALL BE DIAMOND GRADE. s" STREET NAME slcNs SHALL HAVE s" UPPER CASE e e • e • e 6' 3#/FT. ALL SIGNS CONFORM TO SECTIONS 2564 AND 3352, 2-3/8" O.D. LETTERS WHITE ON GREEN HIGH INTENSITY GRADE SHEETING A •' •'A SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR WITH WHITE SERIES E BORDER + ° HIGHWAY CONSTRUCTION. b ALL SIGNS SHALL CONFORM TO SECTIONS 2564 AND 3352, 3" ° r SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR ....:...:....... . . . . s,` 0 \ HIGHWAY CONSTRUCTION. ° CHANNEL POST SPECIFICATIONS 12" GRANULAR BORROW OR 6" CLASS 5 ° GALVANIZED STEEL CHANNEL POSTS SHALL BOULEVARD 4" OR 6" CONCRETE WALK ° o Z) BE USED, 2.5 LB/FT POSTS SHOULD BE GRADE M z USED THAT ARE PUNCHED ON 1" CC. BOULEVARD WIDTH VARIES(AVERAGE 8') GALVANIZED POSTS SHALL BE OF THE =11111111=111111111=11111111 =1111111 =111111111 11111111 ° 4 -RIB DESIGN. POSTS ARE TO BE 7 FEET JIIIII ° IflI11— 1 - IN HEIGHT BETWEEN BOTTOM OF SIGN AND -IIIIIIIIIz11111°�� IIIIII TUBULAR POSTS SPECIFICATIONS FINISHED GROUND. 1 1111111=11111111 TUBULAR POSTS USED FOR MOUNTING STREET NAME/TRAFFIC 11111111 BOLTS, NUTS, AND WASHERS — CONTROL SIGNS, SHALL VARY IN LENGTH, SHALL HAVE ^q° 11111111 L`i A DIMPLED TUBE BELOW GRADE OR INSTALL A ANTI- ROTATION HARDWARE SHALL BE GRADE 5 11111111 q, DEVICE TO PREVENT TUBE FROM TURNING, SHALL BE MINIMUM AND BE GALVANIZED = s° 11111111 2-3/8" O.D., SHALL BE GALVINIZED AND SHALL HAVE OR CADMIUM PLATED. 4 =_ A WEIGHT OF 2LB./FT. SIDEWALK DIMENSIONS CONCRETE GROUT-� 11111111=11111111 NOTE: CONCRETE GROUT TO BE MIXED THOROUGHLY WITH WATER BEFORE WIDTH - 6' INSTALLATION 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.) TYPICAL SIGN INSTALLATION WHEN STREET *MATCH EXISTING DEPTH, 4" MINIMUM NAME SIGNS ARE NOT INSTALLED NOTE: TYPIEET INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS NAME SIGNSSIGNARE TOO BE�NSTALLEDN WHEN B Title: Title: Title: Typical Sidewalk Typical Traffic Sign Typical Traffic Sign Standard Plate Library Standard Plate Library Installation Standard Plate Library Installation City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. Revised:03-05 5012 __ 03-05 03-05 03-17 Revised: 03-17 5016 Rev'sed:03-15 5017 EXPANSION JOINTS EXPANSION \ JOINTS1. \,1 B 6' 5' 18„ ° CONCRETE TO BE EXPANSION EXPANSION POURED INTEGRALLY JOINTS A JOINTS WITH CURB W. � 8618 CONCRETE CURB AND GUTTER 7" MIN. 7" 1/41EPER/M1�=n Q— 3/4 .��. 7" WIDTH VARIES 5' MIN. 18" SECTION B—B SECTION A—A Title: Commercial Driveway Standard Plate Library Entrance City of Monticello Date: Plate No. 03-05 Revised: 03-15 5008 5' MIN. NOTES: DEAD END ROADWAY SIGNS SHALL BE X4-11 WITH THE FOLLOWING COLORS: REFLECTORS - RED (DIAMOND GRADE) BACKGROUND - RED MEDIAN SIGNS SHALL BE X4-2 WITH THE FOLLOWING COLORS REFLECTORS - YELLOW (DIAMOND GRADE) BACKGROUND - BLACK OR YELLOW STEEL CHANNEL POSTS SHALL WIGH 3LB./FT. AS REQUIRED. POSTS SHALL BE PUNCHED ON 1" CC AND GALVANIZED. POSTS SHALL BE OF THE 4 -RIB DESIGN. HARDWARE SHALL BE GRADE 5 MINIMUM AND BE GALVANIZED OR CADMIUM PLATED. Title: Permanent Barricade Standard Plate Library & Hazard Markers City of Monticello Date: Plate No. 03-05 Revl8ed:03-15 5018 F L 0 *W Y EXPANSION JOINT (TYPICAL) REMOVE CROWN TYPE B6 CONCRETE IN 50' CURB & GUTTER GUTTER OUT -a A FLOW B-618 - 3' WIDE �3' MIN. B-624 - 4' WIDE SLOPE 3/4 "/FT. SECTION A—A Typical Concrete Standard Plate Library Valley Gutter City of Monticello 03-05 Plate No. Revised: 5009 03-15 Gravel pod(s) MnDOT Class CA -15 or CA -25 Riprap Bedding Geotextile fabric Original grade SECTION B -B (not to scale) Ribbed or Corrugated steel plates Original Geotextile fabric SECTION A -A grade (not to scale) NOTES: Channelize runoff to sediment Sediment Trapping Device trapping device A I Ribbed or Corrugated steel plates �1 A B Q 0 Q O CC of w Q CL z XI w Match Existing Grade "!WE �I� •!.,11.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII��/I• .� _ /� .��!''IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII'�. �. ��� I or Right of Way PLAN Standard Plate Library City of Monticello Commercial Gravel Construction Entrance 06-14 Plate No. 03-15 6002 �z M "L"-) U Ln 0 N Z U W o0 �=0 Y U _ U W — LU Ln / 1 � vo {n1 cn N N Z p O ch Z r1_10 - 0 � N W � � J E) e L — W 00 H i - r 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 NAME: JOSEPH T RADACH PE SIGNATURE:/— DATE: 01/08/24 LIC #: 4588900 M = N 0 0 I:Li Q 0 LU N Z O N LU = , N M -q 6 ,6 r--� ll W Z O J_ Q H W LTi ♦' N V LO J �_ J Z)Cn M C'6 L(7 N w Ln Z Q � O W Q U Z (n Z _ Q C) > W _ W 0 O SHEET NUMBER " C6.4 0 0 2 0 S P Q ° Np�almmmmaeNmmmm Nf Om �Wp��Nf mmGre aimlY ralhMON Z N II Q g voi a< O InU C rm NOmmam Nalmam00 o a+va orioi ren�m���ae ai ad aiw Zpg � �NNnnmmnnae� J ,�j��rymmmNmmoa�ammm � ZN mp��(>JN"fOaim °e�amiVNNM� N I�L� g O op la ammNwmnmam.-mroO��mWLLI ���NNMmmmnm x m ¢<J p m�J�>m��Vlm Mlmm Nm OWN Q a � •I� aa� I o_ U �o �qqg Qmm�ommm�amonna � �,'•„a tri "i m.=rimae "i of � p—a. p �NMY�Omn a a ao� K SAME SLOPE AS ROADWAY HORIZONTAL (FORMS MAY BE TILTED) REVERSE SLOPE GUTTER SECTION DIVIDER PLATE 3'R t 6 1/2 " 3'R 3V SLOPE 0.06 FT/FTOR - 6' 13 1/2 " SLOPE 3/4"/FT 1 ?2"IN `- HORIZONTAL LINE / '`�' MNDOT 0 SLOPE 0.06 FT/FT NORMAL, UNLESS / STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 GUTTER MAY BE TILTED IS PERMITTED, THE FORM 8612 CONCRETE CURB & GUTTER CONCRETE - 21a77 Fr / CU, DS �LI(BB jB612) DIVIDER PLATE 3'R 3� - 1/2 R. 3'R 6" 13 1/2 SLOPE 0.06 FT/FT OR O SLOPE 3/4 -/Fr 2' MIN 2' 7'j r HORIZONTAL LINE / A0 MNDOT SLOPE ISE FT/FT NORMAL, UNLESS STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 MAY BE TILTED IS PERMITTED, THE FORM CONCRETE - 8618 CONCRETE CURB & GUTTER CONCRETE - 17.2 Fr / CU.YD.0582 CU YDS s. (BB 8)UN Fr (8616) 12' 3/4 ' /PER FT 1/2 "R 1/2 -R 7"0. HORIZONTAL UNE Imo- 0" �I MODIFIED DESIGN 'b" CURB & GUTTER Title: Concrete Curb & Gutter Standard Plate Library for Streets City of Monticello Date: Plate No. 03-05 Revised: 5005 03-15 CONTRACTION JOINTS a Street Sign 0 o TRAFFIC SIGN SPECIFICATIONS o TRAFFIC SIGN SPECIFICATIONS o MATERIAL: ° MATERIAL: 7' 3#/FT o ALUMINUM SHALL BE 5052-H38 OR 6061-T6 ALLOY. 6 0 GAUGE SHALL BE: .080 ON THE LONGEST SIDE ALUMINUM SHALL BE: 5052-H38 OR 6061-T6 ALLOY L\plE e . •'A . o UP TO 30" GAUGE SHALL BE: .080 ON THE LONGEST SIDE 2% MAXIMUM OPE ° .100 ON THE LONGEST SIDE UP TO 30" CROSS SLOPE PR D, 0• D, 0OVER 30" 100 ON THE LONGEST SIDE IL :� .e ° r OVER 30" SIGNS SHALL BE NOTCHED FOR USE WITH ° E-450 BRACKETS REFLECTING SHEETING SHALL BE DIAMOND GRADE. s" STREET NAME slcNs SHALL HAVE s" UPPER CASE e e • e • e 6' 3#/FT. ALL SIGNS CONFORM TO SECTIONS 2564 AND 3352, 2-3/8" O.D. LETTERS WHITE ON GREEN HIGH INTENSITY GRADE SHEETING A •' •'A SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR WITH WHITE SERIES E BORDER + ° HIGHWAY CONSTRUCTION. b ALL SIGNS SHALL CONFORM TO SECTIONS 2564 AND 3352, 3" ° r SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR ....:...:....... . . . . s,` 0 \ HIGHWAY CONSTRUCTION. ° CHANNEL POST SPECIFICATIONS 12" GRANULAR BORROW OR 6" CLASS 5 ° GALVANIZED STEEL CHANNEL POSTS SHALL BOULEVARD 4" OR 6" CONCRETE WALK ° o Z) BE USED, 2.5 LB/FT POSTS SHOULD BE GRADE M z USED THAT ARE PUNCHED ON 1" CC. BOULEVARD WIDTH VARIES(AVERAGE 8') GALVANIZED POSTS SHALL BE OF THE =11111111=111111111=11111111 =1111111 =111111111 11111111 ° 4 -RIB DESIGN. POSTS ARE TO BE 7 FEET JIIIII ° IflI11— 1 - IN HEIGHT BETWEEN BOTTOM OF SIGN AND -IIIIIIIIIz11111°�� IIIIII TUBULAR POSTS SPECIFICATIONS FINISHED GROUND. 1 1111111=11111111 TUBULAR POSTS USED FOR MOUNTING STREET NAME/TRAFFIC 11111111 BOLTS, NUTS, AND WASHERS — CONTROL SIGNS, SHALL VARY IN LENGTH, SHALL HAVE ^q° 11111111 L`i A DIMPLED TUBE BELOW GRADE OR INSTALL A ANTI- ROTATION HARDWARE SHALL BE GRADE 5 11111111 q, DEVICE TO PREVENT TUBE FROM TURNING, SHALL BE MINIMUM AND BE GALVANIZED = s° 11111111 2-3/8" O.D., SHALL BE GALVINIZED AND SHALL HAVE OR CADMIUM PLATED. 4 =_ A WEIGHT OF 2LB./FT. SIDEWALK DIMENSIONS CONCRETE GROUT-� 11111111=11111111 NOTE: CONCRETE GROUT TO BE MIXED THOROUGHLY WITH WATER BEFORE WIDTH - 6' INSTALLATION 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.) TYPICAL SIGN INSTALLATION WHEN STREET *MATCH EXISTING DEPTH, 4" MINIMUM NAME SIGNS ARE NOT INSTALLED NOTE: TYPIEET INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS NAME SIGNSSIGNARE TOO BE�NSTALLEDN WHEN B Title: Title: Title: Typical Sidewalk Typical Traffic Sign Typical Traffic Sign Standard Plate Library Standard Plate Library Installation Standard Plate Library Installation City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. Revised:03-05 5012 __ 03-05 03-05 03-17 Revised: 03-17 5016 Rev'sed:03-15 5017 EXPANSION JOINTS EXPANSION \ JOINTS1. \,1 B 6' 5' 18„ ° CONCRETE TO BE EXPANSION EXPANSION POURED INTEGRALLY JOINTS A JOINTS WITH CURB W. � 8618 CONCRETE CURB AND GUTTER 7" MIN. 7" 1/41EPER/M1�=n Q— 3/4 .��. 7" WIDTH VARIES 5' MIN. 18" SECTION B—B SECTION A—A Title: Commercial Driveway Standard Plate Library Entrance City of Monticello Date: Plate No. 03-05 Revised: 03-15 5008 5' MIN. NOTES: DEAD END ROADWAY SIGNS SHALL BE X4-11 WITH THE FOLLOWING COLORS: REFLECTORS - RED (DIAMOND GRADE) BACKGROUND - RED MEDIAN SIGNS SHALL BE X4-2 WITH THE FOLLOWING COLORS REFLECTORS - YELLOW (DIAMOND GRADE) BACKGROUND - BLACK OR YELLOW STEEL CHANNEL POSTS SHALL WIGH 3LB./FT. AS REQUIRED. POSTS SHALL BE PUNCHED ON 1" CC AND GALVANIZED. POSTS SHALL BE OF THE 4 -RIB DESIGN. HARDWARE SHALL BE GRADE 5 MINIMUM AND BE GALVANIZED OR CADMIUM PLATED. Title: Permanent Barricade Standard Plate Library & Hazard Markers City of Monticello Date: Plate No. 03-05 Revl8ed:03-15 5018 F L 0 *W Y EXPANSION JOINT (TYPICAL) REMOVE CROWN TYPE B6 CONCRETE IN 50' CURB & GUTTER GUTTER OUT -a A FLOW B-618 - 3' WIDE �3' MIN. B-624 - 4' WIDE SLOPE 3/4 "/FT. SECTION A—A Typical Concrete Standard Plate Library Valley Gutter City of Monticello 03-05 Plate No. Revised: 5009 03-15 Gravel pod(s) MnDOT Class CA -15 or CA -25 Riprap Bedding Geotextile fabric Original grade SECTION B -B (not to scale) Ribbed or Corrugated steel plates Original Geotextile fabric SECTION A -A grade (not to scale) NOTES: Channelize runoff to sediment Sediment Trapping Device trapping device A I Ribbed or Corrugated steel plates �1 A B Q 0 Q O CC of w Q CL z XI w Match Existing Grade "!WE �I� •!.,11.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII��/I• .� _ /� .��!''IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII'�. �. ��� I or Right of Way PLAN Standard Plate Library City of Monticello Commercial Gravel Construction Entrance 06-14 Plate No. 03-15 6002 �z M "L"-) U Ln 0 N Z U W o0 �=0 Y U _ U W — LU Ln / 1 � vo {n1 cn N N Z p O ch Z r1_10 - 0 � N W � � J E) e L — W 00 H i - r 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 NAME: JOSEPH T RADACH PE SIGNATURE:/— DATE: 01/08/24 LIC #: 4588900 M = N 0 0 I:Li Q 0 LU N Z O N LU = , N M -q 6 ,6 r--� ll W Z O J_ Q H W LTi ♦' N V LO J �_ J Z)Cn M C'6 L(7 N w Ln Z Q � O W Q U Z (n Z _ Q C) > W _ W 0 O SHEET NUMBER " C6.4 0 0 SAME SLOPE AS ROADWAY HORIZONTAL (FORMS MAY BE TILTED) REVERSE SLOPE GUTTER SECTION DIVIDER PLATE 3'R t 6 1/2 " 3'R 3V SLOPE 0.06 FT/FTOR - 6' 13 1/2 " SLOPE 3/4"/FT 1 ?2"IN `- HORIZONTAL LINE / '`�' MNDOT 0 SLOPE 0.06 FT/FT NORMAL, UNLESS / STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 GUTTER MAY BE TILTED IS PERMITTED, THE FORM 8612 CONCRETE CURB & GUTTER CONCRETE - 21a77 Fr / CU, DS �LI(BB jB612) DIVIDER PLATE 3'R 3� - 1/2 R. 3'R 6" 13 1/2 SLOPE 0.06 FT/FT OR O SLOPE 3/4 -/Fr 2' MIN 2' 7'j r HORIZONTAL LINE / A0 MNDOT SLOPE ISE FT/FT NORMAL, UNLESS STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 MAY BE TILTED IS PERMITTED, THE FORM CONCRETE - 8618 CONCRETE CURB & GUTTER CONCRETE - 17.2 Fr / CU.YD.0582 CU YDS s. (BB 8)UN Fr (8616) 12' 3/4 ' /PER FT 1/2 "R 1/2 -R 7"0. HORIZONTAL UNE Imo- 0" �I MODIFIED DESIGN 'b" CURB & GUTTER Title: Concrete Curb & Gutter Standard Plate Library for Streets City of Monticello Date: Plate No. 03-05 Revised: 5005 03-15 CONTRACTION JOINTS a Street Sign 0 o TRAFFIC SIGN SPECIFICATIONS o TRAFFIC SIGN SPECIFICATIONS o MATERIAL: ° MATERIAL: 7' 3#/FT o ALUMINUM SHALL BE 5052-H38 OR 6061-T6 ALLOY. 6 0 GAUGE SHALL BE: .080 ON THE LONGEST SIDE ALUMINUM SHALL BE: 5052-H38 OR 6061-T6 ALLOY L\plE e . •'A . o UP TO 30" GAUGE SHALL BE: .080 ON THE LONGEST SIDE 2% MAXIMUM OPE ° .100 ON THE LONGEST SIDE UP TO 30" CROSS SLOPE PR D, 0• D, 0OVER 30" 100 ON THE LONGEST SIDE IL :� .e ° r OVER 30" SIGNS SHALL BE NOTCHED FOR USE WITH ° E-450 BRACKETS REFLECTING SHEETING SHALL BE DIAMOND GRADE. s" STREET NAME slcNs SHALL HAVE s" UPPER CASE e e • e • e 6' 3#/FT. ALL SIGNS CONFORM TO SECTIONS 2564 AND 3352, 2-3/8" O.D. LETTERS WHITE ON GREEN HIGH INTENSITY GRADE SHEETING A •' •'A SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR WITH WHITE SERIES E BORDER + ° HIGHWAY CONSTRUCTION. b ALL SIGNS SHALL CONFORM TO SECTIONS 2564 AND 3352, 3" ° r SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR ....:...:....... . . . . s,` 0 \ HIGHWAY CONSTRUCTION. ° CHANNEL POST SPECIFICATIONS 12" GRANULAR BORROW OR 6" CLASS 5 ° GALVANIZED STEEL CHANNEL POSTS SHALL BOULEVARD 4" OR 6" CONCRETE WALK ° o Z) BE USED, 2.5 LB/FT POSTS SHOULD BE GRADE M z USED THAT ARE PUNCHED ON 1" CC. BOULEVARD WIDTH VARIES(AVERAGE 8') GALVANIZED POSTS SHALL BE OF THE =11111111=111111111=11111111 =1111111 =111111111 11111111 ° 4 -RIB DESIGN. POSTS ARE TO BE 7 FEET JIIIII ° IflI11— 1 - IN HEIGHT BETWEEN BOTTOM OF SIGN AND -IIIIIIIIIz11111°�� IIIIII TUBULAR POSTS SPECIFICATIONS FINISHED GROUND. 1 1111111=11111111 TUBULAR POSTS USED FOR MOUNTING STREET NAME/TRAFFIC 11111111 BOLTS, NUTS, AND WASHERS — CONTROL SIGNS, SHALL VARY IN LENGTH, SHALL HAVE ^q° 11111111 L`i A DIMPLED TUBE BELOW GRADE OR INSTALL A ANTI- ROTATION HARDWARE SHALL BE GRADE 5 11111111 q, DEVICE TO PREVENT TUBE FROM TURNING, SHALL BE MINIMUM AND BE GALVANIZED = s° 11111111 2-3/8" O.D., SHALL BE GALVINIZED AND SHALL HAVE OR CADMIUM PLATED. 4 =_ A WEIGHT OF 2LB./FT. SIDEWALK DIMENSIONS CONCRETE GROUT-� 11111111=11111111 NOTE: CONCRETE GROUT TO BE MIXED THOROUGHLY WITH WATER BEFORE WIDTH - 6' INSTALLATION 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.) TYPICAL SIGN INSTALLATION WHEN STREET *MATCH EXISTING DEPTH, 4" MINIMUM NAME SIGNS ARE NOT INSTALLED NOTE: TYPIEET INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS NAME SIGNSSIGNARE TOO BE�NSTALLEDN WHEN B Title: Title: Title: Typical Sidewalk Typical Traffic Sign Typical Traffic Sign Standard Plate Library Standard Plate Library Installation Standard Plate Library Installation City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. Revised:03-05 5012 __ 03-05 03-05 03-17 Revised: 03-17 5016 Rev'sed:03-15 5017 EXPANSION JOINTS EXPANSION \ JOINTS1. \,1 B 6' 5' 18„ ° CONCRETE TO BE EXPANSION EXPANSION POURED INTEGRALLY JOINTS A JOINTS WITH CURB W. � 8618 CONCRETE CURB AND GUTTER 7" MIN. 7" 1/41EPER/M1�=n Q— 3/4 .��. 7" WIDTH VARIES 5' MIN. 18" SECTION B—B SECTION A—A Title: Commercial Driveway Standard Plate Library Entrance City of Monticello Date: Plate No. 03-05 Revised: 03-15 5008 5' MIN. NOTES: DEAD END ROADWAY SIGNS SHALL BE X4-11 WITH THE FOLLOWING COLORS: REFLECTORS - RED (DIAMOND GRADE) BACKGROUND - RED MEDIAN SIGNS SHALL BE X4-2 WITH THE FOLLOWING COLORS REFLECTORS - YELLOW (DIAMOND GRADE) BACKGROUND - BLACK OR YELLOW STEEL CHANNEL POSTS SHALL WIGH 3LB./FT. AS REQUIRED. POSTS SHALL BE PUNCHED ON 1" CC AND GALVANIZED. POSTS SHALL BE OF THE 4 -RIB DESIGN. HARDWARE SHALL BE GRADE 5 MINIMUM AND BE GALVANIZED OR CADMIUM PLATED. Title: Permanent Barricade Standard Plate Library & Hazard Markers City of Monticello Date: Plate No. 03-05 Revl8ed:03-15 5018 F L 0 *W Y EXPANSION JOINT (TYPICAL) REMOVE CROWN TYPE B6 CONCRETE IN 50' CURB & GUTTER GUTTER OUT -a A FLOW B-618 - 3' WIDE �3' MIN. B-624 - 4' WIDE SLOPE 3/4 "/FT. SECTION A—A Typical Concrete Standard Plate Library Valley Gutter City of Monticello 03-05 Plate No. Revised: 5009 03-15 Gravel pod(s) MnDOT Class CA -15 or CA -25 Riprap Bedding Geotextile fabric Original grade SECTION B -B (not to scale) Ribbed or Corrugated steel plates Original Geotextile fabric SECTION A -A grade (not to scale) NOTES: Channelize runoff to sediment Sediment Trapping Device trapping device A I Ribbed or Corrugated steel plates �1 A B Q 0 Q O CC of w Q CL z XI w Match Existing Grade "!WE �I� •!.,11.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII��/I• .� _ /� .��!''IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII'�. �. ��� I or Right of Way PLAN Standard Plate Library City of Monticello Commercial Gravel Construction Entrance 06-14 Plate No. 03-15 6002 �z M "L"-) U Ln 0 N Z U W o0 �=0 Y U _ U W — LU Ln / 1 � vo {n1 cn N N Z p O ch Z r1_10 - 0 � N W � � J E) e L — W 00 H i - r 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 NAME: JOSEPH T RADACH PE SIGNATURE:/— DATE: 01/08/24 LIC #: 4588900 M = N 0 0 I:Li Q 0 LU N Z O N LU = , N M -q 6 ,6 r--� ll W Z O J_ Q H W LTi ♦' N V LO J �_ J Z)Cn M C'6 L(7 N w Ln Z Q � O W Q U Z (n Z _ Q C) > W _ W 0 O SHEET NUMBER " C6.4 0 0 EXISTING CURB U U 011 OIL U WING NUT OVERFLOW SLOT IN SHROUD ATTACHMENTHOOK SILT FABRIC SLEEVE PER MnDOT SPECIAL / PROVISION 3886 II II -WALKABLE OR KABLE SURFACE 4 0 FLARE m m- NON -WALKABLE OR 4 WALKABLE SURFACI 0 FLARE L TIERED PERPENDICULAR • • • 0 ,Q F icwi4 o z. .0 OVERFLOW IS Y2 OF W II II 0 0 0 0 0 4 Z � T • 3 I II II II 1w THE CURB BOX HEIGHT II II MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE 10 oil all O1 orz MOIj Wz zQ z =pNp UKO C c s w x E" c 2:�o.; 0 0 0 ® w PARALLEL x w_ CURB OR VAR. 4' 0" MIN. �4i CURB AND RAMP m� w� o� 3 0 000 GUTTER 1/4" R. WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY z= Ja o 000 IMPAIRED. > 0.05 FT./FT. AND TREE PLANTING. AREA d( ax `° F�Za > S 0.083 FT./FT PREFERRED 61' CONCRETE WALK aI A -A PERPENDICULAR/TIERED/DIAGONAL CURB CURB > S n wW Hi So GUTTE CURB OR A Fw m ZWZ6p <1 Om j PLAN 4'0" MIN. .4 • IRED LANDING 0.02FT./FT. AX. . AND WIMCO ROAD DRAIN CG -23* HIGH FLOW TPREFERRED �m INLET PROTECTION CURB AND GUTTER MODEL DEFLECTOR PLATE SECTION B -B FAN zm o� OR CITY APPROVED EQUAL. e OVERFLOW IS Y2 OF •.: A. • <N V- R, rK THE CURB BOX HEIGHT OVERFLOW AT TOP OF F�U�O� rn w Lal FILTER ASSEMBLY • A' ZD18N.: �Jw Z lil z w URB z17�� co Ln �3 Ho j T w' z w woo Nwa F o� mY daWU Wf-7 ,Y, F �"LL aN7 G p w S< ogam oH-�' 3 nii aO wzd z w ..,¢ow g a ® w- z= ZJ OD] VmjW DoRD: � ,Z}o wm i U 9 u]i aaLc� w 0 C N W w w�ma So� z. OVERFLOW SLOT IN SHROUD �.D G��o I- Y Lj a w le Mo o� im5 pz`^ FILTER ASSEMBLY DIAMETER, SILT FABRIC SLEEVE PER MnDOT SPECIAL rn 80 W. w. o a � z 6" ON -GRADE 10" AT LOW POINTo. PROVISION 3886 z 9 w � mt IL W w F �q HIGH-FLOW FABRIC o 41 � N "T * FOR THE NEW R -3290 -VB STANDARD CASTING, INSTALL WIMCO ROAD DRAIN CG -3290 OR CITY APPROVED EQUAL. Title: Inlet Protection :Standard Plate Library Catch Basin Insert City of Monticello pate: Plate No. 03-07 Revised:03-15 6004 BACK OF CURB FLOW LINE FRONT OF GUTTER A PERPENDICULAR Afl Title: Standard Plate Library City of Monticello Date: Revise N01 WAI FAN @ DEPRESSED CORNER Inlet Protection Grate Inlet Cover NOTES: W 0ss U U 011 OIL U U II II -WALKABLE OR KABLE SURFACE 4 0 FLARE S NON -WALKABLE OR 4 WALKABLE SURFACI 0 FLARE L TIERED PERPENDICULAR oa wow ,Q F icwi4 o C 7 FAN @ DEPRESSED CORNER Inlet Protection Grate Inlet Cover NOTES: W 0ss U U 011 OIL U U II II RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. A II L TIERED PERPENDICULAR oa wow ,Q F icwi4 o C 7 >, ii s W II II 5 Z � T • 3 I II II II _ � &_ TlJ II II MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE 10 oil all O1 o =pNp UKO C c s w x E" c 2:�o.; T T w PARALLEL TELEVISION CURB OR VAR. 4' 0" MIN. �4i CURB AND RAMP REQUIRED LANDING CI O�Q n al,.oa GUTTER 1/4" R. WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY 3�Fl R Q 4 Q 0.02 FT./FT. MAX. IMPAIRED. > 0.05 FT./FT. AND TREE PLANTING. AREA O S 0.083 FT./FT PREFERRED 61' CONCRETE WALK SECTION A -A PERPENDICULAR/TIERED/DIAGONAL CURB CURB GUTTE CURB OR CURB AND VAR. 4'0" MIN. GUTa"F IRED LANDING 0.02FT./FT. AX. . AND TPREFERRED SECTION B -B FAN FAN @ DEPRESSED CORNER Inlet Protection Grate Inlet Cover NOTES: W 0ss II THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL W Cp � nipe II II RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. U, � pMl II L 6" CONCRETE WALK oa wow ,Q F icwi4 o II II II >, ii s W II II O Z � T • 3 I II II II E N E 1'7 TELEPHONE Nwo D. II II MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE i 0 a I I G G o =pNp UKO Er c s w x E" c 2:�o.; T T w vmy o yi• a TELEVISION PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. �on z to �'EmN jj �4i U um Or TYPICAL po� CI O�Q n al,.oa II II VU =I A,,. N F 0 3 &S. W NIX m Of H- J LL z z w W VI Q tL 0 z O U of of (n z 0 0 0 z Z W W g o_ D. HK 1.0% MIN. THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL ONZw ,mss RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. WALKABLE SURFACE 0. L 6" CONCRETE WALK oa wow ,Q F icwi4 o Wiibe >, ii s U. Z M1. Q O 7 m 'B II V E N E 1'7 TELEPHONE Nwo D. 0 MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE G / G �a G G o =pNp UKO Er Nie T T w �olow TELEVISION PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. in ® w ti a oA CALL TO GOPHER STATE ONE (454-0002) TYPICAL TYPICAL OF TRAVEL F_,,, i,.m IS REQUIRED A MINIMUM OF 48 HOURS NON -WALKABLE WALK OR WALKABLE Q• SURFACE 0 MAX. WALK C4 Standard Plate Library City of Monticello O " NON -WALKABLE OR WALKABLE O4 DIAGONAL SURFACE 2X „ MAX. O SHALL ONLY BE USED AFTER ALL Q OTHER CURB RAMP TYPES HAVE BEEN EVALUATED AND DEEMED IMPRACTICAL LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE (PAR)CHANGES DIRECTION. AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.0X. AND IF THE APPROACHING WALK IS INVERSE GRADE GREATER THAN 2Y,. INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15'FROM THE BACK OF CURB WITH 6'FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE. ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.0X. SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE WHEN THE LONGITUDINAL RUNNING SLOPE IS GREATER THAN 5.0X. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAKS WITHIN THE PAR. 1/4n DEEP VISUAL JOINTS SHALL BE USED AT THE TOPS OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL.JHUS BOTH SIDES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENGTH.IEXCEPT AS STATED IN 6 BELOW. TO ENSURE RAMPS AND LANDINGS ARE PROPERLY CONSTRUCTED ALL INITIAL LANDINGS AT A TOP OF A RAMPED SURFACE (RUNNING SLOPE GREATER THAN 2XISHALL BE FORMED AND PLACED SEPARATELY IN AN INDEPENDENT CONCRETE POUR. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 OF 6 FOR ALL SEPARATELY POURED INITIAL LANDINGS. WHEN SIDEWALK IS AT BACK OF CURB. TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. MAINTAIN POSITIVE BOULEVARD DRAINAGE TO TOP OF CURB. ALL RAMP TYPES SHOULD HAVE A MINIMUM 3'LONG RAMP LENGTH. 0"�"�3° OFFSET�IS ALLOYfED�L.nLI� T.T,�. AMMA.�LI I" I ,."�. A,MA.�LI IL........... WHENDESIGNING OR ORDERING RECTANGULAR DETECTABLE WARNING SURFACES SHOULD BE 6" LESS THAN THE INCOMING PAR. ARC LENGTH OF THE RADIAL DETECTABLE WARNINGS SHOULD NOT BE GREATER THAN 20 FEET. RECTANGULAR DETECTABLE WARNINGS SHALL BE SETBACK 3" FROM THE BACK OF CURB. RADIAL DETECTABLE WARNINGS SHALL BE SETBACK 3" MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB. 01 MATCH FULL HEIGHT CURB. 02 4' MINIMUM DEPTH LANDING REQUIRED ACROSS TOP OF RAMP. Q3 3" HIGH CURB WHEN USING A 3- LONG RAMP, 411 HIGH CURB WHEN USING A 41 LONG RAMP. ® SEE SHEET 4 OF 6. TYPICAL SIDE TREATMENT OPTIONS. FOR DETAILS ON FLARES AND RETURNED CURBS. 05 DETECTABLE WARNINGS MAY BE PART OF THE 4'X 4' MIN. LANDING AREA IF IT IS NOT FEASIBLE TO CONSTRUCT THE LANDING OUTSIDE OF THE DETECTABLE WARNING AREA. © THE GRADE BREAK SHALL BE PERPENDICULAR TO THE BACK OF WALK. THIS WILL ENSURE THAT THE GRADE BREAK IS PERPENDICULAR TO THE DIRECTION OF TRAVEL. (TYPICAL FOR ALL) Q7 WREN AOJ��ENT TOe ASS, -11% GRADIING SHALLTArLNAYS BETUSEDT WHEN NU FEASIBIJI LE. V CURB,- 8 A 7- MIN TOP RADIUS GRADE BREAK IS REQUIRED TO BE CONSTRUCTIBLE. 4 PAVE FULL WALK WIDTH. ® "S" SLOPES ON FANS SHALL ONLY BE USED WHEN ALL OTHER FEASIBLE OPTIONS HAVE BEEN EVALUATED AND DEEMED IMPRACTICAL. © INTERMEDIATE CURB HEIGHTS TAPER SHALL RISE AT B -10Y. TO A MINIMUM W CURB HEIGHT. REDUCE INTERMEDIATE CURB HEIGHT TO 2+ INCHES IF NECESSARY TO MATCH ADJACENT LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT. IF SITE CONDITIONS WARRANT, LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. Q INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN 1r 5.0% MINIMUM AND BI MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.0X. INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE GREATER THAN 2.OX AND LESS THAN 5.0% IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0%. ®LANDING AREA - 4'X 4' MIN. (5' X 5' MIN. PREFERRED) DIMENSIONS AND MAX 2.0% SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. X" CURB HEIGHT PRIOR TO PERFORMING ANY EXCAVATION. Title: Residential Building Erosion Control )ate: 03-05 Plate No. Revised: 03-15 6006 WALKABLE SURFACE 0 F O 6 o 2' MAX G11 0.7 STAPLES PER SQ. YD. 1.15 STAPLES PER S0. YD. 41 SLOPES 3:1 SLOPES ALL £KCAVARON & MCKRLL TO COMPLY WITH CRY EYCAVAWN ORDINANCES AND REQUIRE EKCA10AWN PERMIT FROM PUBUC WORKS OFFICE. 1. PREPARE SOIL BEFORE INSTALLING BUNKETS, INCLUDING ANY NECESSARYAPPUCATION OF LIME FERTILIZER AND SEED. 2. BEGINATTHETOPOFTHE SLOPE BYANCHORINGTHE BLANKET IN AW(15-)DEEPXW(15-) WIDETRENCH WTMAP MM MY1rM-)OFBUNIa:TEXTENDEDBEYONDTHEUPSLOPEPORTIONOFTHETRENCH. ANCHORTHE BLANKET WITH A ROW OF STANEWAKE$ APPROXIMATELY Ir (3D-) APART IN THE BOTTOM OFTHE TRENCH. BACITILL AND CONPACTTHE TRENCH AFTER $TARING. APPLY SEED TO COMPACTED SOIL AND FOLD REMMNING it (30RR) PORTIONOFBLANIQ':TBACKOVERSEEDANDCOMPACTEDWIL SEWREBL,TNI(ETOVEROOATACTEDWILWITHAROWOF STARESbTAKE3 $PACED APPROXIMATELY it (3 -)APARTACROSS THE WIDTH OF THE BWID:T. 3.ROLLTHEBIANKETS(A.)DOWNOR(B.)HORIZONTALLYACROSSTHESLOPE. BUNKETEWILLUNROLLWITHAPPROPRIATE5IDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLESISTAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STARE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLESISTAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS GORNESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4.W EDGES OF PARALLEL BLANIO:T$ MUST BE STAPLED WffN APPROXIMATELY Si• (5vn12.5cm) OVERLAP DEPENDING ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE WE EDGE OF THE OVERLAPPING BLANIIET (1IUNKET BEING INSTALLED ON TOP) EVEN MATH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET. 5. CONSECUTIVE BLANI0=T5 SRICED DOWN THE SLOPE MUST BE RACED END OVER END (SHINGLE STYLE) WITH AN APPIROXIMATE BLANI(ETWID RLM. STAPLE TRRWGH OVERLAPPED AREA, APPROlOMATELr 1Y (90cvn)APART ACROSS ENTIRE BLANKET WIDTH. NOTE: IN LOOSE SOIL CONDIRONS. THE USE OF STARE ORSTAKE LENGTHS GREATER THAN S' (15"B) MAY BE NECESSMYTO PROPERLYSECURETHEBLANKETS. I Title: AErosion Control Blanket Standard Plate Library Stapling Patterns & Installal City of Monticello pate: Plate No. 03-08 Revised: 03-15 6011 NON -WALKABLE SURFACE COMBINED DIRECTIONAL GRADE RAMP BREAK MAX. 2.0% SLOPE IN ALL DIRECTIONS TO 1O% SLOPE DIRECTIONAL RAMP WALKABLE FLARE NON -WALKABLE SURFACE BACK OF CURB 1O FLOW LINE FRONT OF GUTTER IF NON -CONCRETE BLVD.IS CONSTRUCTED AND IS LESS THAN 2' IN WIDTH AT TOP OF CURB TRANSITION, PAVE CONCRETE RAMP WIDTH TO ADJACENT BACK OF CURB. GRADE RAMP BREAK MAX. 2.OX SLOPE IN ALL DIRECTIONS DETECTABLE WARNING PLACEMENT WHEN SETBACK CRITERIA IS EXCEEDED ONE-WAY DIRECTIONAL WITH DETECTABLE WARNING AT BACK OF CURB ' 1.0% MIN. THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL 2.0% MAX VAR. RAMP NON -WALKABLE OR RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. WALKABLE SURFACE 0. L 6" CONCRETE WALK BACK OF CURB 2.OX-3.0X Dl FLOW LINE 12' P/L UTILITY EASEMENT ' 20'� • • SECTION D -D FRONT OF GUTTER LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS CONCRETE OR BITUMINOUS TAPERS CURB FOR DIRECTIONAL RAMPS E N E 1'7 TELEPHONE r G 0 MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE G / G G G A3' 2' 3' 1' T T E T T w TELEVISION PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. in ® PROPERTY LINE .. ., STREET TYPICAL TYPICAL OF TRAVEL ADJACENT WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY 3�Fl R Q 4 Q 3.75 STAPLES PER SQ. VD. IMPAIRED. TREE PLANTING. AREA O HIGHFLOWCHANNEL& SHORELINE 1. PREPARE SOIL BEFORE INSTALLING BUNKETS, INCLUDING ANY NECESSARYAPPUCATION OF LIME FERTILIZER AND SEED. 2. BEGINATTHETOPOFTHE SLOPE BYANCHORINGTHE BLANKET IN AW(15-)DEEPXW(15-) WIDETRENCH WTMAP MM MY1rM-)OFBUNIa:TEXTENDEDBEYONDTHEUPSLOPEPORTIONOFTHETRENCH. ANCHORTHE BLANKET WITH A ROW OF STANEWAKE$ APPROXIMATELY Ir (3D-) APART IN THE BOTTOM OFTHE TRENCH. BACITILL AND CONPACTTHE TRENCH AFTER $TARING. APPLY SEED TO COMPACTED SOIL AND FOLD REMMNING it (30RR) PORTIONOFBLANIQ':TBACKOVERSEEDANDCOMPACTEDWIL SEWREBL,TNI(ETOVEROOATACTEDWILWITHAROWOF STARESbTAKE3 $PACED APPROXIMATELY it (3 -)APARTACROSS THE WIDTH OF THE BWID:T. 3.ROLLTHEBIANKETS(A.)DOWNOR(B.)HORIZONTALLYACROSSTHESLOPE. BUNKETEWILLUNROLLWITHAPPROPRIATE5IDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLESISTAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STARE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLESISTAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS GORNESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4.W EDGES OF PARALLEL BLANIO:T$ MUST BE STAPLED WffN APPROXIMATELY Si• (5vn12.5cm) OVERLAP DEPENDING ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE WE EDGE OF THE OVERLAPPING BLANIIET (1IUNKET BEING INSTALLED ON TOP) EVEN MATH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET. 5. CONSECUTIVE BLANI0=T5 SRICED DOWN THE SLOPE MUST BE RACED END OVER END (SHINGLE STYLE) WITH AN APPIROXIMATE BLANI(ETWID RLM. STAPLE TRRWGH OVERLAPPED AREA, APPROlOMATELr 1Y (90cvn)APART ACROSS ENTIRE BLANKET WIDTH. NOTE: IN LOOSE SOIL CONDIRONS. THE USE OF STARE ORSTAKE LENGTHS GREATER THAN S' (15"B) MAY BE NECESSMYTO PROPERLYSECURETHEBLANKETS. I Title: AErosion Control Blanket Standard Plate Library Stapling Patterns & Installal City of Monticello pate: Plate No. 03-08 Revised: 03-15 6011 NON -WALKABLE SURFACE COMBINED DIRECTIONAL GRADE RAMP BREAK MAX. 2.0% SLOPE IN ALL DIRECTIONS TO 1O% SLOPE DIRECTIONAL RAMP WALKABLE FLARE NON -WALKABLE SURFACE BACK OF CURB 1O FLOW LINE FRONT OF GUTTER IF NON -CONCRETE BLVD.IS CONSTRUCTED AND IS LESS THAN 2' IN WIDTH AT TOP OF CURB TRANSITION, PAVE CONCRETE RAMP WIDTH TO ADJACENT BACK OF CURB. GRADE RAMP BREAK MAX. 2.OX SLOPE IN ALL DIRECTIONS DETECTABLE WARNING PLACEMENT WHEN SETBACK CRITERIA IS EXCEEDED ONE-WAY DIRECTIONAL WITH DETECTABLE WARNING AT BACK OF CURB ' 1.0% MIN. THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL 2.0% MAX VAR. RAMP NON -WALKABLE OR RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. WALKABLE SURFACE FIBER OPTIC L 6" CONCRETE WALK BACK OF CURB 2.OX-3.0X Dl FLOW LINE GUTTER SLOPE GRADING SHALL ALWAYS BE USED WHEN FEASIBLE.V CURB, IF USED. SHALL BE PLACED OUTSIDE THE SIDEWALK SECTION D -D FRONT OF GUTTER LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS CONCRETE OR BITUMINOUS TAPERS CURB FOR DIRECTIONAL RAMPS ELECTRICAL TRANSFORMERS ARE TYPICALLY PLACED WITHIN 15' OF THE BUILDING DRAINAGE B UTILITY SEWER AND WATER STUBBED EASEMENT LINE 11' INSIDE PROPERTY LINE - BACK OF CURB ALL ROAD CROSSINGS TO BE RIGID NMC CONDUITS R/W TO R/W WHERE SIDEWALK OR PATHWAY IS INSTALLED. ,. Non Joint Trench Utility for Standard Plate Library CommerciaVIndustrial Developments City of Monticello Date: 03-05 Plate No. 9 Revised: 7003 03-15 NOTESe LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE (PAR)CHANGES DIRECTION AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.0X, AND IF WE APPROACHING WALK IS INVERSE GRAOE. INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15'FROM THE BACK OF CURB. WITH 6'FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE. ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.0%. SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE WHEN THE LONGITUDINAL SLOPE IS GREATER THAN 5.0%. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAKS WITHIN THE PAR. 1/4" DEEP VISUAL JOINTS SHALL BE USED AT THE TOP GRADE BREAK OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES. ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL. THUS BOTH SIDES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENGTH. TO ENSURE INITIAL RAMPS AND INITIAL LANDINGS ARE PROPERLY CONSTRUCTED LANDINGS SHALL BE CAST SEPARATELY. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 AND THE ADA SPECIAL PROVISION (PROSECUTION OF WORK). TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. WHEN THE BOULEVARD IS 4'WIDE OR LESS,THE TOP OF CURB TAPER SHALL MATCH THE RAMP SLOPES TO REDUCE NEGATIVE BOULEVARD SLOPES FROM THE TOP BACK OF CURB TO THE PAR. ALL RAMP TYPES SHOULD HAVE A MINIMUM 3'LONG RAMP LENGTH. 41 uiuTul lu WTnTu nr nl7TCPTA9tI r WADMTUC YC Drnl (Torn r(SD AN I DAuoC nrrrrTAGI r WADMTMrC CLIAI 1 IM ASL LPI .,UPILRL 1 L RPILIN AUJALLPI I I U 1 IIR1, 11i"LN AUJALLPI 1 IU LUPA,PIL 1 L r LAPID U" - J" UP r �L 1 / IS ALLOWED. WHEN DESIGNING OR ORDERING RECTANGULAR DETECTABLE WARNING SURFACES SHOULD BE 6" LESS THAN THE INCOMING PAR. ARC LENGTH OF THE RADIAL DETECTABLE WARNINGS SHOULD NOT BE GREATER THAN 20 FEET. RADIAL DETFCTAEILE WARNINGS SHALL BE SETBACK 311 MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB. SEE NOTES 40 & Qq FOR INFORMATION REGARDING RECTANGULAR DETECTABLE WARNING PLACEMENT. 01 MATCH FULL CURB HEIGHT. Q 311 HIGH CURB WHEN USING A -5- LONG RAMP 41' HIGH CURB WHEN USING A 4'LONG RAMP. STANDARD ONE-WAY DIRECTIONAL 90 O 411 PREFERRED°WMIN DISTANCE REQUIRED DISTANCE ETWEENRDOMES)WEEN DOMES) Q THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL CJ TELEPHONE OR FIBER PEDESTAL RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. FIBER OPTIC L WALKABLE SURFACE, DIRECTIONAL RAMP FLARES SHALL BE USED. SEE THE DETAIL ON THIS SHEET. F F GRADING SHALL ALWAYS BE USED WHEN FEASIBLE.V CURB, IF USED. SHALL BE PLACED OUTSIDE THE SIDEWALK F (ELECTRIC LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS CONCRETE OR BITUMINOUS TAPERS E E E N E 1'7 TELEPHONE r G 0 MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE G / G G G ABLE T T E T T w TELEVISION PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. in ® PROPERTY LINE TV TV TV TV OF TRAVEL ADJACENT WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY •. IMPAIRED. TREE PLANTING. AREA - BACK OF CURB ALL ROAD CROSSINGS TO BE RIGID NMC CONDUITS R/W TO R/W WHERE SIDEWALK OR PATHWAY IS INSTALLED. ,. Non Joint Trench Utility for Standard Plate Library CommerciaVIndustrial Developments City of Monticello Date: 03-05 Plate No. 9 Revised: 7003 03-15 NOTESe LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE (PAR)CHANGES DIRECTION AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.0X, AND IF WE APPROACHING WALK IS INVERSE GRAOE. INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15'FROM THE BACK OF CURB. WITH 6'FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE. ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.0%. SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE WHEN THE LONGITUDINAL SLOPE IS GREATER THAN 5.0%. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAKS WITHIN THE PAR. 1/4" DEEP VISUAL JOINTS SHALL BE USED AT THE TOP GRADE BREAK OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES. ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL. THUS BOTH SIDES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENGTH. TO ENSURE INITIAL RAMPS AND INITIAL LANDINGS ARE PROPERLY CONSTRUCTED LANDINGS SHALL BE CAST SEPARATELY. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 AND THE ADA SPECIAL PROVISION (PROSECUTION OF WORK). TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. WHEN THE BOULEVARD IS 4'WIDE OR LESS,THE TOP OF CURB TAPER SHALL MATCH THE RAMP SLOPES TO REDUCE NEGATIVE BOULEVARD SLOPES FROM THE TOP BACK OF CURB TO THE PAR. ALL RAMP TYPES SHOULD HAVE A MINIMUM 3'LONG RAMP LENGTH. 41 uiuTul lu WTnTu nr nl7TCPTA9tI r WADMTUC YC Drnl (Torn r(SD AN I DAuoC nrrrrTAGI r WADMTMrC CLIAI 1 IM ASL LPI .,UPILRL 1 L RPILIN AUJALLPI I I U 1 IIR1, 11i"LN AUJALLPI 1 IU LUPA,PIL 1 L r LAPID U" - J" UP r �L 1 / IS ALLOWED. WHEN DESIGNING OR ORDERING RECTANGULAR DETECTABLE WARNING SURFACES SHOULD BE 6" LESS THAN THE INCOMING PAR. ARC LENGTH OF THE RADIAL DETECTABLE WARNINGS SHOULD NOT BE GREATER THAN 20 FEET. RADIAL DETFCTAEILE WARNINGS SHALL BE SETBACK 311 MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB. SEE NOTES 40 & Qq FOR INFORMATION REGARDING RECTANGULAR DETECTABLE WARNING PLACEMENT. 01 MATCH FULL CURB HEIGHT. Q 311 HIGH CURB WHEN USING A -5- LONG RAMP 41' HIGH CURB WHEN USING A 4'LONG RAMP. STANDARD ONE-WAY DIRECTIONAL 90 O 411 PREFERRED°WMIN DISTANCE REQUIRED DISTANCE ETWEENRDOMES)WEEN DOMES) SEMI -DIRECTIONAL RAMP 30012 T DOME SETBACK. 4' LONG RAMP AND PUSH BUTTON T FROM THE BACK OF CURB PRIMARILY USED FOR APS APPLICATIONS WHERE THE PAR DOES NOT CONTINUE PAST THE PUSH BUTTON (DEAD-END SIDEWALK) © RECTANGULAR DETECTABLE WARNINGS MAY BE SETBACK UP TO 9" FROM THE BACK OF CURB WITH CORNERS SET 3" FROM BACK OF CURB. IF 9" SETBACK IS EXCEEDED USE RADIAL DETECTABLE WARNINGS. ® FOR DIRECTIONAL RAMPS WITH THE DETECTABLE WARNINGS PLACED AT THE BACK OF CURB THE DETECTABLE WARNINGS SHALL COVER THE ENTIRE WIDTH OF THE WALK/PATH.THIS ENSURES A DETECTABLE EDGE AND HELPS ELIMINATE THE CURB TAPER OBSTRUCTING THE PATH OF PEDESTRIAN TRAVEL. ® THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED PERPENDICULAR TO THE BACK OF CURB. MAINTAIN 3" BETWEEN EDGE OF DOMES AND EDGE OF CONCRETE. ® TO BE USED FOR ALL DIRECTIONAL RAMPS.EXCEPT WHERE DOMES ARE PLACED ALONG THE BACK OF CURB. PLACE 2 N0.4 BARS 4 INCHES FROM SIDE OF FORMS WITH A MINIMUM 2 INCHES LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT.IF SITE CONDITIONS WARRANT. LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. (S� INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN T1 5.OX MINIMUM AND 8.3X MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.OX. QF INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE GREATER 1i THAN 2.OY, AND LESS THAN 5.OX IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0X. ®LANDING AREA - 4'X 4'MIN.(SIX 5'MIN. PREFERRED) DIMENSIONS AND MAX 2.OX SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. XI' CURB HEIGHT �z M U 3Ln0 N z U 0 2 D W o0 o =0 z LL U _ U W LLJ Ln {�i/ 1 �O (nN N Z p O cy) Z 1- � N W � >� E)1.10 (31 J W 00 1-- I 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 NAME: JOSEPH T RADACH PE SIGNATURE: G�o a _I . /- DATE: 01/08/24 LIC #: 45889 LL M� DO N 00 0 0 Iii a O W Z) In In N Z O N W = � N C6 6 6 r--� CY- W Z 3r O N J Q W G L0 + N V LO J � J Z) c) N co UI U) N W Ln Z < 2W Q / U V Z_ n z I\LLLLLL. / = LLJ 0 0 CD ^^ L,,Q + o w LUZ Z W O J J W o _) MILLLLLL. � W z CO G SHEET NUMBER C6.5 Q THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. O WHEN USING CONCRETE PAVED FLARES ON THE OUTSIDE OF DIRECTIONAL RAMPS AND ADJACENT TO A WALKABLE SURFACE, DIRECTIONAL RAMP FLARES SHALL BE USED. SEE THE DETAIL ON THIS SHEET. © GRADING SHALL ALWAYS BE USED WHEN FEASIBLE.V CURB, IF USED. SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS CONCRETE OR BITUMINOUS TAPERS SHOULD BE USED OVER V CURB TO REDUCE TRIPPING HAZARDS AND FACILITATE SNOW & ICE REMOVAL. 0 MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE CONSTRUCTED INTEGRAL WITH CURB AND GUTTER. ABLE E O BX TO 10% WALKABLE FLARE. O PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. ® OF DETECTABLESHALL BE PEDESTRIAN PATH SURFACEE,AND WHEN ADJACENT SURFACE WITH ONE CORNER SET T. FROM OF TRAVEL ADJACENT WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY IMPAIRED. SEMI -DIRECTIONAL RAMP 30012 T DOME SETBACK. 4' LONG RAMP AND PUSH BUTTON T FROM THE BACK OF CURB PRIMARILY USED FOR APS APPLICATIONS WHERE THE PAR DOES NOT CONTINUE PAST THE PUSH BUTTON (DEAD-END SIDEWALK) © RECTANGULAR DETECTABLE WARNINGS MAY BE SETBACK UP TO 9" FROM THE BACK OF CURB WITH CORNERS SET 3" FROM BACK OF CURB. IF 9" SETBACK IS EXCEEDED USE RADIAL DETECTABLE WARNINGS. ® FOR DIRECTIONAL RAMPS WITH THE DETECTABLE WARNINGS PLACED AT THE BACK OF CURB THE DETECTABLE WARNINGS SHALL COVER THE ENTIRE WIDTH OF THE WALK/PATH.THIS ENSURES A DETECTABLE EDGE AND HELPS ELIMINATE THE CURB TAPER OBSTRUCTING THE PATH OF PEDESTRIAN TRAVEL. ® THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED PERPENDICULAR TO THE BACK OF CURB. MAINTAIN 3" BETWEEN EDGE OF DOMES AND EDGE OF CONCRETE. ® TO BE USED FOR ALL DIRECTIONAL RAMPS.EXCEPT WHERE DOMES ARE PLACED ALONG THE BACK OF CURB. PLACE 2 N0.4 BARS 4 INCHES FROM SIDE OF FORMS WITH A MINIMUM 2 INCHES LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT.IF SITE CONDITIONS WARRANT. LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. (S� INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN T1 5.OX MINIMUM AND 8.3X MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.OX. QF INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE GREATER 1i THAN 2.OY, AND LESS THAN 5.OX IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0X. ®LANDING AREA - 4'X 4'MIN.(SIX 5'MIN. PREFERRED) DIMENSIONS AND MAX 2.OX SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. XI' CURB HEIGHT �z M U 3Ln0 N z U 0 2 D W o0 o =0 z LL U _ U W LLJ Ln {�i/ 1 �O (nN N Z p O cy) Z 1- � N W � >� E)1.10 (31 J W 00 1-- I 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 NAME: JOSEPH T RADACH PE SIGNATURE: G�o a _I . /- DATE: 01/08/24 LIC #: 45889 LL M� DO N 00 0 0 Iii a O W Z) In In N Z O N W = � N C6 6 6 r--� CY- W Z 3r O N J Q W G L0 + N V LO J � J Z) c) N co UI U) N W Ln Z < 2W Q / U V Z_ n z I\LLLLLL. / = LLJ 0 0 CD ^^ L,,Q + o w LUZ Z W O J J W o _) MILLLLLL. � W z CO G SHEET NUMBER C6.5 - INSET B VAR. RAMP 6" CONCRETE WALK ® BACK OF CURB/ EDGE OF WALK PROJECTED FRONT OF GUTTER FLOW LINE O Q 1/4 1/4,I 5X MAX - : v -o 24" INSET B OUTFLOW GUTTER 20' MAX. RECOMMENDED TO NOT AFFECT PARKING HOLD TANGENT 5' / PAST OUTSIDE ZERO 1:3 MIN. TAPER (DOWNSTREAM SIDE) FRONT OF GUTTER INSET A ®o 1/4" FLOW LINE 2 -SX 04 w . Pe e .6 .e•' .s P' qe : ,o p. a 24" 8-12" PERPENDICULAR QQ ' 1/4" MIN. TO 1/2" MAX. • o: ' 0'4:0'. P�:�. 4"q •'. P�''. a INSET A 1:3 MIN. TAPER 1:5 PREFERRED TAPER (UPSTREAM SIDE) TANGENT 5' OUTSIDE ZERO ADA CURB EXTENSION WITH COMPOUND RADIUS (BUMP OUT)® DIRECTION OF TRAFFIC MAIN STREET 1.3 EXISTING�4........`�� a `1/2" R. ��. WALK ,, �. :`Ir• V CURB ADJACENT TO LANDSCAPE CURB WITHIN SIDEWALK LIMITS INSET A INSET A BACK OF CURB/ FRONT OF GUTTER BACK OF CURB/ FRONT OF GUTTER BACK OF CURB/ EDGEOFWALK 1/ ® 0 2-3%FLOW4LINE EDGEOOF WALK 1/ ® FLO O INE EDGEOFWALK 3x. 1/4 1/4 a e.'a o °w�:' o e. °d�a 1/4 71, 24" 6-12" 24" NON PERPENDICULAR OO FOR CURB MACHINE PLACEMENT AROUND RADIUS PEDESTRIAN ACCESS ROUTE CURB & GUTTER DETAIL (REGARDLESS OF RAMP TYPE) MILL VERTICAL SAWCUT BIT. EDGE 05 & 4O PAVEMENT SO & O4 n REMOVE & REPLACE 2 BITUMINOUS EXISTING BIT. EXISTING BIT. PAVEMENT MILL & PATCH PAVEMENT BIT. PAVEMENT ..p -°":p 4.°. .0 p�. "4 O � . •4 . •4 . 'a . •4 ..o'• a. y'a..'. a-d.•a a. v.°•.: e..a :.4,. .a ••'•' 4 o•4, e• 4•'�a•,"c. 4''-'a •4a a':'o o,4v :.a :��'P'a. s':'P �''. ?'a e''P'' .A'4. ^'. �P �'''?'i'r:'P 24'r 'MIN 24'r 'MIN SAWCUT SAWCUT BIT. VARIABLE DEPTH CONCRETE PAVEMENT PAVEMENT CONCRETE BASE EXISTING EXISTING BIT. 2" BIT. PATCH CONCRETE PAVEMENT PAVEMENT O & ® 4 .. a' 4'a .: a' 4'a .. •v:. .'o:. 4:.- # 944'4:.4.,at ° i 4'4 Q • ... ''. 24 MIN. 9�; ONLY ALLOWED PER ENGINEER'S APPROVAL PAVEMENT TREATMENT OPTIONS IN FRONT OF CURB & GUTTER FOR USE ON CURB RAMP RETROFITS III R. 1/2" R. VARIABLE HE H " '1" R _ V CURB INTERSECTION EXISTING - _ ` 1/2" R. WALK, nporr. f • :,v,,t "R VARIABLE HEIGHT 4' H ••4'•1 'n�4' '�':`T. 611 2 V CURB ADJACENT TO LANDSCAPE CURB OUTSIDE SIDEWALK LIMITS 4' MIN. LANDING DISTANCE FROM APS PUSH 5" WIDE B BUTTON TO EDGE OF SIDEWALK V -CURB MUST NOT EXCEED 10 INCHES I :2 112 6" WIDE V -CURB 4" PEDESTAL POLE B PEDESTAL��FOUNDATION (LINE UP CENTER OF POLE (MUST BE FLUSH WITH WITH THE BACK OF V -CURB) THE SURROUNDING WALK) PLAN VIEW APS PUSH BUTTON MOUNTING SPACERS (SADDLE ADAPTORS) 15" ' SECTION B -B SIGNAL PEDESTAL & PUSH BUTTON (V -CURB) • EXIS1 ,.: WALK p lbw. V CURB ADJACENT TO BUILDING OR BARRIER 4' MIN. LANDING DISTANCE FROM APS PUSH 6" WIDE BUTTON TO EDGE OF SIDEWALK V�URB A-, MUST NOT EXCEED 10 INCHES 6" WIDE V -CURB 4" PUSH BUTTON STATION POLE A I 18" WIDE BY 18' LONG, +' MIN. 12" THICK CONCRETE. MODIFY THE PUSH BUTTON PLAN VIEW STATION TO ALLOW A SQUARE FOUNDATION. APS PUSH BU MOUNTING SP (SADDLE DAF 18' WIDE CONCRETE MATCH HEIGHT ADJACENT 611 WIDE V -C SECTION A -A PUSH BUTTON STATION (V -CURB) CONCRETE CURB DESIGN V CURB HEIGHT CURB WIDTH H W <6" 4" t6" 6" TNcrT A EXISTING -------------� VARIABLE NOTES: I POSITIVE FLOW LINE DRAINAGE SHALL BE MAINTAINED THROUGH THE PEDESTRIAN ACCESS ROUTE (PAR)AT A 2X MAXIMUM. -------------gpCK NO PONDING SHALL BE PRESENT IN THE PAR. H ANY VERTICAL LIP THAT OCCURS AT THE FLOW LINE SHALL NOT BE GREATER THAN 1/4 INCH. 1 O FOR USE AT CURB CUTS WHERE THE PEDESTRIAN'S PATH OF TRAVEL IS ASSUMED PERPENDICULAR TO THE GUTTER SMALL RADIUS - �/ FLOW LINE. RAMP TYPES INCLUDE: PERPENDICULAR, TIERED PERPENDICULAR, PARALLEL, AND DIAGONAL RAMPS. 2'-10'TYPICAL FOR USE AT CURB RAMPS WHERE THE PEDESTRIAN'S PATH OF TRAVEL IS ASSUMED NON 1 PERPENDICULAR TO THE GUTTER FLOW LINE.RAMP TYPES INCLUDE:FANS & DEPRESSED CORNERS. 1.5X TRANSITION PANEL ®05 Or 1 BEGIN GUTTER SLOPE TRANSITION 10- OUTSIDE OF ALL CURB RAMPS. THERE SHALL BE NO VERTICAL DISCNTINUITIES GREATER THAN 1/4". / i 05 ELEVATION CHANGE TAKES PLACE FROM THE EXISTING TO NEW FRONT OF GUTTER. / PATCH IS USED TO MATCH THE NEW GUTTER FACE INTO THE EXISTING ROADWAY. LARGE RADIUS © VARIABLE WIDTH FOR DIRECTIONAL CURB APPLICATIONS. SEE SHEET 2 FOR DIRECTIONAL CURB SLOPE REQUIREMENTS. 20'-40'TYPICAL TO 4X CHANGE ,1 0T TOP FRONT OF GUTTER SHALL BE CONSTRUCTED FLUSH WITH PROPOSED ADJACENT PAVEMENT ELEVATION. TOP 1.5" OF THE GUTTER FACE MUST BE A FORMED EDGE. PAR GUTTER SHALL NOT BE OVERLAID. FLOW LINE PROFILE "TABLE" - FAN t�B SHOULD BE USED AT VERTICALLY CONSTRAINED AREAS WHEN AT A DRAINAGE HIGH POINT OR SUPER SMALL RADIUS ELEVATED ROADWAY SEGMENTS. 2'-10'TYPICAL Q9 DRILL AND GROUT NO.4 EPDXY-COATED 1811 LONG TIE BARS AT 30" CENTER TO CENTER INTO EXISTING CONCRETE PAVEMENT 1'MINIMUM FROM ALL JOINTS. COMBINED DIRECTIONAL ® ® HELPS PROVIDE TWO SEPARATE RAMPS, REDUCES THE DOME SETBACK LENGTH AND MINIMIZES DIRECTIONAL CURB. (COMPOUND RADIUS) THIS RADIUS DESIGN CLOSELY FOLLOWS THE TURNING VEHICLE PATH WHILE OPTIMIZING CURB RAMP LENGTH. © CURB EXTENSIONS SHOULD BE USED IN VERTICALLY CONSTRAINED AREAS, USUALLY IN DOWNTOWN ROADWAY 4 ° CROSSING SEGMENTS WHERE ON -STREET PARKING IS AVAILABLE. CURB EXTENSIONS SHOULD BE CONSIDERED FOR TURF OR SLOPING ADJACENT PAVEMENT IS PREFERRED. APS INTERSECTIONS WHERE SPACE IS LIMITED. I 4' 8.5" PUSH BUTTONS MUST MEET APS CRITERIA AS DESCRIBED IN THE PUSH BUTTON LOCATION DETAIL SHEET. III R. 1/2" R. VARIABLE HE H " '1" R _ V CURB INTERSECTION EXISTING - _ ` 1/2" R. WALK, nporr. f • :,v,,t "R VARIABLE HEIGHT 4' H ••4'•1 'n�4' '�':`T. 611 2 V CURB ADJACENT TO LANDSCAPE CURB OUTSIDE SIDEWALK LIMITS 4' MIN. LANDING DISTANCE FROM APS PUSH 5" WIDE B BUTTON TO EDGE OF SIDEWALK V -CURB MUST NOT EXCEED 10 INCHES I :2 112 6" WIDE V -CURB 4" PEDESTAL POLE B PEDESTAL��FOUNDATION (LINE UP CENTER OF POLE (MUST BE FLUSH WITH WITH THE BACK OF V -CURB) THE SURROUNDING WALK) PLAN VIEW APS PUSH BUTTON MOUNTING SPACERS (SADDLE ADAPTORS) 15" ' SECTION B -B SIGNAL PEDESTAL & PUSH BUTTON (V -CURB) • EXIS1 ,.: WALK p lbw. V CURB ADJACENT TO BUILDING OR BARRIER 4' MIN. LANDING DISTANCE FROM APS PUSH 6" WIDE BUTTON TO EDGE OF SIDEWALK V�URB A-, MUST NOT EXCEED 10 INCHES 6" WIDE V -CURB 4" PUSH BUTTON STATION POLE A I 18" WIDE BY 18' LONG, +' MIN. 12" THICK CONCRETE. MODIFY THE PUSH BUTTON PLAN VIEW STATION TO ALLOW A SQUARE FOUNDATION. APS PUSH BU MOUNTING SP (SADDLE DAF 18' WIDE CONCRETE MATCH HEIGHT ADJACENT 611 WIDE V -C SECTION A -A PUSH BUTTON STATION (V -CURB) CONCRETE CURB DESIGN V CURB HEIGHT CURB WIDTH H W <6" 4" t6" 6" TNcrT A EXISTING -------------� VARIABLE I ------------------ 1 I HEIGHT -------------gpCK ' H 1 1 6" I 14.5x, I TO 4x. CHANGE CHANGE 1 I 1.5X TRANSITION PANEL ®05 Or 1 (VAR.) , I I �Q I 2.OY. MAX. OR UP -------- (VAR.) -------- INSET A TO 4X CHANGE NOTES: I FLOW LINE PROFILE "TABLE" - FAN A WALKABLE FLARE IS AN 8-IOX CONCRETE FLARE THAT IS REQUIRED WHEN THE FLARE IS ADJACENT TO A WALKABLE SURFACE, OR WHEN THE PEDESTRIAN PATH OF TRAVEL OF A 1 4�R TAPS PUSH BUTTON TRAVERSES THE FLARE. ALL V CURB CONTRACTION JOINTS SHALL MATCH CONCRETE WALK JOINTS. CL> WHERE RIGHT-OF-WAY ALLOWS, USE OF V CURB SHOULD BE MINIMIZED. GRADING ADJACENT 4 ° CROSSING TURF OR SLOPING ADJACENT PAVEMENT IS PREFERRED. 3" MINIMUM CURB HEIGHT, 4" PREFERREDTIL I 4' 8.5" V CURB SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT OF WAY ALLOWS. �''°'°' SURFACE V CURB NEXT TO BUILDING SHALL BE A 4" WIDTH AND SHALL MATCH PREVIOUS TOP (MEASURED AT FRONT FACE OF CURB) OF SIDEWALK ELEVATIONS. P. . O1 END TAPERS AT TRANSITION SECTION SHALL MATCH INPLACE SIDEWALK GRADES. FOR A MIN. 6" LENGTH (MEASURED ALONG FLOW LINE) I 2O ALL V CURB SHALL MATCH BOTTOM OF ADJACENT WALK. O CONSTRUCT USING APPROVED EXPANSION MATERIAL PER MNDOT TYPE A-E EXPANSION. LEAVE A MINIMUM /z' TOP GAP AND SEAL WITH MNDOT APPROVED SILICONE PER DETECTABLE EDGE WITH QQ I MNDOT SPEC 3722. �•°'.P.'..o°:"�.e'.P. s.a°: 4Q THE MAX. RATE OF CROSS SLOPE TRANSITIONING IS I -LINEAR FOOT OF SIDEWALK CURB AND GUTTER PER HALF PERCENT CROSS SLOPE.WHEN PAR WIDTH IS GREATER THAN G'OR THE RUNNING SLOPE IS GREATER THAN SX,DOUBLE THE CALCULATED TRANSITION LENGTH. 50 TRANSITION PANELS ARE TO ONLY BE USED AFTER THE RAMP,OR IF NEEDED,LANDING I GATEARM ARE AT THE FULL CURB HEIGHT ITYPICAL SECTION). EDGE OF ©EXISTING CROSS SLOPE GREATER THAN 2.0%. LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT. IF SITE CONDITIONS WARRANT, LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. S INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN 5.0% MINIMUM AND B.3% MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.0%. ®LANDING AREA - 4'X 4'MIN.15'X 5' MIN. PREFERRED) DIMENSIONS AND MAX 2.0% SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. Q TRANSITION PANEL(S)- TO BE USED FOR TRANSITIONING THE CROSS -SLOPE OF A RAMP TO THE EXISTING WALK CROSS -SLOPE. RATE OF TRANSITION SHOULD BE 0.5x. PER 1 LINEAR FOOT OF WALK. SEE THIS SHEET FOR ADDITIONAL INFORMATION. : LANDING ; WALKABLE WALKABLE FLARE FLARE RAMP WALKABLE WALKABLE SURFACE SURFACE 8-lOX 8 -IDX FLARE m FLARE 2 1 2 PAVED FLARES ADJACENT TO WALKABLE SURFACE : LANDING ; A NON WALKABLE RAMP ON -WALKABLE SURFACE SURFACE 8 -IDX 8 -IDX CONCRETE m CONCRETE FLARE FLARE V MINIMUM 2 I I 1 I I 2 PAVED FLARES ADJACENT TO NON -WALKABLE SURFACE LANDING ' RAMP ♦\ NON -WALKABLE / ♦ NON -WALKABLE SURFACE // ♦♦ SURFACE 8-l07 B-107 ♦ / GRADED m GRADED / FLARE FLARE 2 I I 1 I I 2 GRADED FLARES LANDING ; CURB DESIGN V CURB DESIGN V SEE PEDESTRIAN RAMP SEE PEDESTRIAN APPROACH NOSE APPROACH NOSE DETAIL DETAIL NON -WALKABLE NON -WALKABLE SURFACE SURFACE 2 1 2 RETURNED CURB 04 TYPICAL SIDE TREATMENT OPTIONS 03 EDGE OF THROUGH LANE EDGE OF THROUGH LANE MATCH INPLACE CURB HEIGHT MATCH INPLACE PLACE DETECTABLE FACE OF CURB/PROJECTED WARNINGS ENTIRE FACE OF CURB WALK/ ATH WIDTH CURB HEIGHT I DETECTABLE , -------------gpCK C i UP TO 2.0% WARNINGS UP TO 2.0% C( CHANGE TO 4x. CHANGE CHANGE T4 I PEDESTRIAN RAMP R /1 1 �Q I 2.OY. MAX. OR UP 11 A iw- TO 4X CHANGE CUgB I FLOW LINE PROFILE "TABLE" - FAN ' p :e.o:.�v�:':'e;�_o a°� NEAREST 1 4�R TAPS CL> 4 ° CROSSING 3" MINIMUM CURB HEIGHT, 4" PREFERREDTIL I 4' 8.5" �''°'°' SURFACE (MEASURED AT FRONT FACE OF CURB) P. . FOR A MIN. 6" LENGTH (MEASURED ALONG FLOW LINE) I DETECTABLE EDGE WITH QQ I �•°'.P.'..o°:"�.e'.P. s.a°: CURB AND GUTTER I PEDESTRIAN I GATEARM EDGE OF ROAD RAILROAD GATE ARM O 0 DETECTABLE , 9X875' LI 4.5'--}-4.25L- \; 5 sRAILROAD CROSSING 5 PLAN VIEW NOTES: EDGE OF INTERMEDIATE CURB HEIGHTS TAPER SHALL RISE AT 8-I0X TO A MINIMUM 3 INCH CURB HEIGHT.INCREASE CURB TAPER ROAD LENGTH AT LESS THAN 8% OR REDUCE INTERMEDIATE CURB HEIGHT TO 2+ INCHES IF NECESSARY TO MATCH 6 ADJACENT BOULEVARD OR SIDEWALK GRADES. RADIAL DETECTABLE WARNING RECTANGULAR DETECTABLE WARNING SEE STANDARD PLATE 7038 AND THIS SHEET FOR ADDITIONAL DETAILS ON DETECTABLE WARNING. A WALKABLE SURFACE IS DEFINED AS A PAVED SURFACE ADJACENT TO A CURB RAMP WITHOUT DETECTABLE EDGE WITHOUT CURB AND GUTTER RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BY A USER WHO IS VISUALLY IMPAIRED. CONCRETE FLARE LENGTHS ADJACENT TO NON -WALKABLE SURFACES SHOULD BE LESS THAN 8'LONG MEASURED ALONG THE RAMPS FROM THE BACK OF CURB. Ol 0" CURB HEIGHT. SEE INSET A ON SHEET 3 OF 6. 2 FULL CURB HEIGHT. 3 SIDE TREATMENTS ARE APPLICABLE TO ALL RAMP TYPES AND SHOULD BE IMPLEMENTED AS NEEDED AS FIELD ENGINEER DETERMINEM BASED MAINTENANCE CONDITIONSI TREATMENTS O ITH ON OFB BOTH ROADWAY ALJACENTPR PER Y CONS DER TONS,AND ITIGATTINGCONS CONSTRUCTION IMPACTS. TYPICALLY USED FOR MEDIANS AND ISLANDS. /f / X13;;�,♦� 8 QS WHEN NO CONCRETE FLARES ARE PROPOSED,THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED 9 PERPENDICULAR TO THE EDGE OF ROADWAY. MAINTAIN 3" MAX. BETWEEN EDGE OF DOMES AND EDGE OF CONCRETE. }�♦4�� rfl IF NO CURB AND GUTTER IS PLACED IN RURAL SECTIONS, DETECTABLE WARNINGS SHALL BE PLACED 1' FROM THE EDGE OF BITUMINOUS ROADWAY AND/OR BITUMINOUS SHARED -USE PATH TO PROVIDE VISUAL CONTRAST. r 70 ALL CONSTRUCTED CURBS MUST HAVE A CONTINUOUS DETECTABLE EDGE FOR THE VISUALLY IMPAIRED. THIS DETECTABLE 2' ® EDGE REQUIRES DETECTABLE WARNINGS WHEREVER THERE IS ZERO -INCH HIGH CURB. CURB TAPERS ARE CONSIDERED A CURB DETECTABLE EDGE WHEN THE TAPER STARTS WITHIN 3" OF THE EDGE OF THE DETECTABLE WARNINGS. AND UNIFORMLY RISES DESIGN V TO A 3 -INCH MINIMUM CURB HEIGHT. ANY CURB NOT PART OF A CURB TAPER AND LESS THAN 3 INCHES IN HEIGHT IS NOT 1/2" R. CONSIDERED A DETECTABLE EDGE AND THEREFORE IS NOT COMPLIANT WITH VAR. B B ACCESSIBILITY STANDARDS. TURF OR 61I 4 © DRILL AND GROUT 1 - NO. 4 12 LONG REINFORCEMENT BAR (EPDXY COATED) WITH T. MIN. COVER. CONCRETE TOP OF GUTTER A REINFORCEMENT BARS ARE NOT NEEDED IF THE APPROACH NOSE IS POURED INTEGRAL WITH THE V CURB. ' ® DRILL AND GROUT 2 - NO. 4 12" LONG REINFORCEMENT BARS (EPDXY COATED) WITH 3" MIN. COVER. REINFORCEMENT a.4.i., CURB & 0 BARS ARE NOT NEEDED IF THE APPROACH NOSE IS POURED INTEGRAL WITH THE CURB AND GUTTER. v. CUTTER 7 � ® SIDE TREATMENT EXAMPLES SHOWN ARE WHEN THE INITIAL LANDING IS APPROXIMATELY LEVEL WITH THE FULL HEIGHT CURB ° 2' (LE. W LDNG RAMP FOR 6" HIGH CURB). WHEN THE INITIAL LANDING IS MORE THAN V BELOW FULL HEIGHT CURB REFER TO SHEETS I& 2 TO MODIFY THE CURB HEIGHT TAPERS AND MAINTAIN POSITIVE BOULEVARD DRAINAGE, CONSTRUCT THESE SECTION A -A O TAPERS AT 0"-3" AT 8-IOxn,THEN LESS THAN 5% FROM 3" CURB TO FULL CURB HEIGHT. © NEAREST EDGE OF DETECTABLE WARNING SURFACES SHALL BE PLACED 12'MINIMUM TO 15'MAXIMUM FROM THE NEAREST 20 RAIL. FOR SKEWED RAILWAYS IN NO INSTANCE SHALL THE DETECTABLE WARNING BE CLOSER THAN 12'MEASURED 10 A PERPENDICULAR TO THE NEAREST RAIL. TURF OR 6"� ® ® WHEN PEDESTRIAN GATES ARE PROVIDED, DETECTABLE WARNING SURFACES SHALL BE PLACED ON THE SIDE OF THE GATES CONCRETE TOP OF SIDEWALK OPPOSITE THE RAIL. 2'FROM THE APPROACHING SIDE OF THE GATE ARM. THIS CRITERIA GOVERNS OVER NOTE © . ®CROSSING SURFACE SHALL EXTEND 2'MINIMUM PAST THE OUTSIDE EDGE OF WALK OR SHARED -USE PATH. h h/2 PEDESTRIAN APPROACH (a 3' FOR MEDIANS AND SPLITTER ISLANDS. NOSE CAN BE REDUCED TO 2' ON FREE RIGHT ISLANDS. 6 NOSE DETAIL ® SIDEWALK TO BE PLACED 8.75' MIN. FROM THE FACE OF CURB/PROJECTED FACE OF CURB. THIS ENSURES MIN. CLEARANCE 8 3„ BETWEEN THE SIDEWALK AND GATE ARM COUNTERWEIGHT SUPPORTS. (FOR RETURNED CURB SIDE TREATMENT) ®CONSTRUCT WITH EXPNSION MATERIAL PER MNDOT SPECIFICATION 3702 TYPES A-E. SECTION B -B EXPANSION MATERIAL SHALL MATCH FULL HEIGHT OF ADJACENT CONCRETE. NON -CONCRETE BOULEVARD 1.0% MIN. 5 LANDING S.Oxn MAX. CONCRETE BOULEVARD w \ z J TYPIC A TABLING o ca REA \ w 'o cv cc \\ LOX MIN. 5.OX MAX. CURB LINE AND ROAD CROSSING ADJUSTMENTS EXPANSION MATERIAL PLACEMENT CURB LINE REINFORCEMENT Q4 FOR CONCRETE ROADWAYS PLACEMENT ON BITUMINOUS ROADWAYS 1.0% MIN. 1.0% MIN. LOX MIN. 1.07 MIN. LOX MIN. S.OX MAX. 1.5X PREFERRED 5.0% MAX. 1.5% PREFERRED 5.0X MAX. FLOW LINE PROFILE RAISE - TWIN PERPENDICULARS PEDESTRIAN RAMP 1.0% MIN. 1.OX MIN. 1.OX MINn S.OY. MAX. 1.5X PREFERRED 5.OX MAX. FLOW LINE PROFILE RAISE - FAN GENERAL NOTES: "TABLING" OF CROSSWALKS MEANS MAINTAINING LESS THAN 2% CROSS SLOPE WITHIN A CROSSWALK, IS REQUIRED WHEN A ROADWAY IS IN A STOP OR YIELD CONDITION AND THE PROJECT SCOPE ALLOWS. RECONSTRUCTION PROJECTS: ON FULL PAVEMENT REPLACEMENT PROJECTS "TABLING" OF ENTIRE CROSSWALK SHALL OCCUR WHEN FEASIBLE. "TABLING" MILL & OVERLAY PROJECTS: TABLING OF FLOW LINES IN FRONT OF THE PEDESTRIAN RAMP IS REQUIRED WHEN THE EXISTING FLOW LINE IS GREATER THAN 2X. WARPING OF THE BITUMINOUS PAVEMENT CAN NOT EXTEND INTO THE THROUGH LANE. TABLE THE FLOW LINE TO 2% OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA: DLOx. MIN.CROSS-SLOPE OF THE ROAD 2) 5.OX MAX. CROSS -SLOPE OF THE ROAD „ „ 31 TABLE FLOW LINE UP TO 4% CHANGE FROM EXISTING SLOPE IN FRONT OF PEDESTRIAN RAMP 4)UP TO 2% CHANGE IN FLOW LINE FROM EXISTING SLOPE BEYOND THE PEDESTRIAN CURB RAMP STAND-ALONE ADA RETROFITS: FOLLOW MILL & OVERLAY CRITERIA ABOVE HOWEVER ALL PAVEMENT WARPING IS DONE WITH BITUMINOUS PATCHING ON BITUMINOUS ROADWAYS AND FULL -DEPTH APRON REPLACEMENT ON CONCRETE ROADWAYS. RAISING OF CURB LINES SHOULD OCCUR IN VERTICALLY CONSTRAINED AREAS. RAISE THE CURB LINES ENOUGH TO ALLOW COMPLIANT RAMPS OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA: 1)1.0% MIN. AND 5.OX MAXIMUM CROSS -SLOPE OF THE ROAD 2)1.0% MIN. FLOW LINE (ON EITHER SIDE OF PEDESTRIAN RAMP)TO MAINTAIN POSITIVE DRAINAGE 3) S.OX RECOMMENDED MAX. FLOW LINE 4)LONGITUDINAL THROUGH LANE ROADWAY TAPERS SHOULD BE 1" VERTICAL PER 15'HORIZONTAL 6" WALK ti �" w �' a x^ 9' - . 6„ pe °.8 2" MIN. p'. .p. SECTION VIEW A -A THICKENED SECTION THROUGH CURB RAMP FLARES END SILL CURB AT TOP OF CURB RAMP AND DRIVEWAY FLARES. 3611 MAX. ROPOSED PAR CURB AND GUTTER lr' T/21 PROPOSED PAR CURB AND GUTTER CURB RAMP REINFORCEMENT DETAILS O2 O4 611 CONCRETE WALK 4" MINIMUM AGGREGATE BASE a - a ". a. 0'a, o' 4.-.:0'4. TYPICAL SIDEWALK SECTION WITHIN INTERSECTION CORNER SAWCUT 3' MIN. 36" MIN. I CURB AND GUTTER REINFORCEMENT 36" MAX. LANDING 36" MAX, sve t MAX. MAX. 36" MAX. 12" 12" 312" 12 1. SEPARATE LANDING 0 3" POUR REINFORCEMENT NOTES: (DTO ENSURE RAMPS AND LANDINGS ARE PROPERLY CONSTRUCTED. ALL INITIAL LANDINGS AT A TOP OF A RAMPED SURFACE (RUNNING SLOPE GREATER THAN 2%)SHALL BE FORMED AND PLACED SEPARATELY IN AN INDEPENDENT CONCRETE POUR. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON THIS SHEET FOR ALL SEPARATELY POURED INITIAL LANDINGS. Q2 DRILL AND GROUT NO.4 12" LONG REINFORCEMENT BARS (EPDXY COATED)AT 36" MAXIMUM CENTER TO CENTER MINIMUM 12" SPACING FROM CONSTRUCTION JOINTS.BARS TO BE ADJUSTED TO MATCH RAMP GRADE.BARS TO BE PAID BY EACH. Q3 DRILL AND GROUT 2 - NO.4 X 12" LONG (6" EMBEDDED) REINFORCEMENT BARS (EPDXY COATED). REINFORCEMENT REQUIRED FOR ALL CONSTRUCTION JOINTS.BARS TO BE PAID BY EACH. ® THIS CURB LINE REINFORCEMENT DETAIL SHALL BE USED ON BITUMINOUS ROADWAYS. FOR CONCRETE ROADWAYS. SEE NOTE S. Q5 CONSTRUCT WITH EXPANSION MATERIAL PER MNDOT SPECIFICATION 3702 TYPES A-E. EXPANSION MATERIAL SHALL MATCH FULL HEIGHT OF ADJACENT CONCRETE. © USE AN APPROVED TYPE F (1/4 INCH THICK) SEPARATION MATERIAL. SEPARATION MATERIAL SHALL MATCH FULL HEIGHT DIMENSION OF ADJACENT CONCRETE. �z M ms z U � 0 N z U 2 W o0 cl O �z O O LL U HU i O LL W N N Li N z O oM zr W >� m C1 J W E) CO F- L L r 1 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 NAME: JOSEPH T RADACH PE SIGNATURE: Gam' a -� . /- DATE: 01/08/24 LIC #: 45889 0-1 H m N 00 0 O W Q O W Z) In In In Z O N W N co Lo %0 W Z 3r O J_ Q W In Lf) + N V LO J �_ J Z M 0 � L1i Ln N W Ln Z a O W Q U Z (n Z / =LL Lu 0 0 CD Q Ln o Lu � Z Z UJ / 0 J li W cD _U W Z O SHEET NUMBER C6.6 PEDESTRIAN RAMP PEDESTRIAN RAMP UP TO 2.OX CHANGE 2.0% MAX. OR UP TO 4xn CHANGE UP TO 2.0% 2.OX MAX. OR UP UP TO 2.0% CHANGE TO 4x. CHANGE CHANGE FLOW LINE PROFILE "TABLE" - TWIN PERPENDICULARS PEDESTRIAN RAMP UP TO 2.OY. CHANGE 2.OY. MAX. OR UP UP TO 2.OX TO 4X CHANGE CHANGE FLOW LINE PROFILE "TABLE" - FAN 1.0% MIN. 1.0% MIN. LOX MIN. 1.07 MIN. LOX MIN. S.OX MAX. 1.5X PREFERRED 5.0% MAX. 1.5% PREFERRED 5.0X MAX. FLOW LINE PROFILE RAISE - TWIN PERPENDICULARS PEDESTRIAN RAMP 1.0% MIN. 1.OX MIN. 1.OX MINn S.OY. MAX. 1.5X PREFERRED 5.OX MAX. FLOW LINE PROFILE RAISE - FAN GENERAL NOTES: "TABLING" OF CROSSWALKS MEANS MAINTAINING LESS THAN 2% CROSS SLOPE WITHIN A CROSSWALK, IS REQUIRED WHEN A ROADWAY IS IN A STOP OR YIELD CONDITION AND THE PROJECT SCOPE ALLOWS. RECONSTRUCTION PROJECTS: ON FULL PAVEMENT REPLACEMENT PROJECTS "TABLING" OF ENTIRE CROSSWALK SHALL OCCUR WHEN FEASIBLE. "TABLING" MILL & OVERLAY PROJECTS: TABLING OF FLOW LINES IN FRONT OF THE PEDESTRIAN RAMP IS REQUIRED WHEN THE EXISTING FLOW LINE IS GREATER THAN 2X. WARPING OF THE BITUMINOUS PAVEMENT CAN NOT EXTEND INTO THE THROUGH LANE. TABLE THE FLOW LINE TO 2% OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA: DLOx. MIN.CROSS-SLOPE OF THE ROAD 2) 5.OX MAX. CROSS -SLOPE OF THE ROAD „ „ 31 TABLE FLOW LINE UP TO 4% CHANGE FROM EXISTING SLOPE IN FRONT OF PEDESTRIAN RAMP 4)UP TO 2% CHANGE IN FLOW LINE FROM EXISTING SLOPE BEYOND THE PEDESTRIAN CURB RAMP STAND-ALONE ADA RETROFITS: FOLLOW MILL & OVERLAY CRITERIA ABOVE HOWEVER ALL PAVEMENT WARPING IS DONE WITH BITUMINOUS PATCHING ON BITUMINOUS ROADWAYS AND FULL -DEPTH APRON REPLACEMENT ON CONCRETE ROADWAYS. RAISING OF CURB LINES SHOULD OCCUR IN VERTICALLY CONSTRAINED AREAS. RAISE THE CURB LINES ENOUGH TO ALLOW COMPLIANT RAMPS OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA: 1)1.0% MIN. AND 5.OX MAXIMUM CROSS -SLOPE OF THE ROAD 2)1.0% MIN. FLOW LINE (ON EITHER SIDE OF PEDESTRIAN RAMP)TO MAINTAIN POSITIVE DRAINAGE 3) S.OX RECOMMENDED MAX. FLOW LINE 4)LONGITUDINAL THROUGH LANE ROADWAY TAPERS SHOULD BE 1" VERTICAL PER 15'HORIZONTAL 6" WALK ti �" w �' a x^ 9' - . 6„ pe °.8 2" MIN. p'. .p. SECTION VIEW A -A THICKENED SECTION THROUGH CURB RAMP FLARES END SILL CURB AT TOP OF CURB RAMP AND DRIVEWAY FLARES. 3611 MAX. ROPOSED PAR CURB AND GUTTER lr' T/21 PROPOSED PAR CURB AND GUTTER CURB RAMP REINFORCEMENT DETAILS O2 O4 611 CONCRETE WALK 4" MINIMUM AGGREGATE BASE a - a ". a. 0'a, o' 4.-.:0'4. TYPICAL SIDEWALK SECTION WITHIN INTERSECTION CORNER SAWCUT 3' MIN. 36" MIN. I CURB AND GUTTER REINFORCEMENT 36" MAX. LANDING 36" MAX, sve t MAX. MAX. 36" MAX. 12" 12" 312" 12 1. SEPARATE LANDING 0 3" POUR REINFORCEMENT NOTES: (DTO ENSURE RAMPS AND LANDINGS ARE PROPERLY CONSTRUCTED. ALL INITIAL LANDINGS AT A TOP OF A RAMPED SURFACE (RUNNING SLOPE GREATER THAN 2%)SHALL BE FORMED AND PLACED SEPARATELY IN AN INDEPENDENT CONCRETE POUR. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON THIS SHEET FOR ALL SEPARATELY POURED INITIAL LANDINGS. Q2 DRILL AND GROUT NO.4 12" LONG REINFORCEMENT BARS (EPDXY COATED)AT 36" MAXIMUM CENTER TO CENTER MINIMUM 12" SPACING FROM CONSTRUCTION JOINTS.BARS TO BE ADJUSTED TO MATCH RAMP GRADE.BARS TO BE PAID BY EACH. Q3 DRILL AND GROUT 2 - NO.4 X 12" LONG (6" EMBEDDED) REINFORCEMENT BARS (EPDXY COATED). REINFORCEMENT REQUIRED FOR ALL CONSTRUCTION JOINTS.BARS TO BE PAID BY EACH. ® THIS CURB LINE REINFORCEMENT DETAIL SHALL BE USED ON BITUMINOUS ROADWAYS. FOR CONCRETE ROADWAYS. SEE NOTE S. Q5 CONSTRUCT WITH EXPANSION MATERIAL PER MNDOT SPECIFICATION 3702 TYPES A-E. EXPANSION MATERIAL SHALL MATCH FULL HEIGHT OF ADJACENT CONCRETE. © USE AN APPROVED TYPE F (1/4 INCH THICK) SEPARATION MATERIAL. SEPARATION MATERIAL SHALL MATCH FULL HEIGHT DIMENSION OF ADJACENT CONCRETE. �z M ms z U � 0 N z U 2 W o0 cl O �z O O LL U HU i O LL W N N Li N z O oM zr W >� m C1 J W E) CO F- L L r 1 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 NAME: JOSEPH T RADACH PE SIGNATURE: Gam' a -� . /- DATE: 01/08/24 LIC #: 45889 0-1 H m N 00 0 O W Q O W Z) In In In Z O N W N co Lo %0 W Z 3r O J_ Q W In Lf) + N V LO J �_ J Z M 0 � L1i Ln N W Ln Z a O W Q U Z (n Z / =LL Lu 0 0 CD Q Ln o Lu � Z Z UJ / 0 J li W cD _U W Z O SHEET NUMBER C6.6 PER THE CITY OF MONTICELLO LANDSCAPE ORDINANCE, REQUIRED LANDSCAPE QUANTITIES FOR THIS PROJECT ARE DETERMINED USING A VARIETY OF METHODS BASED ON AUTO USE ZONES, ADJACENT PROPERTY LAND USE, AND TOTAL SITE AREA. ALSO, AS THIS IS A PLANNED UNIT DEVELOPMENT, FLEXIBILITY IS EXPECTED ON OVERALL LANDSCAPE QUANTITIES. THE PLAN BELOW SHOWS TREE PLANTING QUANTITIES FOR THE ENTIRE DEVELOPMENT. SUBSEQUENT PAGES SHOW MORE DETAILED PLANS FOR LOTS #1 & #2 WHERE THE USERS ARE KNOWN AND SITE PLANS ARE MORE REFINED.. TREES WILL BE PLANTED AT THE MINIMUM SIZES AS SHOWN ON THE PLANT SCHEDULE. PROPOSED MINIMUM SIZES ARE: 1. 2" CAL. FOR DECIDUOUS TREES 2. 1.5" CAL. FOR ORNAMENTAL TREES 3. 6' HEIGHT FOR CONIFEROUS TREES LANDSCAPE CALCULATIONS: 2 a W TREES SHALL BE PLUMB IN BOTH DIRECTIONS AFTER PLANTING. STAKING IS SUGGESTED, BUT IS AT THE CONTRACTOR'S DISCRETION. THE TREE MUST BE MAINTAIN PLUMB THOUGH THE WARRANTY PERIOD AND CONFORM WITH A.N.A. GUIDELINES FOR STANDARD LANDSCAPE PRACTICES PRUNE ANY DAMAGED OR CROSSING BRANCHES REMOVE ALL FLAGGING AND LABELING AND DISPOSE FROM SITE INSTALL BACKFILL IN 8-12" DEEP LAYERS & SATURATE SOIL WITH WATER. DO NOT COMPACT MORE THAN NEEDED TO MAINTAIN PLUMB BACKFILL SHALL FORM WATERING RING AT OUTER EDGE AND BE FILLED WITH WATER AT TIME OF INITIAL PLANTING PRIOR TO MULCHING TREE WRAP TO FIRST BRANCH SAFETY FLAGGING IF STAKING IS USED VERIFY ROOT FLARE ELEVATION AND PLACE AT OR JUST ABOVE SURROUNDING GRADE. 4" DEEP MULCH - NO MULCH IN DIRECT CONTACT WITH TRUNK CUT BACK WIRE BASKET AND REMOVE BURLAP FROM TOP OF BALL SCARIFY BOTTOM AND SIDES OF HOLE - III LOAM PLANTING SOIL UNDISTURBED NATIVE SOIL- CONTRACTOR SHALL FIELD TEST PERCOLATION RATES PRIOR TO PLANTING AND NOTIFY LANDSCAPE ARCHITECT IF POOR DRAINAGE 2 x ROOT BALL WIDTH IS SUSPECTED DECIDUOUS TREE PLANTING DETAIL SCALE: 1l2" = V-0" TREES SHALL BE PLUMB IN BOTH DIRECTIONS AFTER PLANTING. STAKING IS SUGGESTED, BUT IS AT THE CONTRACTOR'S DISCRETION. THE TREE MUST BE MAINTAIN PLUMB THOUGH THE WARRANTY PERIOD AND CONFORM WITH A.N.A. GUIDELINES FOR STANDARD LANDSCAPE PRACTICES CONIFEROUS TREES GROWN FOR COMMERCIAL CHRISTMAS TREE PRODUCTION CANNOT BE USED FOR THIS PROJECT, TREE SPECIMENS SHOULD HAVE NATURAL FORMS OTHER THAN LIMITED PRUNING FOR HEALTHY GROWTH AND PLANT STRUCTURE. PRUNE ANY DAMAGED OR CROSSING BRANCHES REMOVE ALL FLAGGING AND LABELING AND DISPOSE FROM SITE INSTALL BACKFILL IN 8-12" DEEP LAYERS & SATURATE SOIL WITH WATER. DO NOT COMPACT MORE THAN NEEDED TO MAINTAIN PLUMB BACKFILL SHALL FORM WATERING RING AT OUTER EDGE AND BE FILLED WITH WATER AT TIME OF INITIAL PLANTING PRIOR TO MULCHING VERIFY ROOT FLARE ELEVATION AND PLACE AT OR JUST ABOVE SURROUNDING GRADE. 4" DEEP MULCH - NO MULCH IN DIRECT CONTACT WITH TRUNK CUT BACK WIRE BASKET AND REMOVE BURLAP FROM TOP OF BALL _ - SCARIFY BOTTOM AND SIDES OF HOLE LOAM PLANTING SOIL UNDISTURBED NATIVE SOIL= 1 RAPERCOLATION TE PR OR TO PLANTING AND NOTIFY % LANDSCAPE ARCHITECT IF POOR DRAINAGE 2 x ROOT BALL WIDTH IS SUSPECTED CONIFEROUS TREE PLANTING DETAIL SCALE: 1/2" = V-0" GRAPHIC MATERIAL SPECIFICATION NOTES GROUNDCOVER SCHEDULE: LOT #1 = 47,171 SF = 11 ACI BUFFER TYPE W ON SOUTH SIDE LOT #2 = 39,291 SF = 10 ACI BUFFER TYPE 'A' ON SOUTH SIDE LOT #3 = 43,209 SF = 10 ACI BUFFER TYPE W ON SOUTH SIDE LOT #4 = 27,876 SF = 7 ACI BUFFER TYPE 'A' ON SOUTH SIDE LOT #5 = 58,824 SF = 14 ACI BUFFER TYPE W ON SOUTH SIDE LOT #6 = 78,239 SF = 18 ACI AUTO USE ZONE BUFFER ON NORTH SIDE LOT #7 = 60,486 SF = 14 ACI LOT #8 = 80,503 SF = 19 ACI NO AUTO USE BUFFER ON EAST- MORE THAN 50' FROM R.O.W. LANDSCAPE CALCULATIONS FOR EACH LOT TREE PLANTING DETAILS: TREE PLANTING PLAN: 300' VEHICLE USE AREA BUFFER 12 - 2" OVERSTORY TREES DECIDUOUS OVERSTORY TREES (83 TOTAL) o o� 0 0 ROCK MULCH 1.5" DIAMETER GRANITE RIVER ROCK MULCH 3" DEPTH Quercus bicolor SOD BLUEGRASS PEAT SOD N/A 23 = Quantity @ 2" Caliper TURF SEED MN/DOT SEED MIX #25-131 220 LBS/ACRE GROUNDCOVER SCHEDULE: LOT #1 = 47,171 SF = 11 ACI BUFFER TYPE W ON SOUTH SIDE LOT #2 = 39,291 SF = 10 ACI BUFFER TYPE 'A' ON SOUTH SIDE LOT #3 = 43,209 SF = 10 ACI BUFFER TYPE W ON SOUTH SIDE LOT #4 = 27,876 SF = 7 ACI BUFFER TYPE 'A' ON SOUTH SIDE LOT #5 = 58,824 SF = 14 ACI BUFFER TYPE W ON SOUTH SIDE LOT #6 = 78,239 SF = 18 ACI AUTO USE ZONE BUFFER ON NORTH SIDE LOT #7 = 60,486 SF = 14 ACI LOT #8 = 80,503 SF = 19 ACI NO AUTO USE BUFFER ON EAST- MORE THAN 50' FROM R.O.W. LANDSCAPE CALCULATIONS FOR EACH LOT TREE PLANTING DETAILS: TREE PLANTING PLAN: 300' VEHICLE USE AREA BUFFER 12 - 2" OVERSTORY TREES DECIDUOUS OVERSTORY TREES (83 TOTAL) TREE PLANTING KEY: ORNAMENTAL TREES (48) SWAMP WHITE OAK �e@ RIVER BIRCH • Quercus bicolor Betula nigra 23 = Quantity @ 2" Caliper 8 = Quantity @ 2" Caliper 0 PRINCETON ELM BOULEVARD LINDEN 0 Ulmus americana 'Princeton' Tilia americana 'Boulevard 11 = Quantity @ 2" Caliper 14 = Quantity @ 2-1/2" Caliper FALL FIESTA MAPLE HACKBERRY (SD Acer sacharum 'Bailsta' Celtis occidentalis 14 = Quantity @ 2 Caliper 13 = Quantity @ 2-1/2" Caliper TREE PLANTING KEY: ORNAMENTAL TREES (48) CONIFEROUS TREES (27) tl6 SPRING SNOW CRABAPPLE �e@ Malus x'Spring Snow' 20 = Quantity @ 2" Caliper JAPANESE TREE LILAC Syringa reticulata 12 = Quantity @ 2" Caliper AUT. BRILL. SERVICEBERRY 0 Amelanchier x grandiflora 'A.B.' 16 = Quantity @ 2" Caliper CONIFEROUS TREES (27) tl6 BLACK HILLS SPRUCE �e@ 8 = Quantity @ 6' Height COLORADO SPRUCE 5 = Quantity @ 6' Height AUSTRIAN PINE 11 = Quantity @ 6' Height SCOTCH PINE 3 = Quantity 6' Height @ 0 25' 50' 1000' %7 SCALE: 1" = 50'-0" LOTS #3 THRU #8 ARE CONCEPTUAL SITE PLANS AND BUILDING FOOTPRINTS. MORE DETAILED LANDSCAPE DESIGN WILL BE PROVIDED AT SITE PLAN SUBMITTAL, BUT WILL MEET MINIMUM SHRUB QUANTITIES BASED ON BUILDING PERIMETER. 23 - 2" ORNAMENTAL TREES SHEET L1-4 FOR MORE AILED LANDSCAPE DESIGN ==____==========__- , \F,OR LOTS #1 & 2 228' OF TYPE 'A' BUFFER 3 - 2" OVERSTORY TREES 12 - 2" ORNAMENTAL TREES 35 - SMALL SHRUBS Inside Outside Architecture Inc. 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER #445 Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Reaistration #: 26017 �Jtignatu Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: OVERALL TREE PLANTING PLAN Sheet Number: N ■ x x -- -- -- -- ------ -- - — — — _ -- -__--_-____-- - -_ -_-- __-- _ _ ►------- ------ -----------�-------------------------- -- -- -_-_ --__ - -_ -_-_ _ -- _- _—_-_—__ -_- _-__- --- - _ -- __--___--__ _ ------_-___----___----_ -_ ----- ---- — —_ — —_ �_ --- ——-- --——---------- — — — _ —_ — --- — ----- — — — —— ---- — — ---—— — — — — — — — — --- --- ——---— -— _ —=—--_----— ------------- ---------- --_____—___———--- - -- — — ---------------- --_ — -------- _--_ --_ ----- _ ------ -------------- __—___--_-- — I` -- --- - - ---- ---- _ - - - _ - --_ -_ -_----_-----____-- -- _________ - -- - - _-=___-_-__ _--------- 7L-_=__--------------------------------------______ _ ---- - ----- =- - --------- ____- _ __ ___—___--- __—_—___--_--_ — _--- _--_____—__— _--_ ----- --__�--_____�-------_ -__------------ 111\ ___________________--------------------____— -_-----------_-_________= - - _ - -- I__ ---------------------__--____ -- ------------- -- - -- - - - I--- ------------ - ---- - _=-__--________-________= _ _----- ------------ _;7 __ -_ _--------_-- -------_ - D a Fi L T ATI 014 -BASIN- --_ - - --_ __ -----$---- ----------- --_----- - TIM - - ---- - ---- ------------------------ B _ __ __ _ OUT = -- -- _-- _ _ _ - 1=00 YR HSV �- _ _ -� - _ _ - = - _ _- -_- -- _-__ _- __ - _- _-_ -_ - _- ---_- --- ------------------- _---_ _ ---_ _ _ -_ - -- I - - • -- - ----- --- --- - ------ --- - - - - - - - � - - -- i----_--- -- -- _ -- -----—_—_—_—_—_-------------_—_—---------- —-------- --- -— --- — _-----—_— ---___ ___—__— _----_---- — —__— ---- — -- ----- ---- _ --— — --_ -_—_ -- ----------- ------ -- - ----------- M-7 - rI _ -_---- -__ __�_-----=--___-----__----___ _-_ ----- ------------- - �-02M� P whpw — ■ � Y WMAZI1170 0 -____-_-_-_---------= =-------_ � _---------_______-_--- _= -- ------------ ---- - ------- 1- - = -- _- _----_----------- + 1�=== ---------_ f - x x 454' OF TYPE'A' BUFFER x 5 - 2" OVERSTORY TREES 23 - 2" ORNAMENTAL TREES lob- Is ■ EAST HALF ENLARGEMENT PLAN: vnm�� +) (*) F---] O O x ♦ x ■ ■ NATIVE SEED MIXy _--- _ OUT EL, 95 --�/ _----- 100 YR HWL = 55 228' OF TYPE 'A' BUFFER 3 - 2" OVERSTORY TREES 12 - 2" ORNAMENTAL TREES x x x X X 0 15' 30' 60 i■ NORTH Inside Outside Architecture Inc. 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER #445 Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. 7 I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Reaistration #: 26017 W Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: EAST HALF LANDSCAPE ENLARGEMENT Sheet Number: L i x x x x -------------- __ _ -------------- ----------- --- -_-_ - _ -- - - _-� __7L7L_L�� (Y --------- _-____-=lrl6��- _--__ __ -_---_ - - ------------ IN ---_ --- ----_ -_---_ --_ yp _ - - -_ -- - - - - - — _-__-- _--_ __-__--------_ _ _-_- _-_ FILTRATIaR- =_U T El_- --_3.7_- ---- z= _ - � 1-00 YR -H - 956.6�;- ___ 11 _ -_ _-_-- _ i - -_-_- __---�_ =�------- - - - - - -- _ ---_ 09M F===-==_ ---------------------------------- -- -- ----- - - --- ---- -- ------ -- - -- _____ __ ______________ __ _ _____ -________________-_-_----_ --_--_ - - - - - -- - _ _- _- - -_ _ _ _ - - _ - - - _ --- _- _ _ _� _-_ - _ _ - _-- _- - - - - _ _ t a - - _ -- -- _ -_ -- --- - - --- ------------- - -- - _-_ - _ --- - \ - - - - - --- - ----- - ---- . _- -- _ = = -_-_- _ _ _______ _ _ _ _ _ _ _ _ _ __ __ _ __ _ ____---------------_____________ _ _ ____ _ __— - __ - - _ � _ _-_-_-- - -_ _=-- _ =---- ---------- --- - = _-_ -= _ _ -= - ----- -= - -_ _- -_ - -- - - = - _ - --- ----- -_ _ _ -_-_-_-_-_------_ _ -_- - --- _ � ---_ ---_ _ � ---_ _ _ - _ - - -- _ _--___�-_- ----__-_---_-_---_ _ _ _ --_ __--_ __- - - --_--__- -_ __ - - - - - ------- - - - -----_ _ - � --- --- - - - - - - -- - - - - - - - --- - � - � - --- - - - - -- -- --- --_- - - - - --_ _ ----_ __ _--_ --_ --------- = - - --- __ _ - • --------------_-----_----_ __-_ _ - _ _ _ _ -_____7 --------------- . I L . I L . I L . I L . JT'_`;�'x WEST HALF ENLARGEMENT PLAN: 9 + 2/g, 14\' 7 e - — -- - - -- -- --- -- - 454' OF TYPEx'A' BUFFER x x 5 - 2" OVERSTORY TREES 23 - 2" ORNAMENTAL TREES 158 -,S)MALL: SHRUBS wof I AMMER! 00 0 15' 30' 60' SCALE: 1" = 30'-0" NORTH ki Inside Outside Architecture Inc. 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER #445 Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. 7 I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Reaistration #: 26017 Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: WEST HALF LANDSCAPE ENLARGEMENT Sheet Number: Ilk a i --- _ - - -_ -- -----_-- _ _--- -_--------�------------�-- 1 --_--_ _ - - -40 ------ � ---- L i x x x x -------------- __ _ -------------- ----------- --- -_-_ - _ -- - - _-� __7L7L_L�� (Y --------- _-____-=lrl6��- _--__ __ -_---_ - - ------------ IN ---_ --- ----_ -_---_ --_ yp _ - - -_ -- - - - - - — _-__-- _--_ __-__--------_ _ _-_- _-_ FILTRATIaR- =_U T El_- --_3.7_- ---- z= _ - � 1-00 YR -H - 956.6�;- ___ 11 _ -_ _-_-- _ i - -_-_- __---�_ =�------- - - - - - -- _ ---_ 09M F===-==_ ---------------------------------- -- -- ----- - - --- ---- -- ------ -- - -- _____ __ ______________ __ _ _____ -________________-_-_----_ --_--_ - - - - - -- - _ _- _- - -_ _ _ _ - - _ - - - _ --- _- _ _ _� _-_ - _ _ - _-- _- - - - - _ _ t a - - _ -- -- _ -_ -- --- - - --- ------------- - -- - _-_ - _ --- - \ - - - - - --- - ----- - ---- . _- -- _ = = -_-_- _ _ _______ _ _ _ _ _ _ _ _ _ __ __ _ __ _ ____---------------_____________ _ _ ____ _ __— - __ - - _ � _ _-_-_-- - -_ _=-- _ =---- ---------- --- - = _-_ -= _ _ -= - ----- -= - -_ _- -_ - -- - - = - _ - --- ----- -_ _ _ -_-_-_-_-_------_ _ -_- - --- _ � ---_ ---_ _ � ---_ _ _ - _ - - -- _ _--___�-_- ----__-_---_-_---_ _ _ _ --_ __--_ __- - - --_--__- -_ __ - - - - - ------- - - - -----_ _ - � --- --- - - - - - - -- - - - - - - - --- - � - � - --- - - - - -- -- --- --_- - - - - --_ _ ----_ __ _--_ --_ --------- = - - --- __ _ - • --------------_-----_----_ __-_ _ - _ _ _ _ -_____7 --------------- . I L . I L . I L . I L . JT'_`;�'x WEST HALF ENLARGEMENT PLAN: 9 + 2/g, 14\' 7 e - — -- - - -- -- --- -- - 454' OF TYPEx'A' BUFFER x x 5 - 2" OVERSTORY TREES 23 - 2" ORNAMENTAL TREES 158 -,S)MALL: SHRUBS wof I AMMER! 00 0 15' 30' 60' SCALE: 1" = 30'-0" NORTH ki Inside Outside Architecture Inc. 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER #445 Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. 7 I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Reaistration #: 26017 Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: WEST HALF LANDSCAPE ENLARGEMENT Sheet Number: REFER TO PLAN 18" MIN. LOOSEN ROOTS OF ALL CONTAINERIZED PLANTS. SCARIFY BOTTOM AND SIDES OF HOLE PRIOR TO PLANTING SHRUBS PLACED SO THAT TOP OF CONTAINER SITS FLUSH WITH PROPOSED GRADE. MULCH - 3" DEEP - SEE SPEC LANDSCAPE FABRIC - SEE SPEC. EDGING MATERIAL - SEE SPEC. /_ :4 EDGE VARIES - REFER TO PLAN PLANTING SOIL - SEE SPEC. BUILDING WALL (TYP) SHRUB PLANTING DETAIL SCALE: 3/4" = V-0" PLANTING DETAILS: PLANT SELECTIONS: SUBSTITUTIONS WILL BE CONSIDERED ONLY IF REQUESTED PRIOR TO BIDDING OF THE PROJECT. THE CONTRACTOR SHALL VERIFY AVAILABILITY OF THE SPECIFIED MATERIALS AND INFORM THE LANDSCAPE ARCHITECT OF ANY CONCERNS PRIOR TO SUBMITTING A BID. ALL PLANT MATERIAL SHALL COMPLY WITH THE LATEST EDITION OF THE NURSERY STOCK STANDARDS AS PUBLISHED BY THE AMERICAN NURSERY AND LANDSCAPE ASSOCIATION (ANLA). UNLESS NOTED OTHERWISE, DECIDUOUS SHRUBS SHALL HAVE AT LEAST 5 CANES AT THE SPECIFIED SHRUB HEIGHT. ORNAMENTAL TREES SHALL HAVE NO'V' CROTCHES AND SHALL BEGIN BRANCHING NO LOWER THAN 3' ABOVE THE ROOT FLARE. STREET AND BOULEVARD TREES SHALL BEGIN BRANCHING NO LOWER THAN 6' ABOVE THE ROOT FLARE ANY CONIFEROUS TREE PREVIOUSLY PRUNED FOR CHRISTMAS TREE SALES SHALL NOT BE USED. ALL CONIFEROUS TREES SHALL HAVE A FULL, NATURAL FORM CONSISTENT WITH THE SPECIES. THE LANDSCAPE PLAN TAKES PRECEDENCE OVER THE PLANT SCHEDULE IF ANY DISCREPANCIES IN QUANTITIES EXIST. SPECIFICATIONS TAKE PRECEDENCE OVER NOTES. STORAGE OF PLANTS ON CONSTRUCTION SITE: PLANTS SHALL NOT BE STORED ON SITE FOR EXTENDED TIME PERIODS. IF PLANTINGS CANNOT BE PLACED IN THE GROUND, AND WELL WATERED THAT SAME DAY, THE PLANTINGS SHALL HAVE MOIST MULCH COVERING THE ROOTS AT ALL TIMES. PLANTING INSTRUCTIONS: ALL PLANTINGS SHALL BE INSTALLED PER THE PLANTING DETAILS AS SHOWN IN THESE CONSTRUCTION DOCUMENTS. PARTICULAR ATTENTION WILL BE PAID TO OVERSIZING THE PLANTING HOLE AND CREATION OF A WATERING WELL TO ALLOW SOAKING OF THE PLANTING BACKFILL FOR EACH PLANTING. EDGING AND MAINTENANCE STRIPS: BLACK POWDER COATED STEEL EDGER TO BE USED TO CONTAIN SHRUBS AND MAINTENANCE STRIP AREAS. MAINTENANCE STRIPS SHALL HAVE EDGER AND MULCH AS SPECIFIED OR AS INDICATED ON DRAWINGS. MULCHING: A 3" DEPTH OF RIVER ROCK MULCH SHALL BE CLEAN AND FREE OF ANY SIGNIFICANT DIRT, SOIL, OR ORGANIC MATTER THAT WILL PROMOTE WEED GROWTH. HIGH QUALITY GEOTEXTILE FABRIC, WITH EDGES OVERLAPPED AT LEAST 12", SHALL BE PLACED UNDER ALL ROCK MULCH. ALL TREES SHALL HAVE A MULCH RING (MINIMUM 48" DIAMETER) OF 4" DEEP SHREDDED HARDWOOD MULCH WITH NONE IN DIRECT CONTACT WITH TREE TRUNK. STAKING: STAKING OF THE TREES IS OPTIONAL, BUT THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR CORRECTING ANY TREES THAT FALL OUT OF PLUMB DURING THE WARRANTY PERIOD. REMOVAL OF TAGGING: ALL TAGGING AND PLANT LABELS SHALL BE REMOVED AFTER PLANTING. BALLED AND BURLAPPED PLANTINGS SHALL HAVE ANY ROPE REMOVED FROM THE TRUCK AND THE TOP OF THE WIRE CAGE REMOVED FROM THE BALL AFTER PLACEMENT IN THE PLANTING PIT. WARRANTY PERIOD: ALL PLANTING SHALL BE COVERED BY A ONE YEAR WARRANTY PERIOD TO COVER REPLACEMENT OF ANY PLANTINGS THAT HAVE DIED OR ARE SHOWING OBVIOUS SIGNS OF STRESS AT THE WARRANTY INSPECTION. REPLACEMENT OF ANY FAILED PLANTINGS INCLUDES RE-ESTABLISHING CLEAN MULCH AROUND ANY REMOVALS AND OFF-SITE DISPOSAL OF ANY MATERIALS. IRRIGATION: ALL PLANTING AREAS, AND MOWN TURF AREAS, SHALL BE COVERED BY AN AUTOMATIC, UNDERGROUND IRRIGATION SYSTEM WITH PROGRAMMABLE CONTROL STATION, RAIN SENSOR, AND SEPARATE ZONES FOR TURF AND PLANTINGS. SODDING ALL TURF AREAS SHALL BE BLUEGRASS SOD LAID PERPENDICULAR TO ANY SLOPES. STAGGER JOINTS AT LEAST 2' AND STAKE IF NEEDED TO KEEP FROM BEING DISPLACED BY HEAVY RAIN. WARRANTY PERIOD: ALL PLANTING SHALL BE COVERED BY A ONE YEAR WARRANTY PERIOD TO COVER REPLACEMENT OF ANY PLANTINGS THAT HAVE DIED OR ARE SHOWING OBVIOUS SIGNS OF STRESS AT THE WARRANTY INSPECTION. REPLACEMENT OF ANY FAILED PLANTINGS INCLUDES RE-ESTABLISHING CLEAN MULCH AROUND ANY REMOVALS AND OFF-SITE DISPOSAL OF ANY MATERIALS. VARIES PERENNIAL PLANTING 3 SCALE: 3/4" =1'-0" PERENNIAL SPACING GUIDELINES SCALE: 3/4" = 1'-0" Ir— N H— H— O O SYM QTY QTY COMMON NAME SCIENTIFIC NAME SIZE CONT COMMENTS DECIDUOUS SHRUBS O.C. PLANT SPACING P = R = AREA PER PLANT IN SF = 12 12" 10.5" 0.87 SF S iraea x bumalda'Anthon Waterer' 15" 12.7" 1.35 SF MULCH - 3" DEPTH 18" 15.6" 24" 20.8" 1.SF AREA PER PLANT 3,4646 SF EDGER - SEE SPECS. DWARF BUSH -HONEYSUCKLE Diervilla lonicera 24" HGT. POT 5' O.C. EDGE VARIES -SEE PLAN 11 19 FIREDANCE DOGWOOD /7- k- % CENTER OF PLANT POT 2 MKL 12 DEPTH (MIN.) LOAM MISS KIM LILAC PLANTING SOIL �p� POT LOOSEN ROOTS OF P = TYPICAL PLANT SPACING - SEE PLANT SCHEDULE PLANT MATERIAL PRIOR R = PLANT ROW ASSUMING TRIANGULAR SPACING TO PLANTING NUMBER OF PLANTS = TOTAL AREA/AREA PER PLANT PERENNIAL PLANTING 3 SCALE: 3/4" =1'-0" PERENNIAL SPACING GUIDELINES SCALE: 3/4" = 1'-0" Ir— N H— H— O O SYM QTY QTY COMMON NAME SCIENTIFIC NAME SIZE CONT COMMENTS DECIDUOUS SHRUBS AWS 12 5 ANTHONY WATERER SPIREA S iraea x bumalda'Anthon Waterer' 24" HGT. POT 5' O.C. DBH -- 20 DWARF BUSH -HONEYSUCKLE Diervilla lonicera 24" HGT. POT 5' O.C. FDO 11 19 FIREDANCE DOGWOOD Cornus sericea 'Bailadeline' 24" HGT. POT 5' O.C. MKL 5 3 MISS KIM LILAC S rin a atula 'Miss Kim' 24" HGT. POT 5' O.C. SWP 11 16 SUMMER WINE PHYSOCARPUS Ph socar us o ulifolius'Seward' 24" HGT. POT 5' O.C. CONIFEROUS SHRUBS DFJ 9 3 DAUB'S FROSTED JUNIPER Juniperus x pfitzeriana'MonSan' 5 GAL POT 5' O.C. TYE 7 5 TAUNTON YEW Taunton x media 'Taunton' 5 GAL POT 5' O.C. PERENNIALS AND GRASSES BES 10 5 BLACK EYED SUSANS Rudbeckia 'Goldsturm' 1 GAL POT 30" O.C. HOF 4 3 HOSTA - FRANCES WILLIAMS Hosta x'Frances Williams' 1 GAL POT 36" O.C. HOV -- -- HOSTA - ALBO MARGINATA Hosta x'Albo Mar inata' 1 GAL POT 24" O.C. KFG 15 3 KARL FOERSTER GRASS Calama rostis x acutiflora 'Karl Foerster' 1 GAL POT 36" O.C. STD 9 17 STELLA d' ORO DAYLILY Hemerocallis x 'Stella d' Oro' 1 GAL POT 24" O.C. WLC 12 3 WALKER'S LOW CATMINT Ne eta faassenii 'Walker's Low' 1 GAL POT 36" O.C. PLANTING SCHEDULE: PLANTING NOTES: ENLARGEMENT AREA 'A' (SHRUB & PERENNIAL PLANTINGS): TH Inside Outside Architecture IncL 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Registration #: 26017 Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: FOUNDATION PLANTING PLAN AND DETAILS Sheet Number: L1-4 T.O. PARAPET 120'- 0" T.O. STOREFRONT 1111-01, FINISHED FLOOR 1001-01, WEST EXTERIOR ELEVATION SCALE: 1/4" = 1'-0" T.O. PARAPET 120'- 0" T.O. PARAPET LADDER 116'- 0" T.O. STOREFRONT 1111-01, FINISHED FLOOR_ 1001-01, 2 EAST EXTERIOR ELEVATION SCALE: 1/4" = 1'-0" T.O. PARAPET 120'- 0" T.O. STOREFRONT 1111-01, FINISHED FLOOR 1001-011 3 NORTH EXTERIOR ELEVATION SCALE: 1/4" = 1'-0" EXTERIOR ELEVATIONS WIILKUS V�h'z' r. HITECT 12 T.O. PARAPET 120'- 0" T.O. STOREFRONT 1111-01, 2 j, FINISHED FLOOR 1001-011 4 SOUTH EXTERIOR ELEVATION SCALE: 1/4" = 1'-0" MONTICELLO STARBUCKS SHELL BUILDING 12/14/2024 SD -003 EIFS MTL-1 \WD -l/ EXTERIOR FINISH SCHEDULE TAG MANUF. COLOR REMARKS S/B I/B BK -1 MUTUAL MATERIALS PEWTER MISSION RUNNING BOND I MORTAR GC GC DRYVIT EIFS SYSTEM, SANDBLAST TEXTURE, COLOR TO MATCH SW 7030 ANEW PH: 888-688-8250 GRAY COLOR: SM100 GRAY WOOD CLADDING, IDENTITY WOOD PRODUCTS 1200 - PRETZEL MEDIUM BROWN 5 C-1 INCRETE SYSTEMS SOFT GRAY CAST -IN-PLACE BOARD FORMED GC GC MORTAR 7 EXTERIOR ROOF LADDER WITH LOCKING GATE PAINTED RAL#7021 MATTE BLACK FREE OF ROCK POCKETS AND CANOPY DOWNSPOUTS CONNECT TO UNDERGROUND STORM DRAIN TYP., COLOR 30% SF TO MATCH RAL#7021 MATTE BLACK 9ROOF OVERFLOW SCUPPER TO MATCH CANOPY 10 BURNOUT MARKS 24% SF RAL#7021 MATTE BLACK EIFS DRYVIT PH: SW 7030 ANEW SANDBLAST TEXTURE GC GC 734-276-0404 GRAY PRE -FINISHED BLOCKING FOR FUTURE TENANT SIGNAGE, COORDINATE ALL FINAL LOCATIONS MTL-1 PAC CLAD OR EQ MT0028 FLAT GC GC ON INSIDE FACE OF WALL BLACK WD -1 IDENTITY WOOD 1200 PRETZEL GC GC PRODUCTS PH: MEDIUM BROWN 770-704-7140 WITH DARK BROWN EXTERIOR KEYNOTE LEGEND 1 PREFINISHED METAL CANOPY, COLOR TO MATCH RAL#7021 MATTE BLACK BRICK WOOD 2 PREFINISHED METAL COPING, COLOR TO MATCH RAL#7021 MATTE BLACK 3 PREFINISHED ALUMINUM STOREFRONT SYSTEM, TYP., COLOR TO MATCH RAL#7021 28% SF MATTE BLACK 4 DRYVIT EIFS SYSTEM, SANDBLAST TEXTURE, COLOR TO MATCH SW 7030 ANEW EAST GRAY 47% SF WOOD CLADDING, IDENTITY WOOD PRODUCTS 1200 - PRETZEL MEDIUM BROWN 5 WITH DARK BROWN GLAZE, 1/16 REVEAL, SEALED FACE AND BACK 5/8 THICK X WEST 7-1/4 WIDE. ALUMINUM TRIM POWDER COATED TO MATCH CLADDING. 6 MUTUAL MATERIALS PEWTER MISSION RUNNING BOND, SM770 SABLE COLORED 36% SF MORTAR 7 EXTERIOR ROOF LADDER WITH LOCKING GATE PAINTED RAL#7021 MATTE BLACK 8 CANOPY DOWNSPOUTS CONNECT TO UNDERGROUND STORM DRAIN TYP., COLOR 30% SF TO MATCH RAL#7021 MATTE BLACK 9ROOF OVERFLOW SCUPPER TO MATCH CANOPY 10 INSULATED HOLLOW METAL SERVICE DOOR AND FRAME, PAINT TO MATCH 24% SF RAL#7021 MATTE BLACK 11 PREFINISHED METAL CANOPY. READY ACCESS 275 1/4" TEMPERED PICK-UP WINDOW WITH AIR CURTAIN, COLOR 12 TO MATCH RAL#7021 MATTE BLACK. WINDOW SHELF. ALL DRIVE-THRU WINDOW EQUIPMENT (WINDOW, AIR CURTAIN, AND SHELF) ARE TO BE READY ACCESS MODELS BLOCKING FOR FUTURE TENANT SIGNAGE, COORDINATE ALL FINAL LOCATIONS 13 WITH TENANT SIGNAGE VENDOR SHOP DRAWINGS. GC TO PROVIDE J -BOX W/ PULL STRING FOR FUTURE BUILDING SIGNAGE. GC TO PROVIDE SIGNAGE DISCONNECT ON INSIDE FACE OF WALL EXTERIOR MATERIALS BREAKDOWN 55 SF - STOREFRONT BRICK WOOD EIFS METAL OVERALL 13% SF 28% SF 18% SF 36% SF 5% SF EAST 4% SF 47% SF 6% SF 39% SF 4% SF WEST 22% SF 10% SF 24% SF 36% SF 8% SF NORTH 11% SF 38% SF 18% SF 30% SF 3% SF SOUTH 15% SF 15% SF 24% SF 40% SF 5% SF EXTERIOR SIGNAGE PROPOSED ALLOWED OVERALL 55 SF - EAST 0 SF - WEST 15 SF - NORTH 20 SF - SOUTH 20 SF - 0 DIVISION 25, LLC 1620 WATERFORD COURT SHOREWOOD, MN 55331 T.( 11 LA61 ELLVA I IUN irr. SCALE: 1/4" = V-0" 2 WEST ELEVATION SCALE: 1/4" = V-0" TYP. TYP. PT -1 TYP. 0 SOUTH ELEVATION SCALE: 1/4" = V-0" EXTERIOR ELEVATIONS WIILKUS r.HITECTS ). CANOPY 107'- 2" "�APET 0 8 - ' 0'-8" Y RON 0'-0" EXT. MATERIALS BREAKDOWN STOREFRONT BRICK EIFS METAL OVERALL 17% SF 33% SF 39% SF 11 % SF EAST 25% SF 29% SF 44% SF 2% SF WEST 8% SF 40% SF 36% SF 16% SF NORTH 5% SF 46% SF 35% SF 14% SF SOUTH 34% SF 13% SF 38% SF 15% SF EXTERIOR SIGNAGE PROPOSED ALLOWED OVERALL 76 SF - EAST 38 SF - WEST 0 SF - NORTH 0 SF - SOUTH 38 SF - EXTERIOR FINISH SCHEDULE I im FINISH MATERIAL COLOR 4" BRICK VENEER VELOUR IRONSPOT MAGANESE REMARKS BR -1 INFORMATION. 2 MTL-1 MTL-2 PT -1 PT -2 PREFINISHED METAL COPING PPG #1001-6 "KNIGHT'S ARMOR" PREFINISHED METAL COPING PPG: #1012-2 "FOG" PAINT PPG #1001-6 "KNIGHT'S ARMOR"FLAT PAINT PPG: #1012-2 "FOG" TO MATCH ADJACENT FINISH_ TO MATCH ADJACENT FINISH FINISH FLAT FINISH NORTH ELEVATION SCALE: 1/4" = V-0" MONTICELLO CHIPOTLE SHELL BUILDING 12/18/2023 A-700 ARAPET X20' 8"0'-8" DIVISION 25, LLC 1620 WATERFORD COURT SHOREWOOD, MN 55331 KEYNOTE LEGEND 1 FACE BRICK VENEER - RUNNING BOND - REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. 2 MBCI METAL PANELS. 3 EIFS 4 THERMALLY BROKEN ANODIZED ALUMINUM STOREFRONT SYSTEM WITH 1" INSULATED GLAZING - CAULK AROUND ENTIRE PERIMETER OF OPENINGS. 5 24 GAUGE PREFINISHED METAL COPING. 6 PREFINISHED METAL CANOPY W/ INTEGRAL LIGHTING. 7 PREFINISHED DARK BRONZE ALUMINUM PASS-THRU WINDOW WITH INTEGRATED INTERIOR AIR CURTAIN, TRANSOM AND SIDELITES - CAULK AROUND ENTIRE PERIMETER OF OPENING. 8 LED CHANNEL LIGHT (E4) - 126" IN TOTAL LENGTH 9 EXTERIOR EMERGENCY LIGHT (E2). 10 8" CONCRETE SAFETY BOLLARD. 11 STAINLESS STEEL COW TOUNGE OVERFLOW ROOF DRAIN DISCHARGE. 12 GAS METER 13 FROST PROOF WALL HYDRANT. 14 ELECTRICAL METER. 15 ELECTRICAL FUSED DISCONNECT SWITCH. 16 INSULATED HOLLOW METAL DOOR AND FRAME - CAULK AROUND ENTIRE PERIMETER OF OPENING. 17 CONCRETE SPLASH BLOCK. INDICATES EXTENTS OF BLOCKING TO BE PROVIDED BY GENERAL CONTRACTOR - E8HATCHEDAREA PROVIDE ELECTRICAL ACCESS AS REQUIRED - COORDINTE ADDITIONAL REQUIREMENTS WITH TENANT SIGNAGE VENDOR. 19 EIFS JOINT - REFER TO MANUFACTURER'S RECOMMENDATION FOR SPACING REQUIREMENTS. 20 FACE BRICK VENEER - SOLDIER COURSE - REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. 21 MASONRY CONTROL JOINTS - REFER TO MANUFACTURER'S RECOMMENDATIONS FOR SPACING REQUIREMENTS 22 IRAISED PARAPET BEYOND - EXTERIOR FINISHES TO WRAP AROUND ON EXPOSED SIDES. 23 EXTERIOR ROOF LADDER WITH LOCKING GATE. 6" HIGH VINYL BUILDING ADDRESS NUMBERS - COORDINATE REQUIREMENTS WITH AUTHORITIES 24 HAVING JURISDICTION. 25 WALL PACK LIGHT (E3). NORTH ELEVATION SCALE: 1/4" = V-0" MONTICELLO CHIPOTLE SHELL BUILDING 12/18/2023 A-700 ARAPET X20' 8"0'-8" DIVISION 25, LLC 1620 WATERFORD COURT SHOREWOOD, MN 55331 ol LA61 ELLVA I IUN SCALE: 1/4" = V-0" � T.O. PARAPET 119'- 4" T.O. E 0.PARAPET LADDER B.O. EXT SOFFIT FRAMING 1101-811 21 TYP. FINISHED FLOOR Y 100' - 0" 17 2 WEST ELEVATION SCALE: 1/4" = V-0" 11 18 PT -2 5 _TL --2) 19- - 1 ` TYP. 2 PT -1 b I Yr. 5 (MTL-1 5 1 iTL-2) T.O. TOWER PARAPET 120'- 8" 3 PT -2 20 T.O. STOREFRONT 110'-0" <23> <10>25 <; 6> \ � � 25 11 17 TYP. PT -1 �/ 0 SOUTH ELEVATION SCALE: 1/4" = V-0" EXTERIOR ELEVATIONS Wil KHsq, r. �HITECTS ). CANOPY 107'- 2" 4l 1 BR -1 �/ TYP. T.O. PARAPET 119'- 4" 18 T.O. PARAPET LADDER 115'- 4" PT -2 3 TYP. B.O. EXT SOFFIT FRAMING_ �m OF m� ��l EXT. MATERIALS BREAKDOWN STOREFRONT BRICK EIFS METAL OVERALL 17% SF 33% SF 39% SF 11 % SF EAST 25% SF 29% SF 44% SF 2% SF WEST 8% SF 40% SF 36% SF 16% SF NORTH 5% SF 46% SF 35% SF 14% SF SOUTH 34% SF 13% SF 38% SF 15% SF EXTERIOR SIGNAGE PROPOSED ALLOWED OVERALL 152 SF - EAST 38 SF - WEST 38 SF - NORTH 38 SF - SOUTH 38 SF - 5 MTL-2 19 FINISHED FLOOR 1001-01, 16 13 14 15 NORTH ELEVATION SCALE: 1/4" = V-0" MONTICELLO CHIPOTLE SHELL BUILDING 12/18/2023 A-700 EXTERIOR FINISH SCHEDULE I im FINISH MATERIAL COLOR 4" BRICK VENEER VELOUR IRONSPOT MAGANESE REMARKS BR -1 INFORMATION. 2 MTL-1 MTL-2 PT -1 PT -2 PREFINISHED METAL COPING PPG #1001-6 "KNIGHT'S ARMOR" PREFINISHED METAL COPING PPG: #1012-2 "FOG" PAINT PPG #1001-6 "KNIGHT'S ARMOR"FLAT PAINT PPG: #1012-2 "FOG" TO MATCH ADJACENT FINISH_ TO MATCH ADJACENT FINISH FINISH FLAT FINISH 5 MTL-2 T.O. TOWER PARAPET 1 120'- 8" 5 (MTL-1 2 PT -1 /6 , 12> PT -2 >10 DIVISION 25, LLC 1620 WATERFORD COURT SHOREWOOD, MN 55331 KEYNOTE LEGEND 1 FACE BRICK VENEER - RUNNING BOND - REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. 2 MBCI METAL PANELS. 37 EIFS 4 THERMALLY BROKEN ANODIZED ALUMINUM STOREFRONT SYSTEM WITH 1" INSULATED GLAZING - CAULK AROUND ENTIRE PERIMETER OF OPENINGS. '524 GAUGE PREFINISHED METAL COPING. 6 PREFINISHED METAL CANOPY W/ INTEGRAL LIGHTING. 7 PREFINISHED DARK BRONZE ALUMINUM PASS-THRU WINDOW WITH INTEGRATED INTERIOR AIR CURTAIN, TRANSOM AND SIDELITES - CAULK AROUND ENTIRE PERIMETER OF OPENING. 8 LED CHANNEL LIGHT (E4) - 126" IN TOTAL LENGTH 9 EXTERIOR EMERGENCY LIGHT (E2). 10 8" CONCRETE SAFETY BOLLARD. 11 STAINLESS STEEL COW TOUNGE OVERFLOW ROOF DRAIN DISCHARGE. 12 GAS METER 13 FROST PROOF WALL HYDRANT. 14 ELECTRICAL METER. 15 ELECTRICAL FUSED DISCONNECT SWITCH. 16 INSULATED HOLLOW METAL DOOR AND FRAME -CAULK AROUND ENTIRE PERIMETER OF OPENING. 17 =CONCRETE SPLASH BLOCK. INDICATES EXTENTS OF BLOCKING TO BE PROVIDED BY GENERAL CONTRACTOR - E8HATCHEDAREA PROVIDE ELECTRICAL ACCESS AS REQUIRED - COORDINTE ADDITIONAL REQUIREMENTS WITH TENANT SIGNAGE VENDOR. 1-97EIFS JOINT - REFER TO MANUFACTURER'S RECOMMENDATION FOR SPACING REQUIREMENTS. 20 FACE BRICK VENEER - SOLDIER COURSE - REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. 21 MASONRY CONTROL JOINTS - REFER TO MANUFACTURER'S RECOMMENDATIONS FOR SPACING REQUIREMENTS 22 IRAISED PARAPET BEYOND - EXTERIOR FINISHES TO WRAP AROUND ON EXPOSED SIDES. 23 EXTERIOR ROOF LADDER WITH LOCKING GATE. 6" HIGH VINYL BUILDING ADDRESS NUMBERS - COORDINATE REQUIREMENTS WITH AUTHORITIES 24 HAVING JURISDICTION. 25 WALL PACK LIGHT (E3). 5 MTL-2 T.O. TOWER PARAPET 1 120'- 8" 5 (MTL-1 2 PT -1 /6 , 12> PT -2 >10 DIVISION 25, LLC 1620 WATERFORD COURT SHOREWOOD, MN 55331 Big River 445 Retail Development -\\\� �IL SSTS Sz TRAFFIC SOLUTIONS TRAFFIC IMPACT STUDY in Monticello, MN September St", 2023 BIG RIVER 445 RETAIL DEVELOPMENT MONTICELLO, MN TRAFFIC IMPACT STUDY SEPTEMBER 5th, 2023 Prepared For: Division 25, LLC 706 Second Avenue South Minneapolis, MN 55402 Prepared By: SSTS, LLC 952-212-7625 PROJECT NO. 2023_024 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: Katie A Schmidt, P.E. Date: Lic. No.: Table of Contents I. Introduction.........................................................................................................................................1 II. Existing Conditions.........................................................................................................................3 A. Study Area Intersections................................................................................................................... 3 B. Roadway Descriptions...................................................................................................................... 3 C. Data Collection and Existing Traffic Volumes.................................................................................3 III. No -Build Alternative.......................................................................................................................6 A. Background Growth.......................................................................................................................... 6 B. Anticipated Improvements for No -Build Conditions........................................................................ 6 C. Results of Analysis........................................................................................................................... 6 IV. Build Alternative............................................................................................................................. 9 A. Site -Generated Traffic....................................................................................................................... 9 B. Trip Distribution and Assignment..................................................................................................... 9 C. Build Traffic Volumes...................................................................................................................... 9 V. Operational Analysis........................................................................................................................13 A. Intersection Operational Description..............................................................................................13 B. Results of Analysis — 2027 Conditions...........................................................................................14 C. Results of Analysis — 2045 Conditions...........................................................................................15 D. Assessment of Additional Development — West Side of the Site...................................................16 VI. Summary and Recommendations................................................................................................17 List of Tables Table 1. Study Area Intersections................................................................................................................. 3 Table 2. Roadway Descriptions.................................................................................................................... 3 Table3. Trip Generation...............................................................................................................................9 Table4.2027 Operations............................................................................................................................14 Table5.2045 Operations............................................................................................................................15 List of Figures Figure1. Vicinity Map.................................................................................................................................. 1 Figure2. Site Plan ......................................................................................................................................... 2 Figure3. Existing Geometrics...................................................................................................................... 4 Figure4. Existing Traffic Volumes.............................................................................................................. 5 Figure 5. 2027 No -Build Traffic Volumes.................................................................................................... 7 Figure 6. 2045 No -Build Traffic Volumes.................................................................................................... 8 Figure7. Trip Assignment..........................................................................................................................10 Figure 8.2027 Build Traffic Volumes........................................................................................................ l l Figure 9.2045 Build Traffic Volumes........................................................................................................12 TECHNICAL APPENDICES (Available Upon Request) A. Traffic Counts B. Trip Generation Calculations C. Detailed Results of the Operational Analysis I. Introduction An approximately 20 -acre site (termed "Proposed Project" in this study) is proposed to be developed in Monticello, Wright County, MN. The Proposed Project is comprised of a mix of retail land uses. Construction of the Proposed Project is anticipated to start in 2024 and assumed to be complete in 2026. The Proposed Project is located to the south of Interstate 94 and north of Chelsea Rd W, just west of CSAH 18 (Fenning Ave). The site location is illustrated on Figure 1, "Vicinity Map". Access to the site is proposed via four access driveways on Chelsea Rd W. The easternmost access, Access 1, is approximately 500' east of the CSAH 18/Chelsea Rd W traffic signal. Accesses 2 through 4 are located further west on Chelsea Rd W. The site layout and access locations are illustrated on the Concept Site Plan, Figure 2. The purpose of this study is to evaluate the impact of traffic generated by the Proposed Project on the operations and safety of the adjacent roadway. The study focuses on the roads and intersections that provide direct and indirect access to/from the site. This study details the existing and future roadway conditions at studied intersections and access points and includes traffic volumes, lane geometrics and traffic operational analysis results. Recommendations regarding roadway improvements to accommodate site -generated traffic, as well as the anticipated growth in background traffic are included, as necessary. This study focuses on the following years to account for full buildout of the Proposed Project and includes forecast of No -build conditions and trip generation estimates to be included with the Build conditions: • Year 2027 — This year is studied for the full build scenario to provide a thorough assessment of traffic and to address potential traffic concerns. • Year 2045 — This year is studied assuming full construction of the Proposed Project and is considered a planning level analysis to correspond with the current planning year horizon. Big River 445 Development Page 1 September 5th, 2023 _sit. -: •--���, -, .c�l - R'dervr .q Lj e —.1�.soil 41P ..�� ��-1,�.`�A+,� ` � }, -. - - - 1 F y�• ,4 • - ,may -_ - _ 1 '04_r-- r,t � rbc a *• I'�... "._�- ``� mow'+. � _.� I � _��L_ VO 300' I 1 - - �..-.._.. -.._ .-- -. Figure 2 - Site Plan (By Others) Big River 445 Development Page 2 September 5', 2023 11. Existing Conditions A. Study Area Intersections Study area intersections were defined with input from the City of Monticello. Table 1 lists the five study area intersections, associated existing traffic control and date of turning movement counts (further described in the Data Collection & Existing Traffic Volumes section below). Table 1. Study Area Intersections Study Intersection E Control Date of Turning Movement Count CSAH 18 (Fenning Ave) & Highway 94 WB Ramps/E 7th St Signal Thursday, July 27th, 2023 CSAH 18 (Fenning Ave) & Highway 94 EB Ramps/Chelsea Rd Signal Thursday, July 27th, 2023 CSAH 18 (Fenning Ave) & Meadow Oak Ave Roundabout Thursday, July 27th, 2023 CSAH 18 (Fenning Ave) & School Blvd Roundabout Thursday, July 27th, 2023 Count Road 34 & Hemlock Ave NE Roundabout Thursday, July 27", 2023 B. Roadway Descriptions The existing conditions of the study area roadways are noted in Table 2. Additionally, Figure 3 shows the existing lane geometry and traffic control at the study intersections. Table 2. Roadway Descriptions *AADT Sources: (MnDOT) from MnDOT's Traffic Mapping Application (PM Count) from assuming PM counts are —10% of ADT, due to lack of recent AADT counts C. Data Collection and Existing Traffic Volumes AM and PM peak hour turning movement counts were conducted at all study area intersections on Thursday, July 27t'', 2023. The AM peak traffic hour was found to generally occur from 7:00 - 8:00 AM and the PM peak traffic hour was found to occur from 4:30 - 5:30 PM (See Figure 4, Existing Traffic Volumes). It is noted that these July counts do not include school traffic from the nearby Little Mountain Elementary and Monticello Highschool. Eastview Education Center does have summer programing and it is assumed the collected AM and PM traffic is representative of the school year. Additional school traffic is considered and added to the 2027 No -Build volumes, which is further detailed in the No -Build section. Big River 445 Development Page 3 September 5`h, 2023 Multimodal Roadway Functional Class Typical Section Posted Speed AADT (Year)* Amenities CSAH 18 2 -Lane Divided Trail on E and W Minor Arterial 45 mph 8,412 (2022) (MnDOT) (Fenning Ave) Urban Sides (Varies) 3 -Lane Undivided Trail on N Side Chelsea Rd W Major Collector 45 mph 5,020 (2023) (PM Count) Urban Sidewalk on S Side 40 mph/ Schoold Blvd/ 3 -Lane Undivided Minor Arterial 30 mph When Trail on N Side 5,831 (2022) (MnDOT) Jamison Ave NE Urban Children Present Local Road (to the South)/ 2 -Lane Undivided Fallon Ave NE 30 mph Trail on E Side 4,260 (2023) (PM Count) Major Collector (North) Rural 2 -Lane Undivided Sidewalk on North Meadow Oak Ave Local Road 30 mph I I 11430 (2023) (PM Count) Urban Side *AADT Sources: (MnDOT) from MnDOT's Traffic Mapping Application (PM Count) from assuming PM counts are —10% of ADT, due to lack of recent AADT counts C. Data Collection and Existing Traffic Volumes AM and PM peak hour turning movement counts were conducted at all study area intersections on Thursday, July 27t'', 2023. The AM peak traffic hour was found to generally occur from 7:00 - 8:00 AM and the PM peak traffic hour was found to occur from 4:30 - 5:30 PM (See Figure 4, Existing Traffic Volumes). It is noted that these July counts do not include school traffic from the nearby Little Mountain Elementary and Monticello Highschool. Eastview Education Center does have summer programing and it is assumed the collected AM and PM traffic is representative of the school year. Additional school traffic is considered and added to the 2027 No -Build volumes, which is further detailed in the No -Build section. Big River 445 Development Page 3 September 5`h, 2023 Big River 445 Development Page 4 September 5", 2023 Big River 445 Development Page 5 September 5", 2023 III. No -Build Alternative To address the impacts of a development on the surrounding roadway system, it is necessary to predict the traffic that would be present on the roadway system at the time of completion of the Proposed Project, without the inclusion of the Proposed Project. This is considered the No -Build scenario, and serves as a basis with which to compare Build scenarios. In this study two design years were analyzed 2027 and 2045, the current planning year horizon. A. Background Growth Review of Wright County's Long Range Transportation Plan (LRTP)l helped to develop background traffic volumes. It is estimated that traffic in the study area is expected to increase by approximately 1.0% per year between now and year 2045. This was interpolated using the 2016 and 2040 daily traffic forecasts for anticipated growth on the study area. It is noted that the ADT of the Proposed Project was removed from the 2040 forecasts for the growth rate calculation as to not include the project in No -Build Conditions. As mentioned in the data collection section, existing turning movement counts were collected in July, 2023 when school was not in session. To accurately represent typical weekday AM and PM peak hour traffic conditions, school traffic from the nearby Little Mountain Elementary and Monticello Highschool was estimated per ITE's Trip Generation Manual' and distributed through the roadway network for 2027 and 2045 No -Build conditions. B. Anticipated Improvements for No -Build Conditions Review of County and City plans indicate no major future projects in the study area that would impact traffic operations. It is noted there are planned safety improvements for School Boulevard with enhanced ped crossings, LED speed signs and trail improvements. Figures 5 and 6 illustrate the No -Build traffic volumes with the growth rate applied to the existing traffic volumes and with the inclusion of school traffic for years 2027 and 2045, respectively. C. Results of Analysis The study area intersections identified in Section II were analyzed for the 2027 and 2045 No -Build scenarios. Complete discussion of the results of these analyses is provided in Section V — Operational Analysis, where a comparison with corresponding design year Build alternatives is made. ' Wright County's Long Range Transportation Plan — Wright County, Updated Nov 2020, Study Link Z Trip Generation Manual, Institute of Transportation Engineers (ITE), 111h Edition Big River 445 Development Page 6 September 5th, 2023 T V L 24 (76 r M 100 (219) LO 4 b r 30 (30) Chelsea Rd (111) 48 4) t I" LO (187) 97-+ a (46) 88 --,� a m No T LEGEND 4) T r► Traffic Movement N xxx (xxx) Peak Hr Volumes: AM (PM) aTraffic Signal Control 0 Roundabout Control LO M LL t 54 (117) N r 4-7(5) 4 1 4 r 34 (35) 1-94 E6 (125) 39 J 4) t I4 r u7 O (62) 66-* (126)41--) 00 0 � � J V t-92 (262) +-62 (150) r 1157 (332) +) 1 4 23 r20 1 ) �`I Mead—Oak A— veX144[242) Y +) 4 83X721) div <r f 3e (77) 29 -t I I I o a (135) 156 X39) 14--+ LO (149)94-+ (746) 72 � LO � m (43) 49 -- 51 a r v T a In Figure 5 - 2027 No -Build Traffic Volumes LO M LL t 54 (117) N r 4-7(5) 4 1 4 r 34 (35) 1-94 E6 (125) 39 J 4) t I4 r u7 O (62) 66-* (126)41--) 00 0 � � J Big River 445 Development Page 7 September 5", 2023 T a '` t48 (42) t M N r 4-0(0) N 1157 (332) +) 1 4 23 r20 1 ) �`I Mead—Oak A— veX144[242) T T +--14.4 242) 20 18 t ) �4ltf +) 1 4 r 7 (5) (7) 0-+ o ~ (135) 156 9 ch ool Blvd +j (12) 8 M (149)94-+ ma L (43) 49 -- 51 a r v T Figure 5 - 2027 No -Build Traffic Volumes Big River 445 Development Page 7 September 5", 2023 N `o T r tiLL t29 (91) LO X119 {261) 4 b r 36 (36) Chelsea Rd (133) 57 --t 4) t (224)116-* r+ (53) 93 7� a ti LEGEND 4) T r► Traffic Movement N xxx (xxx) Peak Hr Volumes: AM (PM) aTraffic Signal Control 0 Roundabout Control -110(314) +-75(179) r +) 4 97 (144) (46) 16-+ a } : R'. •` (174) 86--4, m v In T Oq T w LL t 65 (139) f0 N 1 4 r 38 { -94 I I-94 E6 (148) 43 4) t M 47 r (75) 67 N N (151)49-) r N N v` m o t o ti rn T' � ` 1188 (397) Ir - `'� Meadow Oak Ave r oco 158 (287) (24) 21 J o t j+ +� 1 4 r s (s) GI T GI (1) o School 61 vd +j t (15) 10 V {� (160) 183 J (176) 106 oMo r N v (49)50-- T a v r Figure 6 - 2045 No -Build Traffic Volumes Big River 445 Development Page 8 September 5", 2023 IV. Build Alternative A. Site -Generated Traffic The number of vehicle trips generated by the Proposed Project were estimated for the weekday daily, and AM and PM traffic peak hours using the data and methodologies contained in the Trip Generation Manual and the Trip Generation Handbook. Table 3 summarizes trip generation estimates. Shared and pass -by trips were considered in the estimates. Shared trips account for the complimentary nature between the land uses of the Proposed Project (i.e., visiting multiple stores in one site visit). Pass -by trips are trips that are attracted to the site from existing traffic already passing on adjacent roadways. These pass -by trips are accounted for in the turning movements at the access locations and adjacent roadway as they enter and exit the site, but do not result in an overall increase in traffic in the study area. It is noted that approximately 40% of the pass -by trips are expected to come from Interstate 94 and these do increase traffic in the study area. Table 3. Trip Generation Land Use Type Land Use Code Size Trips Generated: AM Peak Enter Exit PM Peak Enter Exit Weekday ADT Supermarket Retail 850 55,000 s.f. 93 64 246 246 5,161 Gas/Service Station Retail 944 12 fuel pos. 62 62 83 83 2,064 Hair Salon Retail 918 7,200 s.f. 7 2 2 9 104 Animal HospitalNet Clinic Medical 640 7,200 s.f. 18 9 10 15 155 Drive-in Bank Retail 912 2 windows 10 7 27 28 250 Fast Food - w/Drive Thru Retail 934 2,330 s.f. 53 51 40 37 1,089 Tire Store Retail 848 10,638 s.f. 18 10 17 23 295 Automated Car Wash Retail 948 1 tunnel 5 5 39 39 775 Oil Change Shop Retail 941 3 positions 6 3 8 6 120 Coffee/Donut Shop - w/Drive Thru Retail 937 2,550 s.f. 112 107�68�5� 50 1,361 Fast Food - w/Drive Thru Retail 934 9,500 s.f. 216 208 151 4,441 Totals - Gross 599 ,126 27 1,371686 15,815 Shared Trips 120 225105 137 274137 3,163 Pass -By Trips 223 1 445 223 244 489 244 6,634 Totals - Net 257456199 304608305 6,018 Per the data and methodologies in Trip Generation, I I' Edition and Trip Generation Handbook, 3'd Edition, published by ITE. Shared trips were calculated using the Trip Generation Handbook and assumed to by 20% for retail uses. Pass -by trips were based on TTE's pass -by data and rate tables. B. Trip Distribution and Assignment The distribution of site -generated traffic from and to the adjacent street system was based on existing volume patterns and anticipated travel patterns for patrons of the development. Figure 7, Trip Assignment depicts the distribution of the estimated site -generated traffic entering and exiting the study area roadway network. C. Build Traffic Volumes When combined, the site -generated traffic volumes and No -Build scenario traffic volumes result in the Build scenario traffic volumes, shown on Figures 8 and 9 for the 2027 and 2045 analysis years, respectively. 3 Trip Generation Handbook, Institute of Transportation Engineers (ITE), 3 d Edition Big River 445 Development Page 9 September 5th, 2023 N LL _25(34) T N 4--20(30) I-' 1 4 r 31 (43) Chelsea Rd (0) 0 -f 4) T f (30) 26-+ r n ^ M FPO— o L 6{122) C7 M 10 +)rn X36 (51) �, 1 4 ro (0) Chelsea (43) 38 J 4) T 0 0 (75) 63-+ 0o ss (0) 0-,-4, A c r� ai M � 21 (24) 4' 4 +-49 {701,e, a {37) 32 (70) 60 ._a .7q"qti ry L 162 (172) 4) 4 +-192(220)_ (37) 32 J (286) 219-+ JPA V TM N LO T - 0 o t-86 (98) r r 4 133 (159) Chelsea Rd (15)12 (191)149-+ n t 26 (30) N N +-0 (0) +j �► �-0 (0) a.M (6) 5 � N � (0) 0 o 0 (0) 0 7� LEGEND ♦) T r► Traffic Movement N xxx {xxx) Peak Hr Volumes: AM (PM) aTraffic Signal Control 0 Roundabout Control (0) 0 I (0) 0--+ Side -Street Ston Control ._a .7q"qti ry L 162 (172) 4) 4 +-192(220)_ (37) 32 J (286) 219-+ JPA V TM N LO T - 0 o t-86 (98) r r 4 133 (159) Chelsea Rd (15)12 (191)149-+ n t 26 (30) N N +-0 (0) +j �► �-0 (0) a.M (6) 5 � N � (0) 0 o 0 (0) 0 7� 0 (0) T jIM +-96 (110) 4 T L+ 0 (0).,=. (177) 138 J 4) T ?+ M (110)84-+ � (107) 79--+ o 'J _' ry Big c t 0 (0) V N +-0 (0) -�• + 1 4 r 0 {°) Meadow 4) 96 0 10) 94W I--94 W 6 (0) 0 I (0) 0--+ N a (0) 0- 0 (0) T jIM +-96 (110) 4 T L+ 0 (0).,=. (177) 138 J 4) T ?+ M (110)84-+ � (107) 79--+ o 'J _' ry Big +-0 (0) -�• + 1 4 r 0 {°) Meadow (0) 01 +) T f (0) 0 —; o m o ^ (0) 0 -- Z Figure 7 - Trip Assignment Big River 445 Development Page 10 September 5", 2023 N r T LL L49 (110) �r 4--120(249) 4J 1 4 r 61 (73) helsea Rd (111) 48 J 4) I (218) 122-+ o L 6{122) C7 M 10 rn +--206 (263) J) i L* r 10 {4)hchels� (43) 38 4) I I M O N (361) 177 -► T (4) 10 V v (46)88 -- LO o T v v - C M � '� ry L 21 (24) 4' 4 H 221 (293) ehels (37) 32 J (359)184-+ LEGEND ♦) 1 r► Traffic Movement xxx (xxx) Peak Hr Volumes: AM (PM) aTraffic Signal Control 0 Roundabout Control Side -Street StoD Control ��7.� ti ry L 152 (172) 4) 4 404 (443) Chelsea Rd {37) 32 (599)355-+ f I fri v 0 o t-86 (98) { , +-345(382) T Chelsea Rd (15) 12 1 (504)286-+ AT vLL t 183 (362) N r r X144{242) +) 1 4 r 7 (5) _-,. a_ (141)161 I r+ 0�0 N N 149)94-+ T N (43) 49 -- a r v (77) 29 J I n ` t 92 (262) M +-62 (150) LO w T o 1, +j T 179 (231) 1-sa W (77) 29 J I r* (39)14-+ (146)72 -- LO w T o 1, T V v LLL t 54 (117) N r T +-103 (115) 4 4 r 34 (35) 1-94 E61 (302)177 1 4) 1 r" (172)141-+ r r r (233) 120 N rL 60 (45) M N r +-0 (0) 4) 1 L► r 23 (20) M -d- (20) 18 1 4) T f (1) 0-1 n ~ a (12) 8 d7 V m Figure 8 - 2027 Build Traffic Volumes Big River 445 Development Page 11 September 5", 2023 6 r� ai ry L 21 (2 4) {� 4 254 (336) Chelsea Rd f (37) 32 J jC (416) 208-+ ¢ ♦) 1 r► Traffic Movement N xxx {xxx) Peak Hr Volumes: AM (PM) aTraffic T t 54 (124) T r 4 m r 4-139(292)4J F 238 {305) ry 1 4 r 67 {79] 4 helsea (133) 57 -f 4) I (254) 141 r * 4) I {37) 32 Chelsea Rd 47 N 6 r� ai ry L 21 (2 4) {� 4 254 (336) Chelsea Rd f (37) 32 J jC (416) 208-+ ¢ ♦) 1 r► Traffic Movement N xxx {xxx) Peak Hr Volumes: AM (PM) aTraffic T t 106 (122) T 4 +-381 (424) r.hel,IRd rn F 238 {305) ry t 152 {172) 4 12 (5) Chelsea Rd 4J 4 + -439(486) r 27 (24) Meadow Oak {43) 38 J * 4) I {37) 32 Chelsea Rd (417) 199 -► N {fi59) 378 -� 6 r� ai ry L 21 (2 4) {� 4 254 (336) Chelsea Rd f (37) 32 J jC (416) 208-+ N 47 T LEGEND ♦) 1 r► Traffic Movement N xxx {xxx) Peak Hr Volumes: AM (PM) aTraffic Signal Control 0 Roundabout Control 4 +-381 (424) r.hel,IRd T Side -Street Ston Control N 47 T I 0 r* t-86 o (98) 174)86-- (174)86-- 4 +-381 (424) r.hel,IRd (15) 12 1 (564)308-+ Z" 1:A N V 1 110(314) LO 0 Lo r H-75 (179) ff 193 (254) I-94 W 6 (92) 35 J c') I 7( r* (46)16-+ a+ T 174)86-- (174)86-- 0000 T a M r 0 (0) �2 V v VLL -65(139) M N +-105(116) +J r38(41) 1-94 EB I (325) 181 - I T (184)162-+ r ry (257) 128 (24) 21 1 4 r* / rn m rn (1) 0 _+ (15) 10 r -- v Figure g - 2045 Build Traffic Volumes Big River 445 Development Page 12 September 5", 2023 7( 0 a+ t-60 a M r 0 (0) + 1 4 r 27 (24) Meadow Oak (24) 21 1 4 r* / rn m rn (1) 0 _+ (15) 10 r -- v Figure g - 2045 Build Traffic Volumes Big River 445 Development Page 12 September 5", 2023 V. Operational Analysis A. Intersection Operational Description The operating conditions of transportation facilities, such as roadways, traffic signals, roundabouts and stop -controlled intersections, are evaluated based on the relationship of the theoretical capacity of a facility to the actual traffic volume on that facility. Various factors affect capacity including travel speed, roadway geometry, grade, number of travel lanes, and intersection control. The current standards for evaluating capacity and operating conditions are contained in Highway Capacity Manual'. The procedures describe operating conditions in terms of driver delay represented as a Level of Service (LOS). Operations are given letter designations with "A" representing the best operating conditions and "F" representing the worst. Generally, Level of Service "D" represents the threshold for acceptable overall intersection operating conditions during a peak hour. The following chart summarizes the level of service and delay criteria for signalized and unsignalized intersections. Level of Service Description Delay (sec) Signalized Unsignalized/ Roundabout A Primarilyfree-flow operation. 0-10 0-10 - - --------- - - - - -- B Reasonably unimpeded operation. >1D-20 A10-15 _- - -_--- -- ____ C Stable operation. The ability to maneuver is more restricted than LOS B. :2035 �1`i 21, -� - ---- `--�------ - - - - -- LOU Lam; D Less stable operation. Small increases inflow may cause large increases in delay and reduced speeds. 335-55 X25-35 ----------------�- Lis Lam; X1111 :-t-PI �------------------ Lam; @Z_: Lq.; Unstable operation. Low speeds and considerable delay. X55-80 X35-50 Congest ed operation. High delay and extensive queuing. 380 350 Ar—N- Low Lq: LaX L03� For side street stop -controlled intersections special emphasis is given to providing an estimate for the level of service of the minor approaches. Traffic operations at an unsignalized intersection with side street stop -control can be described two ways. First, consideration is given to the overall intersection level of service. This takes into account the total number of vehicles entering the intersection and the capability of the intersection to support these volumes. Second, it is important to consider the delay on the minor approaches, since the mainline does not have to stop. It is common for intersections with higher mainline traffic volumes to experience increased levels of delay and poor level of service on the side streets. For example, the acceptable threshold for a high-priority/high-volume mainline movement might be "C," while LOS "F" on a low-priority/low-volume side -street movement might be appropriate. I Highway Capacity Manual (HCM), Transportation Research Board, 6th Edition Big River 445 Development Page 13 September 5th, 2023 A final fundamental component of operational analyses is a study of vehicular queuing, or the line of vehicles waiting to pass through an intersection. An intersection can operate with an acceptable Level of Service, but if queues from the intersection extend back to block entrances to turn lanes or accesses to adjacent land uses, unsafe operating conditions could result. In this report, the industry design standard 95th percentile queue length is used. The 95" percentile queue length refers to the length of vehicle queue that has only a five -percent probability of occurring during an analysis hour. This study has utilized the current industry Synchro/SimTraffic software package (1 I' Edition) to analyze the 2027 and 2045 No -Build and Build conditions for both the AM and PM peak hours. It is noted, the reported results are from the aggregate of 10 SimTraffic simulations which use a random number generator to seed the network with vehicles. These results reflect dynamic conditions and are more accurate than the results of the static analysis reported by Synchro. Due to the random number generator results can sometimes show slightly better operations on minor movements when the intersections are operating well and have increased traffic volumes. This can be seen when delays and queues noted for minor movements in the Build Scenario are slightly less than the No -Build Scenario. B. Results of Analysis - 2027 Conditions This section contains the results of the intersection operational analyses and provides recommendations, as necessary to mitigate the impacts. Table 4 summarize the results of the operational analyses for the 2027 No Build and Build scenarios. Proposed access intersections are shaded gray. Table 4.2027 Operations Level of Service reported from an average delay from 10 SimTraffic simulations for overall intersection and worst movement. 951h percentile queues are a result from an average of 10 SimTraffic simulations and the longest queue per intersection is reported. Big River 445 Development Page 14 September 5th, 2023 Measure of Effectiveness (Delay in Sec and Queue in Ft) Criteria 1 2027 No -Build 2027 Build Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Fenning Ave & 1-94 WB Overall LOS & Delay A 10.0 B 13.8 B 10.9 B 15.3 Ramps/7th St Worst Movement LOS& Delay C 30.4 (WBL) C 31.7 (NBL) C 31.1 (NBL) C 29.1(WBL) (Signal) 95th Percentile Queue SBT-90' WBT-117' WBL-109' WBL-134' Fenning Ave & 1-94 EB Overall LOS & Delay B 12.3 B 12.9 B 16.1 B 17.5 Ramps/Chelsea Rd Worst Movement LOS& Delay C 32.1 (EBT) C 33.6 (NBL) C 30.9 (WBT) D 35.7 (NBL) 95th Percentile Queue SBL - 97' EBL - 115' EBL -137' EBL - 203' (Signal) Fenning Ave & Meadow Oak Ave (Roundabout) Overall LOS & Delay A 4.8 A 5.6 A 5.1 A 6.0 Worst Movement LOS & Delay A 5.4 (SBT) A 6.4 (SBT) A 5.9 (SBT) A 7 (SBT) 95th Percentile Queue WBLTR - 37' NBLT - 46' WBLTR - 38' NBLT - 48' Fenning Ave & School Blvd (Roundabout) Overall LOS & Delay A 4.8 A 6.7 A 5.0 A 7.0 B 10.2 (WBT) Worst Movement LOS& Delay A 7.3 (WBT) B 10.3 (WBT) NBLTR - 61' WBLTR - 114' A 7.7 (WBT) EBLTR - 62' 95th Percentile Queue SBLT - 121' Fallon Ave &Chelsea Rd (Roundabout) Overall LOS & Delay A 4.3 A 6.0 A 4.6 A 7.0 Worst Movement LOS & Delay A 6.5 (EBT) A 8.2 (WBT) A 6.9 (EBT) A 9.6 (WBT) 95th Percentile Queue SBLTR - 58' JSBLTR - 80' SBLTR - 63' WBLTR - 102' Chelsea Rd & Access 1 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue NA A 3.1 B 14.3 (SBL) SBL -74' A 4.8 D 35 (SBL) 1SBL - 121' Chelsea Rd &Access 2 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 2.4 B 10.3 (SBL) SBL - 80' A 3.5 C 19.4 (SBL) SBL - 111' Chelsea Rd & Access 3 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 2.6 A 8.6 (SBL) SBL - 68' A 3.6 B 14.9 (SBL) SBL -97' Chelsea Rd &Access 4 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 1.3 A 6.6 (SBL) SBL - 49' A 1.7 A 9 (SBL) SBL - 53' Level of Service reported from an average delay from 10 SimTraffic simulations for overall intersection and worst movement. 951h percentile queues are a result from an average of 10 SimTraffic simulations and the longest queue per intersection is reported. Big River 445 Development Page 14 September 5th, 2023 The results shown in Table 4 indicate the following for 2027 No -Build and Build conditions: • 2027 No -Build - Delay, LOS and queueing are all acceptable on an overall intersection and individual movement basis without the proposed project. Roadway and intersection improvements are not needed to accommodate the growth in background traffic. • 2027 Build - Delay, LOS and queueing are all acceptable on an overall intersection and individual movement basis with the proposed project. No operational issues are expected at the proposed access points. Roadway and intersection mitigation measures are not needed to accommodate site -generated traffic. It is recommended that MnDOT update the signal timings for the I-94 ramp intersections with Fenning Ave (CSAH 18) due to increased traffic from the Proposed Project. C. Results of Analysis - 2045 Conditions The long-range planning horizon year is 2045 and a 1% annual growth rate was assumed, as mentioned in the No -Build section. The results of the analysis of the 2045 No -Build and Build traffic conditions are summarized in Table 5. Proposed access intersections are shaded gray. It is noted that traffic signal timings were optimized using Synchro for the 2045 conditions. Table 5. 2045 Operations Level of Service reported from an average delay from 10 SimTraffic simulations for overall intersection and worst movement. 95"' percentile queues are a result from an average of 10 SimTraffic simulations and the longest queue per intersection is reported. Big River 445 Development Page 15 September 5th, 2023 Measure of Effectiveness (Delay in Sec and Queue in Ft) Criteria 2045 No -Build 2045 Build Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Fenning Ave & 1-94 WB Overall LOS & Delay B 10.8 B 15.1 B 11.9 B 16.7 Ramps/7th St Worst Movement LOS & Delay C 32.7 (NBL) C 32.1 (NBL) C 29.4 (WBL) C 29.3 (WBL) (Signal) 95th Percentile Queue SBT - 106' SBT - 134' WBL - 124' WBT - 144' Fenning Ave & 1-94 EB Overall LOS & Delay B 13.0 B 14.1 B 16.7 B 19.2 Worst Movement LOS & Delay D 38.6 (NBL) D 38.6 (WBT) C 32.2 (WBT) D 36.8 (NBL) Ramps/Chelsea Rd (Signal) 95th Percentile Queue SBL - 100' EBL - 135' NBL - 154' EBL - 224' Fenning Ave & Meadow Oak Ave (Roundabout) Overall LOS & Delay A 5.0 A 5.9 A 5.2 A 6.5 A 7.6 (SBT) NBLT - 56' Worst Movement LOS & Delay A 5.6 (SBT) A 6.8 (SBT) A 6 (SBT) 95th Percentile Queue WBLTR - 45' NBLT - 50' WBLTR - 46' Fenning Ave & School Blvd (Roundabout) Overall LOS & Delay A 5.2 A 7.8 A 5.5 A 10.1 Worst Movement LOS & Delay A 8.1 (WBT) B 11.8 (WBT) A 8.3 (WBT) C 15.3 (WBT) 95th Percentile Queue WBLTR - 69' WBLTR - 150' EBLTR - 68' WBLTR - 248' Fallon Ave & Chelsea Rd (Roundabout) Overall LOS & Delay A 4.7 A 7.3 A 5.1 A 8.5 Worst Movement LOS & Delay A 7.1 (EBT) A 9.9 (WBT) SBLTR - 61' SBLTR - 107' A 7.4 (EBT) SBLTR - 76' B 11.9 (WBT) 95th Percentile Queue WBLTR - 139' Chelsea Rd & Access 1 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue NA A 3.3 C 15.8 (SBL) SBL - 76' A 7.0 F 60.7 (SBL) SBL -175' Chelsea Rd & Access 2 (Side -Street Stop -Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 2.5 B 11.7 (SBL) SBL - 78' A 4.9 D 26.8 (SBL) SBL -138' Chelsea Rd &Access 3 (Side -Street Stop -Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 2.7 A 9.8 (SBL) SBL - 73' A 3.9 C 17.4 (SBL) SBL - 96' Chelsea Rd & Access 4 (Side -Street Stop -Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 1.4 A 6.8 (SBL) - SBL -51' A 1.7 B 10.2 (SBL) SBL -55' Level of Service reported from an average delay from 10 SimTraffic simulations for overall intersection and worst movement. 95"' percentile queues are a result from an average of 10 SimTraffic simulations and the longest queue per intersection is reported. Big River 445 Development Page 15 September 5th, 2023 The results shown in Table 5 indicate the following for 2045 No -Build and Build conditions: • 2045 No -Build — All intersections experience adequate delay, LOS and queueing on an overall intersection and individual movement basis without the proposed project. Roadway and intersection improvements are not needed to accommodate the growth in background traffic. It is recommended that MnDOT update the signal timings for the 1-94 ramp intersections with Fenning Ave (CSAH 18) due to increased background traffic. • 2045 Build — All intersections experience adequate delay, LOS and queueing on an overall intersection and individual movement basis with full build out of the proposed project. It is noted that southbound left turn movement at Access 1 experiences longer delay as vehicles wait for appropriate gaps to enter Chelsea Rd. Review of the 95' percentile queue indicates no queue issues as the length is accommodated by the proposed geometry. These types of side -street operations are not uncommon on high volumes roadways. Additionally, there are three other egress points for vehicles to use to exit the site. D. Assessment of Additional Development — West Side of the Site There are development possibilities for other parcels north of Chelsea Rd and west of the Proposed Project. High level analysis indicates increased development, in addition to the Proposed Project, could result the need for additional capacity at the Fenning Ave (CSAH 18)/Chelsea Rd signalized intersection. In particular dual eastbound to northbound left turn lanes could be needed which would require geometric and equipment revisions at the traffic signal. Additionally, the capacity of Chelsea Rd might need to increase from a three -lane section to a four -lane section as it nears Fenning Ave (CSAH 18). It is recommended that traffic assessments are conducted as development of other parcels are considered. Big River 445 Development Page 16 September 5th, 2023 VI. Summary and Recommendations The preceding analysis has evaluated the potential traffic impacts of the approximately 20 -acre Big River 445 Development on the operations of the study area intersections in the City Monticello, Wright County, MN. Two design years were considered in this study, 2027 to provide a thorough assessment of full build traffic and 2045 to remain consistent with the long-range planning horizon. For both design years, No - Build and Build scenarios were analyzed and compared to assess the development's impact, and the area's future infrastructure needs. Full development of site is expected to result in approximately 12,679 vehicle trips using the proposed site access locations per average weekday. Peak hour trips generated by the full development are estimated at 901 trips (479 entering and 422 exiting) during the AM peak hour and 1,097 trips (548 entering and 549 exiting) during the PM peak hour. These are trips after internal shared trip reductions, but not pass -by reductions and reflect traffic using the site accesses. Access to the site proposed via four access driveways on Chelsea Rd W. Growth in background traffic at a rate of 1.0 percent per year is accounted for in the analysis, as well as school traffic from nearby schools. The following bullet points summarize roadway recommendations: • Year 2027 Conditions — Background (No -Build) and site generated traffic (Build) are adequately accommodated by the surrounding intersections and proposed accesses and geometric improvement measures are not needed. It is recommended that MnDOT update the signal timings for the I-94 ramp intersections with Fenning Ave (CSAH 18) due to increased traffic from the Proposed Project. • Year 2045 Conditions — Background (No -Build) and site generated traffic (Build) are adequately accommodated by the surrounding intersections and proposed access locations and geometric improvement measures are not needed. It is recommended that MnDOT update the signal timings for the I-94 ramp intersections with Fenning Ave (CSAH 18) due to increased background traffic and traffic from the Proposed Project. • Additional Development Considerations — There are development possibilities for other parcels north of Chelsea Rd and west of the Proposed Project. High level analysis indicates increased development, in addition to the full Proposed Project, could result the need for additional capacity at the Fenning Ave (CSAH 18)/Chelsea Rd signalized intersection. In particular dual eastbound to northbound left turn lanes could be needed which would require geometric and equipment revisions at the signal. Additionally, the capacity of Chelsea Rd might need to increase from a three -lane section to a four -lane section as it nears Fenning Ave (CSAH 18). It is recommended that traffic assessments are conducted as development of other parcels are considered. Big River 445 Development Page 17 September 5th, 2023 75 0 U U Z W CID U) Z U) J 0 a a W Z Z 2 0 0 CO W F- I) U) T W D Z W a a Z W X 0 wsb January 29, 2024 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: Big River 445 Commercial — Preliminary Plat & Engineering Plan Review City Project No. 2023-26 WSB Project No. 023288-000 Dear Mr. Leonard: We have reviewed the Big River 445 Commercial Preliminary Plat PUD site plans dated January 8, 2024. The applicant proposes to construct an eight (8) lot commercial development on a 9.9 acre parcel located on Chelsea Road adjacent to Fenning Avenue and 1-94. The documents were reviewed for general conformance with the City of Monticello's general engineering and stormwater treatment standards. Note, additional redline comments have been added to the submitted plans. All redline comments are not reflected in the memo below. We offer the following comments regarding these matters. General & Preliminary Plat 1. City staff may provide comments pertaining to the proposed landscaping, sidewalk/trail extensions, tree preservation plan, or other elements under separate cover. 2. The building department and/or Fire Marshall 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. 3. Any work within MnDOT and/or Wright County right of way will require a permit, add a note to the plan to this affect. Provide copies of completed permits prior to the start of construction. 4. Additional comments have been provided directly on the plan sheets. Not all comments on the plans have been summarized in this review letter. Existing Conditions/Removal Plans (C1.1) 5. Coordinate the removal or abandonment of any unused utility services as required by the City Public Works department. 6. Show impacts related to abandoning/removing existing service stubs along the adjacent public roadways. K:\023288-000\Admin\Docs\2024-01-11 Submitttal (Preliminary Plat)\_2024-01-29 Monticello Commercial PUD & Prelimianry Plat - WSB Engineering Comments - Final.docx Big River 445 Commercial - Preliminary Plat PUD — WSB Engineering Plan Review January 29, 2024 Page 2 Site Plans (C2.1, C2.2, C2.3) 7. 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. 8. Verify whether the pedestrian ramp and cross walk at the southeast end of the parking lot are needed. a. There is no receiving pedestrian ramp, sidewalk, nor trail on the other side. b. Consider stopping sidewalk at the corner of the parking area as it is done on the southwest side. 9. Provide dimensions for HC/isle locations. 10. The plan shows 18' long parking stalls along the sidewalk, increase these to 20'. 11. Provide additional temporary barricades at the north ends of the entrance roads for incoming traffic. 12. It appears information is missing from the legend, review and update. Utility Plans (C3.1, C3.2, C3.3) 13. Based on the current design, it appears the applicant will be required to apply for a permit from DLI, provide copies to the City. 14. 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. 15. The Fire Marshall will review hydrant coverage and provide comments under a separate cover. a. Additional hydrants appear to be needed. If these are not intended to be constructed with the initial project, still show the approximate location. b. If hydrants will be added with future lots/buildings, then the stubs to the lots should be 8" up to the location of the hydrant lead. 16. Consider installing an additional 24" gate valve on the watermain along Chelsea Rd between the looped service connections as part of the project to minimize future disruption to the site during maintenance or watermain breaks. 17. Add note whether the existing water stub will be utilized by Lot 5. 18. 8" gate valve splits the site into east and west zones impacted by future shutoffs. Consider an additional gate valve on the north side of the loop and possible rearrangement to control and limit the impact of future shutdowns. 19. Provide castings for curb stops and cleanouts in impervious surfaces. 20. Note to insulate the water pipes when they are within 36" of the storm sewer. 21. Match the pipe slope and pipe material of the existing sanitary sewer stub for the remainder of the pipe segment to the first proposed manhole. Big River 445 Commercial - Preliminary Plat PUD — WSB Engineering Plan Review January 29, 2024 Page 3 22. Provide 6" PVC SDR 26 for commercial sanitary sewer services. 23. Provide turning movements for Vactruck access to public sanitary manholes. 24. Verify the use of PVC SDR 35 for storm sewer (typically HDPE or PVC Schedule 40). 25. 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. Grading Plans (C4.1, C4.2, C4.3) 26. The Cit's typical minimum bituminous grade is 2.0% but will allow grades to be set as flat as 1.5 % in select locations. The minimum concrete curb grade is 0.5%. Please review grading and address any deficient locations. 27. Label EOFs for all low points in paved and green spaces. We will review the freeboard separation of the EOFs with the FFEs of proposed buildings 28. There is a short circuiting issue with the inlet and outlet locations in Infiltration Basin 20P 29. Screen (grey out) utilities so that the grading plan is more easily interpreted. Erosion & Sediment Control Plans (C5.1, C5.2, C5.3) 30. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. Complete. 31. 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. 32. A full review of erosion/sediment control and SWPPP will be conducted with the final plat submittal. a. Add inlet protection on Fenning Avenue in the north bound lane leaving the site to catch any sediment tracking. Big River 445 Commercial - Preliminary Plat PUD — WSB Engineering Plan Review January 29, 2024 Page 4 b. Add additional perimeter control/silt fence along the Fennig Avenue side of the site. Construction Details/Plans (C6.1 — C6.6) 33. The pavement design/typical section shall be designed to meet the City's standard, at minimum. The final pavement section shall be designed by a registered geotechnical engineer for the specific soil conditions found on the site and may need to include a thicker aggregate section and/or a sand section. 34. The pavement section for the primary fire truck access route shall meet a 9 -ton design. 35. A full review of standard details will be conducted with the final plat submittal. Stormwater Management 36. The first line of the stormwater report refers to the site as being in Inver Grove Heights, please correct and verify that the correct site and location is being used elsewhere in the report. 37. Stormwater report references Chosen Valley completing boring and soils reporting. Soils report is from Haugo and states they completed the borings and geotechnical report. Please confirm and clean up. 38. 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. b. 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. i. Documented site-specific infiltration or hydraulic conductivity measurements (double -ring infiltrometer) completed by a licensed soil scientist or engineer is required for infiltration rates. c. The City has an existing regional stormwater ponding system with stubs connected to the site. Confirm proposed hardcover will not exceed the intended hardcover limit and will meet existing discharge rates to all current drainage points for the 2, 10, and 100 -yr storm events i. Rate Control for the portion of the site draining to the regional storm sewer is being met via regional ponding. d. Provide erosion control on all down perimeter areas. e. An operation and maintenance plan for all stormwater BMPs is required and should be submitted with the stormwater report for review. 39. Please provide the storm sewer sizing calculations for verification in future submittals. a. Include a storm sewer stub for lot 6. 40. Grades for lots 3-8 will be confirmed with submission of more detailed plans at time of development. 41. EOF's should be shown as stabilized outlets. Please provide riprap and more detailed grading of these areas to ensure a drainage route. b. EOFs shall be sized with a minimum bottom width of five feet and 4:1 side slopes. Big River 445 Commercial - Preliminary Plat PUD — WSB Engineering Plan Review January 29, 2024 Page 5 c. The maximum flow depth in EOFs shall be less than equal to one foot as calculated for a 100 -year back-to-back storm event. 42. Show a maintenance access route to the proposed basins and inlet and outlet pipes for future maintenance activities. 43. Vegetation of infiltration/filtration practices shall be as shown in the City of Monticello Standard Details. A plan for management for vegetation shall be included in the Stormwater Pollution Prevention Plan. 44. Subgrade soils for infiltration/filtration practices shall be as presented in the City of Monticello Standard Details. Assume a 30 percent void ratio for the purposes of volume calculations. 45. Provide a minimum of two feet of vertical separation from a stormwater BMP's HWL to the FFE of any buildings. In areas where this separation is not or cannot be provided, additional analysis is required showing that the 100 -year back-to-back storm event does not affect adjacent homes. Traffic & Access 46. The site would likely generate more than 7,000 daily trips, 860 AM peak hour trips and 668 PM peak hour trips. The existing Average Daily Traffic on Chelsea Road is 3,162 and on CSAH 18 is 11,698. The addition of the proposed traffic would likely have an impact on roadway capacity and operations at the intersection. Provide an analysis of the expected intersection operations at CSAH 18 and Chelsea Road. Traffic study accounts for additional lots being developed to the west. We would recommend showing two buildout phases if only the 8 lots shown in the plan are being proposed with this submittal. Verify most recent site plan is being used. Provide appendices to traffic study for review. 47. Restriping to extend the two-way left -turn lane on Chelsea Road will be necessary if left - turns will be allowed at all accesses. Revise striping shown on Site Plan. Show restriping on Chelsea Road to extend the two-way left -turn lane up to existing median (as described in traffic study). Opposing travel directions at access points should be separated by a 4" double yellow line. 48. Show turning movement templates at access locations. Left -turn out of the east access may not work with existing median on Chelsea Road. Show turning movement templates with proposed design vehicle at access locations. 49. The applicant is proposing three driveway access points, with spacing less than 300 feet. Street access spacing, grades, and sight lines will be reviewed with future submittals. The applicant is proposing two driveway access points. Show spacing of west access point to the existing access on the south side of Chelsea Road. Also provide intersection sight distance exhibit with future submittals. 50. Provide illumination levels at property lines on Site Photometric sheet and follow 153.063 Exterior Lighting in Monticello Code of Ordinances. Verify light locations are not placed in roadway/sidewalk. Provide additional photometrics and light locations for lots 3-8. 51. The Traffic Study states that future development on Chelsea Road could require additional lanes on Chelsea near the Fenning intersection. Provide conceptual lane Big River 445 Commercial - Preliminary Plat PUD — WSB Engineering Plan Review January 29, 2024 Page 6 configurations to verify proposed ROW is adequate for additional future lanes as discussed in the study. Wetlands & Environmental 52. A Level 1 (desktop) wetland delineation is required. If the Level 1 indicates the potential for wetlands on site, a Level 2 (field) delineation will be required. This information should be submitted to the Wetland Conservation Act contact for the City of Monticello. Complete. There are no wetlands on the site (NOD 21114-000). 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 James L. Stremel, P.E. Senior Project Manager IVItJIV 1 IVLLLtJ WRIGHT COUNTY SITE LOCATION MAP DEVELOPMENT STAGE PUD PLANS FOR BIG RIVER 445 MONTICELLO, MN AERIAL MAP SHEET INDEX C0.0 TITLE SHEET V1.1 CERTIFICATE OF SURVEY V1.2 SIMPLE SUBDIVISION V1.3 PRELIMINARY PLAT V1.4 FINAL PLAT EXHIBIT C1.1 EXISTING CONDITIONS & REMOVALS PLAN C2.1 PRELIMINARY SITE PLAN - OVERALL C2.2 PRELIMINARY SITE PLAN - EAST C2.3 PRELIMINARY SITE PLAN - WEST C3.1 PRELIMINARY UTILITY PLAN - OVERALL C3.2 PRELIMINARY UTILITY PLAN - EAST C3.3 PRELI M I NARY UTI LITY PLAN - WEST C4.1 PRELIMINARY GRADING & DRAINAGE PLAN - OVERALL C4.2 PRELIMINARY GRADING & DRAINAGE PLAN - EAST C4.3 PRELIMINARY GRADING & DRAINAGE PLAN - WEST EROSION CONTROL SSS; pp \� Rik, r M o RD N4 �lsp t� �� Jy� �O co � p u) M � U 21 con Ln 0 O i - Hillside tem U Zo z 181ST ASE 95DJ MONT�ICE'LLO O 41 Q H O PARS coy OR\RI -NAS o� e\ - EW'DR Ir ' )T v - .- ¢ ysT RIVER MILL DR Z C\\\ O � RD4- DUNDAS.RD LI MI��I Co�O�q�W \ SIT \� K L BLVD FARMSTAVE AHM.11% 4 p t EAD'DR GE DR s `\ p00'W 520 , �� W In n 25 \ ] 'CIS /% a O A STARkING z ¢ O O U/ ChLLIPb 2 Z Helie\' r -� � O — - Lu `oPl'a a� 87TH ST NE '-"' �� DEER T y 'pKKEN ST BADGER`S \ O O DETAILS -� �' 85TH ST NE ¢ J — J Lu U FOR BIG RIVER 445 MONTICELLO, MN AERIAL MAP SHEET INDEX C0.0 TITLE SHEET V1.1 CERTIFICATE OF SURVEY V1.2 SIMPLE SUBDIVISION V1.3 PRELIMINARY PLAT V1.4 FINAL PLAT EXHIBIT C1.1 EXISTING CONDITIONS & REMOVALS PLAN C2.1 PRELIMINARY SITE PLAN - OVERALL C2.2 PRELIMINARY SITE PLAN - EAST C2.3 PRELIMINARY SITE PLAN - WEST C3.1 PRELIMINARY UTILITY PLAN - OVERALL C3.2 PRELIMINARY UTILITY PLAN - EAST C3.3 PRELI M I NARY UTI LITY PLAN - WEST C4.1 PRELIMINARY GRADING & DRAINAGE PLAN - OVERALL C4.2 PRELIMINARY GRADING & DRAINAGE PLAN - EAST C4.3 PRELIMINARY GRADING & DRAINAGE PLAN - WEST % ~ LuLLJ — 20 Lo N N N z o� 0 1 Z I*- Of N W IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o -e DATE: 01/08/24 LIC #: 45889 F- m N co CD CD w Q 0 w Lu Z O mmm=mmm Lr) N V Ln J LLJ_ J Z) M c/)l Lr) C'6 U-) N w Ln Z Q 0 w Q UZ (n z / = Lu to 0 CD El C5.1 EROSION CONTROL rn M o u Y � p u) M � U Ln 0 N U Zo W w O C5.2 Q H PLAN - PHASE II =O Z Y Y O Y U U = O � % ~ LuLLJ — 20 Lo N N N z o� 0 1 Z I*- Of N W IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o -e DATE: 01/08/24 LIC #: 45889 F- m N co CD CD w Q 0 w Lu Z O mmm=mmm Lr) N V Ln J LLJ_ J Z) M c/)l Lr) C'6 U-) N w Ln Z Q 0 w Q UZ (n z / = Lu to 0 CD El C5.1 EROSION CONTROL PLAN - PHASE I u) o W � � w C5.2 EROSION CONTROL PLAN - PHASE II = = Z y W C5.3 SWPPP NARRATIVE Lu > o C6.1 - C6.6 DETAILS J — J Lu U m Z O 1-1.1 LANDSCAPE PLAN - OVERALL TREE PLAN 1-1.2 LANDSCAPE PLAN - EAST HALF ENLARGEMENT 1-1.3 LANDSCAPE PLAN - WEST HALF ENLARGEMENT 1-1.4 LANDSCAPE PLAN - FOUNDATION PLANTINGS AND DETAILS SHEET NUMBER C0.0 CERTIFICATE OF SURVEY --for-- DIVISION 25, LLC --of-- PART OF LOTS 175 185 & 195 AU D. SUB. NO. 1 Northwest corner of the --Northwest Quarter of Section 13, Township 121, Range 25 Ln EXISTING PARCEL DESCRIPTION vLf) N CD That part of Lots 17, 18 and 19, Auditors Subdivision No. One, lying West of Wright County Highway Right of Way Plat Number 55 and lying Southwesterly of the Southwesterly right of way of Interstate Highway No. 94 being part of the Northeast Quarter of Section 13, Township 121, Range 25, Wright County, Minnesota. Which also lies northeasterly of the following described 00 N Q) Z / line: OD -C NN O Ln i O vv ° a O i C i � / Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest .-- �' o N 3 Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 4016.29 feet; thence QJ (y / southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. Wright County, Minnesota. NORTH _ (Abstract Property) 958.3967.6 �1 x 59.1 \ `RAPHIC SCALE / R �5e x959.4 1� \ 100 0 50 100 200 x 958.4 x 957.5 °�, 958.7x 959.4x �� i � x 958.6 x 957.9 x 959.3 sy \ 958.7 x 958.8 x 959.5x958.8 959.1 x \ 958.9 959.0 959�x INCII =1(�° ��ET BENCHMARK x959.3 958.8 x x 958.9 ojh O 958.6 959.0 x MINNESOTA DEPARTMENT OF \\ \ \ 958.9 958 x959.3 959.3 s9 z ��° �'� TRANSPORTATION GSID STATION #85903 x959.4 958.9 x959.0 ti ya9 (NAME: 8680 BE) � \ x 960.0 °/ \ \ \ x959.2 9S7 959.0x wsI ELEVATION: 969.17 (NAVD 88) A I 1 r\ 1 -r i� r\ xi i� h R i `� ��i ' �i I 1 iii 1 958.4 \� GN 0 957.1 Irl 960.1 x 958.0 959.0 o Oy / �s•- S \�9� PIN No. 155-011-000111 956.0 OI x959.5 _ _ 959.3x S2xF owner: Monticello Industrial Park Inc �Q�p44 fOr�ff i i\ 11 957.9 9s F �p ',�' S Address: Unassigned x956.4 v 959.1 ` ' 9S x959.4 95S.9x tip 4.9 S d 0 J; 6p„ c TC I 9S FFR\ O�6 �6 x 957.5 1231.1 959.1 95g.3 58.2 ' / q9 \ x� x 958.7 x 958.6 x 958.6 �� \eFR 956.3 956 960.1 9s8.a \ North line of Lot 18, h� `� ,'//ne4thwe 9S i. FieF\ x 955.8 x 960.3 ` --AUDITOR'S SUBDIVISION x958.8 °� x958.6 ��, , No oF112t, ster/ \ / a 9g r 1 ri 85g6 9s, \ o *959.3 x958.3 NO. ONE x958.8 *958.5 h� J�>� dS�Stdteg/)tOF \ c I°,. 955.2 4j V Rim=952.7 {� \ - \ n / 9S Inv(N)=947.4 959.0 x958.7 g•� °n �N/(J wwd 4 fR a958.4 4 h l s\ xro -Inv(E)=948.2 x959.0 x958.6 s !?49 ante dy cb� Rim=954.3 c c /i Sq ? 9 / y Inv(S)=947.4 958.6 x958.4 ° �� n Inv(N)=947.0 I g BFR• Inv(E)=945.7 Sq„ nP`93j 5q7 \'\9SS 955.0 \ x958.7 �Jx p,� Inv(5)=950.3 RCp CCS �� x9S F,� "Rim=952.8 x958.4 x958.4 �h� ��� o'1� \ T ?9 \x0955.2 /6 'e Oddw x958.3 x958.3 05o 4 C /a,i' / dSe dj x958.1 Q) q p c S de e N /Tj d oIV y° c / 9S38 \ \ / O. 3) e!/t �dUt% 958.5 958 958.3 �p0 958.0 ^ M /2 OF Wd I -mss•- / 9 per //t x 957.8 4//77tv gddress. fed V24I,°0 / Ri-953.2 (', D RCF' 954,2 9sq \ R' 95\ j4 O Ctjy e d o ,C•' 4 O x958.6 x958.2 9 x958.1 eco ht�y r'da /dry O01 Inv(N)=947.0_- 3y \ \956.3 'den 957.6 $8 0 \ ssi9d HO/O,i 0 Inv(W)=946.7 - qg„ 9 q F,BF\ t x 958.5 x 958.1 x 957.7 hco Ed d9S Inv(E)=947.3 RCp 4x R \957.0 ^• 0' Ip 44C G c� / 9Sq \ \ q� ^ 957.9 957.4 957.1 x 956.4 oh Ug - --- qs D \\qB� x h Rim=954.2 x957.9 R ��___��_�101.27 f ff `I�R�iGy / p7N R, 954 \ \ Q-Inv(N)=948.7 --\ 957.4 957.1 956.7 WSjG ; N55�48 11 W r�yT \ OW '('O• 1 'h'9 1 / Sx \ / Inv(S)=948.6 der. IS nP S3 \ °" \\ \ I T x957.7 n / OF gddres Le"t'2 ,1 91, S6 ; \ �, Pic 955x FR x957.5 x957.1 r ; x957.1 x956.3 �/ s: - tory °OI qS 4Z„ 0 \ / edS dr ? F 957.7 9$ , co' / /// //7 ) " VO \ 2p Can ho °I0 \ / \ F x958.0/ /� e/� tj, 957.0 6 h e c/) . hesea/did9s \\ 3 �5 eFR\ / O• ant dge 957.6 g56?x 955.9xR ^ RoadttC \qS a"RCP S 9SS� 8958.3 �jjp4jsroonp`�// 957.1 958.2 958.2 wSIG p Cep p%pe gh�° 9 D 9s 6x R\ 958.4 C4/� 'tk - x 957.2 �. 6' c eco' he Fd O v me y \ e 958.5 958.8 9$ d� y6• b' , Fj St CC M GENERAL NOTES pl�v ,94g4"S s , o BE\x958.3 nt`�, 957.4 9 °x op tix a o� / N nd/CeteOFeSSdC F, OI,,, O 4 -� g R R (�- h M- i r q den Iss, Rihc G S59 \ b x958.6 x959.1 O5 5� 3x ,y h l 28i /t%fjC �ljn 6%u/ < ddre UM Iq3 tnP\ sSe C��\ \\ x958.3 0' x 957.9 9 , O o j$ d to eS0 a 6 < ss' S CRe 0010 938,68 _/ 24„/ 956,I 9aFR \0� I i I 1 r \ r I i I i 1x i mh �x o 9 0°C td pe 1 J/ 00 Ch Is s, 0 \� o P '56 I -Inv40 958.4 , i l� i x9 i I tv I 1 i 1 958 i� i 1 \v 05 0 Oy0 959 5 x ham. C/�en r 1. Fee ownership is vested in Monticello Industrial Park, Inc., a Minnesota corporation. s, '561 \\ �c4 / 3 962E a ss.3 Tr 9S& 9589 5.0 958.2 g5$ 959.4x t li, + , ^ c 2,•RCp c 958.4 /'L ''e c) x959.8 �p �� ��. 4) ham. i \ 40 qS I°.,P g d /0/�/ dse Ord% 959.2 958.5 ^ o h° 959.4x 958.8 40 Parcel ID Number: 155011000171. _ �s63o64j62 �c �c , s.1x F 1 No• ?iej?thdge x960.3 (`9 h ^1 -los SSO °FRF\c 2q,Rcp s�Ix F'''/, Ix 58.8 41,1" pe, eroOhO'Ut% x959.4 x959.1 959.0x 2. Per Wright Count Tax Records the surveyedproperty's address is unassigned. " ` F.o \F,d qS D ' S> Oj C4i17 /,ty 9597 959.9 959 O ^ e )\ \Inv(w)5 949f3- q 9s> \ 95 \ e x 959.4 56813 °p ( �L , 9 Y Y 9 sC FdFx nt x 959.1 w Inv(S)=951.2 F,d •6x X58.8 '� x960.1 40 � `•' ! v F ^ PI e, x 959.1tix U, Sj('y �• 3. Bearings shown hereon are based on the Wright Count Coordinate System. N c ,x FR o a x959.5 = 9 9 Y Y No �° ti w A x 960. s qd den' ISS. Rim -957.3 49" 960.0 V x 959.1 °� a g� cti �� SOC/ %dress UMC Iqi,° R c / 4, •Ox BR /-Inv(N)=951.7 •960 49 2x960.0 �w �� // /jh th6(, 4. Surveyed remises shown on this survey ma is in Flood Zone X Area determined to be outside 500 -year flood Iain according to - Ud Rea/ °I020 GqS 9S87xn959.616 960.8 Q yo x959.2 �a hg�x / NoeoFlester/ Y p Y p ( Y plain), 9 x ass; Fst F T = 0 960.1 °� a/ g nt y r Flood Insurance Rate Ma Community -Panel Panel Number 270534 0015 B b the Federal Emergency Management Agency, effective date 9d ate \ F,� 960.9 o h �' 4 er / Map Y- Y g Y g Yr ed tt 1R�\ 9� / 953 FR 59.8 a ti x 959.0 per. 9 o S dte t °F c \ \ \x 5$' d si gh August 4, 1988. 93g�° e R C T 9S \F�ati T'di x960.9 Q Q x960.0 958.7 4i' �Oh /%% �'d 1 ^ \ 4 F' 59.9 i �x tix gh Y ed dr x 958.8 SB 11 h y�. en dY /Tj /J x 960.9 x 959.9 • °j °� Ca 9 o to <' J\.3 c T Fe 60.1 e' O q eryt dge l 960.1 0 �x a S8 Q , /r \ Ino JJv 14 °,, cP I°„ g\ FR\ rn jjj per d/J0, 960.9x \\ SB 14 x958.9 5. Boundary area of the surveyed premises: ±1,143,961 sq. ft. (f26.26 acres). /S ss R\ 9s \ ^ NJsSZB� Pic TC s \ \ g80 Ooc 4tj/% \ x 959.9 / �y 0� _ F s° sg j 4 t b' ax 3x 9\ FR 9\.5 'petite\ 960.8x x959.8 x959.1 �x �y0' $Ax ^ ., 6. The surveyed premises has access to Chelsea Road (a public road). Access to Interstate 94 and C.S.A.H. No. 18 from the surveyed property is restricted. ^ p 18, / 59 ) \ �o' a5 -gate lF IN RCP T SxV Fx 60.7 I / O / 1 x 961.0 � x 959.2 x co p No \ dF� y tix 958.2 m Wde/ SS 9 � \ \ 06 y i/, vl \ 959.6 °� <� �' 3x R% 7. No zoningendorsement letter was provided to the surveyor at the time of the survey, however, a search of the Cit of Monticello's website indicates the surveyed ddress.T�id X20, TC 96 \\,a\off/ ' �/ x961.0 O 959.2 ��� 95$' 9'0 x ��, Mo ut7 p Y Y i Y Y < 520 City 01pI S 60x \ FR I ti l 959.7 x959.6 958.9 957.9x tP lI/w; I)7C'n dy property is currently zoned IBC. For additional information regarding zoning and setbacks, contact the Development and Planning Department at the City of ,' �_' the/�/ Ca� \ Rih\ g600x \ 960.9 960.8 SB 12 OsB l0 co S4e Monticello. _ oa co y 93 9 • 957.5' v 5.9 < r < R tnP\ 9S x 959.4 957.8 96 - d pally 4°> S R. 60.0 \ 60.6 x960.6 958.4 �SB9 957.7x i TC� l0 Rim=965.1 \ x /d ' 960.5 k 1 11 N 959.3 I r - w F '\ �_/ i e / •°op 9.2 Ix 60.4 ��p, i"�e // 0 x960.4 957.9 m m , Inv(E)=960.6 / 8. No buildings were observed on the surveyed property at the time of the survey. �r ^ c \� O / , ds ar 561 i \ I I I I I i \ i �- W _ Inv(S)=960.5 '/�,�S9Sz1 59.9x \ F 6/, / VO '177 d/'/d x960.0 1 4 ♦ i x959.4 ♦ LLv y , , 9. RCP D S \ ht Ye 957.5 x 9. NO parking stalls were observed On the surveyed property at the time Of the survey. �r �` 9410 , 5ff 96x \ 96 3 ��j04�s2 00 �autj/%t 959.8 959.5 o°C4n,ered 57.6 I� of 965.3RCP� LEGEND <_ < _ I° PSC 2q„o .q 9 \ a L �ehty 959.7 959.4 ht�o Se�enx956.9 m TC u I tP S R\ �\ qjo tpe 956.5x o 4n 64.8 6 OI O •': 10. Above ground utilities have been field located as shown. Underground utilities shown hereon are those which were field marked by utility companies responding to ^ ' rIRPN9s94 T \ \ a /"'IR�N9s;; 959.3 958.7 ��332� ,:� c 0 ' vInv J. Gopher State One Call, Ticket No. 231780466 & 231780467, dated 7/05/2023 or were taken from utility plans provided by the City of Moniticello. All underground J_9522.6 \ F,• ,oe rSJ,9S11 958.1 IgS • DENOTES IRON MONUMENT FOUND AS LABELED s c X60.2 °9vi 958.9 958.8 955.8 \\5'9x o w -' locations shown hereon are APPROXIMATE. Prior to any excavations or digging, contact Gopher State One Call for an on-site location (651-454-0002). However, O DENOTES IRON MONUMENT SET MARKED RLS# 58542 �\ s dR \ `9 ooi' 0 4sez5 x959.1 564 957.1 5680 � w tLn lacking excavation, the exact location of underground features cannot be accurately, completely, and reliably depicted. In addition, Gopher State One Call locate \ • �6o M y s h SCC 956.3 �° �x ° u 0_0 9 x 959.2 0 IV, ass 955.6 x o t� to and other similar utility locate requests from surveyors may be ignored or result in an incomplete response. Where additional or more detailed information is DENOTES FOUND PKNAIL "1,° _ °wder°'Iss. \ \D 3„ TC Tc '� A ��x-loo o�, ti 958.8 'w "91?tC.°�tro/ 955.0 h c °'_ required, the client is advised that excavation may be necessary. ; ^ 9oores ISS 2q° -R,m �\ °RCP \�y g00' Rim -956.8 t°F °(/nt dS O ON O � 11 q Y Y vF s'CIda882 °p InP'9g186 F \/_ Inv(Sj=952.3 --_ Ord• 0959.2 x958.5 �� �dy yy%g Sh0 �° vx p DENOTES SET PKNAIL \� DENOTES WRIGHT COUNTY SECTION MONUMENT s's/700, 9 r'R; F Tc ' / 'e '/7d SB3 Q, pjd h� n° gss.l�x 11. Subsurface and environmental conditions were not examined or considered duringthe process of this survey. No statement is made concerning the existence of t m,9 0 ,� 59.3 _se ge x957.7 tN dy '' / p Y 9 _°PrN Sa. a>., / Iv?l d o. - -4 DENOTES STOP LIGHT In(/ J991�F 9qg Rcpl 9 9S>958.7 / �1 ° gj10 tpea(/tj/jt 956.9 ��� s$ �\ _ \ m 962.9: �/ > }- - underground or overhead containers or facilities that may affect the use or development of the surveyed premises. < InP FJ, s x Tc__, :- ❑ DENOTES CATCH BASIN < Y J_9534 / °"'P�c `D� 21„\ Q 9S Oy�6 �4�$j Ooctl e 958.1 10 956.1 Ch 954.3 iI9406 �� m m y /n 12. Title Commitment File Number 67553, dated June 9, 2023 at 8:00 AM, prepared by Guaranty Commercial Title, Inc., as issuing agent for Old Republic National Title ❑E DENOTES ELECTRICAL BOX �'-;,; 3 �° Rim=955.6 955.3 • s F V F_ / 9 Inv(N)=951.3 SB 70/ F° •6 m 961.6' _ Insurance Company, Schedule B, Part II survey related items are shown hereon. DENOTES ELECTRICAL MANHOLE Y / , >2 R Inv(S)=951.2 x954.3) 5� x VICINITY MAP SEC. 13, TWP. 121, RNG. 25 DRAWN BY: KCM JOB NO: 231196PP DATE: 1/05/2024 CHECK BY: KCM FIELD CREW: DT/CT 1 2 3 NO. DATE DESCRIPTION BY EST. 1977 Professional Land Surveyors www.egrud.com 6776 Lake Drive NE, Suite 110 Lino Lakes, MN 55014 Tel. (651) 361-8200 Fax (651) 361-8701 X 952.36 J ,' , \1a tR'4cs F' 959.0 0 953.9`9 3$ TC DENOTES EXISTING SPOT ELEVATION `?� s> s 9. X95 Z r 81 In /NJ, S \ 569 F 95 1 n ti \ a s �� rn W t1 U ❑F DENOTES FIBER OPTIC BOX Y' i 2�jo t Pfs�' 4gZ'3\ / '.ss•q aaya ghp�o h^coyNo� W - DENOTES EXISTING CONTOURS lL DENOTES RESTRICTED ACCESS AS NOTED-,-- Oil; D gx ,; ' _ ' 'h V h�q P, //e' wd7 9s4.o x I� ^ as a nmq �. de rn DENOTES GUY WIRE -o o < // ofS*I ked M\ 00 / 1 IRin , I°„ / •9 / '��c' w F, cn-` Corbogd'q•,yo9e 955.4 n 960.0_- \ nvcc9S ,- PV •. i N c d dd F -C xcP rn m ❑H DENOTES HAND HOLE DENOTES RESTRICTED ACCESS AS NOTED ' 6 /~ i \ SFR ��c er ry h� s66�C/,Rim=958.5 - I hereby certify that this survey, plan 9q 3 . m T < / , 3.° • ,• �9 x x Inv(W)=951. - < JF �aF? (956.6 a y / N 954.8 _ i Inv(E)=951.2 or report was prepared by me or under DENOTES HYDRANT > DENOTES EXISTING SANITARY SEWER - \ Rim, 6�\ �v(SE)-950.8::= o i / ^ IPP 9SS �i �\ 9 / Rim -954x2 / I (N 4 G h I \ \n-948.8- IGN 15" RCP my direct supervision and that I am a DENOTES LIGHT POLE » DENOTES EXISTING STORM SEWER - ,' InPP(BjJg9S°9 ,',�• 9$e.t �9s $' Rim -957.3 (9Jo94S> is t .,? 33•- 8 x9S62 6.5 F C�-_--In-951.7 duly Registered Land Surveyor under 09 DENOTES MISCELLANEOUS MANHOLE DENOTES EXISTING WATER MAIN 3.59 Q c D -18" RC 957. f the laws of the State of Minnesota. �G Q \ Ig°o Tom° _N 1 u00 5 E `� DENOTES POWER POLE oHu DENOTES OVERHEAD UTILITY \ \O �1 ' ¢ �� IP ,� 56.1 ) 9 7.6 \•�+� `•� • O -Rim-955.1 - S / 4-2 O _ C :�, �„ I. ; Ri -956.1 A '1 O ry ! O� ' i 3 5 �FS'2 n T OS DENOTES SANITARY SEWER MANHOLE E DENOTES UNDERGROUND ELECTRIC LINE C 33 ,63 Inv(N)=949.4 Rc S'22r Iv(N)=9486/ L U I 1 8 Inv(E)=942.8- P s I v S =948. 24" DIP y •v. \ !! \ Inv(S)=949.7 Rim= 54.9 \ Jn P? - o O DENOTES SIGN GAS DENOTES UNDERGROUND GAS LINE \Z ¢� `\ t P! ss 36' RC 9 n Kevin C. McCain �s Inv= 44.0 n 9gIZI D �> D° a a CP 4' O 0 DENOTES SOIL BORING LOCATION. (BY OTHERS) FIBER DENOTES UNDERGROUND FIBER OPTIC LINE 12 _� , rkj;;•�_; 0 .0 - i z e N Date: 1/05/2024 License No. 58542 OD DENOTES STORM SEWER MANHOLE I InP SS - - _ 1 o aa•e Rlrp_9 P"c �,� `_• N89°09'34' E f6 DENOTES BITUMINOUS SURFACE mPr"'_9.50 / N N 0 DENOTES TELEPHONE PEDESTAL � - _ 1 Inv( ),949 �'' / r4 Q 3 3 D DENOTES UTILITY BOX - _ DENOTES CONCRETE SURFACE 1 Roadway and utility r1 y III o PIN No. 17-119-22-14-0008 1 easement per Document -j- U 0 Da DENOTES WATER VALVE DENOTES ADJACENT PARCEL OWNER INFORMATION Owner: City of x �- No. 379144 ��` / iJ -X-X- DENOTES FENCE Address: Unassigned (PER WRIGHT COUNTY TAX INFORMATION) - ---- S:\RUD\CAD\23PROI\231196PP\PRELIMINARY\SIMPLE SUBDIVISION\231196PP-SIMPLESUB 231196PP CERTICATE.DWG EXISTING PARCEL DESCRIPTION SIMPLE SURIVISION That part of Lots 17, 18 and 19, Auditors Subdivision No. One, lying West of Wright County Highway Right of Way Plat Number 55 and lying Southwesterly of the Southwesterly right of way of Interstate Highway No. 94 being part of the Northeast Quarter of Section 13, Township 121, Range 25, Wright County, Minnesota. Which also lies northeasterly of the following described line: ^-for^o DIVISION 25, LLC Commencing at the northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 4016.29 feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line of the Southwest --of -- PART OF LOTS 179 189 & 199 Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. AU D. SUB. NO. 1 Wright County, Minnesota. (Abstract Property) PROPOSED PARCEL A DESCRIPTION That part of Lots 17, 18 and 19, Auditors Subdivision No. One, Wright County, Minnesota, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying northeasterly of the following described line: \ Northwest corner of the Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 '--Northwest Quarter of Section minutes 35 seconds East, a distance of 4016.29 feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line 13, Township 121, Range 25 / of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. VICINITY MAP SEC. 13, TWP. 121, RNG. 25 \ e�0 z o G Oti �wq Y/'V O 94 z W a G Z Z Z LL SCHOOL BLVD 0 C 0 z v L WRIGHT COUNTY, MINNESOTA (NOT TO SCALE) ,� o Z)CD o ~ / That part of Lot 17, Auditors Subdivision No. One, Wright County, Minnesota, lying West of Wright County Highway Right of Way Plat Number 55, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying northeasterly of the following described line: Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest uarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 / 9 Q 9 9 9 Q p 9• 9 9 minutes 35 seconds East, a distance of 4016.29 feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line / of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. / —' And lying southeasterly of the following described line and its northeasterly and southwesterly extensions: Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 3971.28 feet to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. A I I r,\ I -I- N r \ 1 \a \ % \ PIN No. 155-011-000111 W \ Owner: Monticello Industrial Park Inc 58844'07 �� 11 L \a \� loo \ \ Address: Unassigned 0 50 100 200 1231.61 \ /'ne we ° th\ 1 INCH = 100 FEET Of ste \ \ \ 4 of , \ R NORTH \ n \� Ri \ ad eS �ens.24z. \ \ �\ / \ \ NO 3 9244 e 6°c'ty 4 M 9�� Away s' (J,-) /a,7 �Oool° / \ j \ \ \ \ 4�er?t s'9°ed /d'n9s44C \ -------x101 27 ° IS \ \ \ \ \ _ T17"N55-48 ,, „N55 48 11 W y�/iq r \ z �/ \ Addre '� t/e 9 SS: 3z p°ryan oozoz p \ \ edSe drain �\ %//e� %/�% 0 / chei /o'd/ \ \ \ I N° n7en dge gib/e irO \ ^ sea ROdd <<C \ \ \ \ �\ \ 9zZg1, S O det, Uti/ity PARCELA S6 2 cab n p'pe — , theght Of a o ^ ar \ \ \ \ \ dent`\ (680,921 S.F.) 9 / ti,nd/Cate Fess 00, ^� GENERAL N Cal— s °BMs z43, \ \ \ \ \ ° 28�ZS' �cd e'nne o4jreab s;SCRed/OOro \\ \\ i i� 1 1 r� r� i \ / i i� i i� n i 9 °C sot y 1. Fee ownership is vested in Monticello Industrial Park, Inc., a Minnesota corporation. oohesPdR at, \ \ \ \ ~h '" "' ; `�' ; " ; '" `� 4�entr _19111- '9, 40 Parcel ID Number: 155011000171. ;; I� 90 Nodr• e/)7 *C//?O 2. Per Wright County Tax Records, the surveyed property's address is unassigned. �ss3os40zsz9 \ 2 \ \ \ \ zzI480z �O'r'ty ���'� 3� ssos F6'g088 \ \ \ \ \ nt 892 38Ap •S' O 3. Bearings shown hereon are based on the Wright County Coordinate System. / , F�escJ \\ ov"N° I\ O`S, \ \ \ \ ti� s g� ner; SS. \s \ \ Q v 36 $O t'� Uth 4. Surveyed remises shown on this survey ma is in Flood Zone X Area determined to be outside 500 -year flood Iain according to ` ` \ s, c d�°0 s \ \ \ \ ti° �` we er Y p Y p ( Y plain), 9 `'gas ; Fsr ° o \ QO o 0" jntst ry Flood Insurance Rate Ma Community -Panel Panel Number 270534 0015 B b the Federal Emergency Management Agency, effective date 9ged dte<<c ;;`� \ \ \ \ `� o ' 94 erst r'gh P Y- Y 9 Y 9 k �ti '�' °4' es ate tOf August 4, 1988. o On h%gh way N aSen) n I HM h ^ U'�entewdY r \ �• \ \ ° ent age °^' d 5. Boundary area of the surveyed premises: ±1,143,961 sq. ft. (±26.26 acres). \ \ \ \ \ �1zz per ana �� 2 (° 48pI OocOn, ti/ity =`b 6. The surveyed premises has access to Chelsea Road (a public road). Access to Interstate 94 and C.S.A.H. No. 18 from the surveyed property is restricted. %,^I , ;' ^ v ; l 1 ^ ,' r Right 7. No zoning endorsement letter was provided to the surveyor at the time of the survey, however, a search of the City of Monticello's website indicates the surveyed ess.. w", C. -o°� \ �' ; N °nUr,°f Wa property is currently zoned IBC. For additional information regarding zoning and setbacks contact the Development and Planning Department at the City of r ` S�0 h;°% °r0 \ \� \ y I w' s•48r y Monticello. c eR°dd ° / sed easy c \ " ny PARCEL B 8. No buildings were observed on the surveyed property at the time of the survey. -'F ' '''�" '� 9 Y p P Y Y 'i.°� , \� �\ ---� Trac (463,039 S.F.) �40 \ y ,�, '•\`/'\ n o � / Ndse'rin I� 9. No parking stalls were observed on the surveyed property at the time of the survey. \' - �\\ \ �� ° qzz�4� e9oana(, �, ; �, I E o (V M 10. Above ground utilities have been field located as shown. Underground utilities shown hereon are those which were field marked by utility companies responding to " ' _ \ \\ \ 'Henry\111�o a ° W M F - Gopher State One Call, Ticket No. 231780466 & 231780467, dated 7/05/2023 or were taken from utility plans provided by the City of Moniticello. All underground \ \ \ / az v ra locations shown hereon are APPROXIMATE. Prior to any excavations or digging, contact Gopher State One Call for an on-site location (651-454-0002). However, \ \ \\ \ ,�/ 4,) a) °i r ;> Ln ... lacking excavation, the exact location of underground features cannot be accurately, completely, and reliably depicted. In addition, Gopher State One Call locate 286 \ \\ I Z. o 8 _ and other similar utility locate requests from surveyors may be ignored or result in an incomplete response. Where additional or more detailed information is " ow N° I \\�� N required, the client is advised that excavation may be necessary. l; ^ Addess.rsO824oi'z 11. Subsurface and environmental conditions were not examined or considered during the process of this survey. No statement is made concerning the existence of ed \ I , underground or overhead containers or facilities that may affect the use or development of the surveyed premises. 12. Title Commitment File Number 67553, dated June 9, 2023 at 8:00 AM, prepared by Guaranty Commercial Title, Inc., as issuing agent for Old Republic National Title ; '� \ \ \ �-'' ,' No Sen,egean I ° �S'8go'�? \ \ grro4� e of%r/ty Ln o Insurance Company, Schedule B, Part II surveyrelated items are shown hereon. Y _ > LEGEND 3� SI °gun, www.egrud.com DRAWN BY: KCM JOB NO: 231196PP DATE: 1/05/2024 CHECK BY: KCM FIELD CREW: DT/CT 1 J _ Y' r •til ' ' % \ ES�,, \ \ 1 Y 3 N And lying northwesterly of the following described line and its northeasterly and southwesterly extensions: 2 tem L z o I i/ %,' O�S 017 v wo - Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest uarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 9 Q 9 9 9 Q p 9 9 9 00 Ln w In N minutes 35 seconds East, a distance of 3971.28 feet to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. O V) 0 - PROPOSED PARCEL B DESCRIPTION VICINITY MAP SEC. 13, TWP. 121, RNG. 25 \ e�0 z o G Oti �wq Y/'V O 94 z W a G Z Z Z LL SCHOOL BLVD 0 C 0 z v L WRIGHT COUNTY, MINNESOTA (NOT TO SCALE) ,� o Z)CD o ~ / That part of Lot 17, Auditors Subdivision No. One, Wright County, Minnesota, lying West of Wright County Highway Right of Way Plat Number 55, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying northeasterly of the following described line: Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest uarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 / 9 Q 9 9 9 Q p 9• 9 9 minutes 35 seconds East, a distance of 4016.29 feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a point on the East line / of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. / —' And lying southeasterly of the following described line and its northeasterly and southwesterly extensions: Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 3971.28 feet to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. A I I r,\ I -I- N r \ 1 \a \ % \ PIN No. 155-011-000111 W \ Owner: Monticello Industrial Park Inc 58844'07 �� 11 L \a \� loo \ \ Address: Unassigned 0 50 100 200 1231.61 \ /'ne we ° th\ 1 INCH = 100 FEET Of ste \ \ \ 4 of , \ R NORTH \ n \� Ri \ ad eS �ens.24z. \ \ �\ / \ \ NO 3 9244 e 6°c'ty 4 M 9�� Away s' (J,-) /a,7 �Oool° / \ j \ \ \ \ 4�er?t s'9°ed /d'n9s44C \ -------x101 27 ° IS \ \ \ \ \ _ T17"N55-48 ,, „N55 48 11 W y�/iq r \ z �/ \ Addre '� t/e 9 SS: 3z p°ryan oozoz p \ \ edSe drain �\ %//e� %/�% 0 / chei /o'd/ \ \ \ I N° n7en dge gib/e irO \ ^ sea ROdd <<C \ \ \ \ �\ \ 9zZg1, S O det, Uti/ity PARCELA S6 2 cab n p'pe — , theght Of a o ^ ar \ \ \ \ \ dent`\ (680,921 S.F.) 9 / ti,nd/Cate Fess 00, ^� GENERAL N Cal— s °BMs z43, \ \ \ \ \ ° 28�ZS' �cd e'nne o4jreab s;SCRed/OOro \\ \\ i i� 1 1 r� r� i \ / i i� i i� n i 9 °C sot y 1. Fee ownership is vested in Monticello Industrial Park, Inc., a Minnesota corporation. oohesPdR at, \ \ \ \ ~h '" "' ; `�' ; " ; '" `� 4�entr _19111- '9, 40 Parcel ID Number: 155011000171. ;; I� 90 Nodr• e/)7 *C//?O 2. Per Wright County Tax Records, the surveyed property's address is unassigned. �ss3os40zsz9 \ 2 \ \ \ \ zzI480z �O'r'ty ���'� 3� ssos F6'g088 \ \ \ \ \ nt 892 38Ap •S' O 3. Bearings shown hereon are based on the Wright County Coordinate System. / , F�escJ \\ ov"N° I\ O`S, \ \ \ \ ti� s g� ner; SS. \s \ \ Q v 36 $O t'� Uth 4. Surveyed remises shown on this survey ma is in Flood Zone X Area determined to be outside 500 -year flood Iain according to ` ` \ s, c d�°0 s \ \ \ \ ti° �` we er Y p Y p ( Y plain), 9 `'gas ; Fsr ° o \ QO o 0" jntst ry Flood Insurance Rate Ma Community -Panel Panel Number 270534 0015 B b the Federal Emergency Management Agency, effective date 9ged dte<<c ;;`� \ \ \ \ `� o ' 94 erst r'gh P Y- Y 9 Y 9 k �ti '�' °4' es ate tOf August 4, 1988. o On h%gh way N aSen) n I HM h ^ U'�entewdY r \ �• \ \ ° ent age °^' d 5. Boundary area of the surveyed premises: ±1,143,961 sq. ft. (±26.26 acres). \ \ \ \ \ �1zz per ana �� 2 (° 48pI OocOn, ti/ity =`b 6. The surveyed premises has access to Chelsea Road (a public road). Access to Interstate 94 and C.S.A.H. No. 18 from the surveyed property is restricted. %,^I , ;' ^ v ; l 1 ^ ,' r Right 7. No zoning endorsement letter was provided to the surveyor at the time of the survey, however, a search of the City of Monticello's website indicates the surveyed ess.. w", C. -o°� \ �' ; N °nUr,°f Wa property is currently zoned IBC. For additional information regarding zoning and setbacks contact the Development and Planning Department at the City of r ` S�0 h;°% °r0 \ \� \ y I w' s•48r y Monticello. c eR°dd ° / sed easy c \ " ny PARCEL B 8. No buildings were observed on the surveyed property at the time of the survey. -'F ' '''�" '� 9 Y p P Y Y 'i.°� , \� �\ ---� Trac (463,039 S.F.) �40 \ y ,�, '•\`/'\ n o � / Ndse'rin I� 9. No parking stalls were observed on the surveyed property at the time of the survey. \' - �\\ \ �� ° qzz�4� e9oana(, �, ; �, I E o (V M 10. Above ground utilities have been field located as shown. Underground utilities shown hereon are those which were field marked by utility companies responding to " ' _ \ \\ \ 'Henry\111�o a ° W M F - Gopher State One Call, Ticket No. 231780466 & 231780467, dated 7/05/2023 or were taken from utility plans provided by the City of Moniticello. All underground \ \ \ / az v ra locations shown hereon are APPROXIMATE. Prior to any excavations or digging, contact Gopher State One Call for an on-site location (651-454-0002). However, \ \ \\ \ ,�/ 4,) a) °i r ;> Ln ... lacking excavation, the exact location of underground features cannot be accurately, completely, and reliably depicted. In addition, Gopher State One Call locate 286 \ \\ I Z. o 8 _ and other similar utility locate requests from surveyors may be ignored or result in an incomplete response. Where additional or more detailed information is " ow N° I \\�� N required, the client is advised that excavation may be necessary. l; ^ Addess.rsO824oi'z 11. Subsurface and environmental conditions were not examined or considered during the process of this survey. No statement is made concerning the existence of ed \ I , underground or overhead containers or facilities that may affect the use or development of the surveyed premises. 12. Title Commitment File Number 67553, dated June 9, 2023 at 8:00 AM, prepared by Guaranty Commercial Title, Inc., as issuing agent for Old Republic National Title ; '� \ \ \ �-'' ,' No Sen,egean I ° �S'8go'�? \ \ grro4� e of%r/ty Ln o Insurance Company, Schedule B, Part II surveyrelated items are shown hereon. Y _ > LEGEND 3� SI °gun, www.egrud.com DRAWN BY: KCM JOB NO: 231196PP DATE: 1/05/2024 CHECK BY: KCM FIELD CREW: DT/CT 1 J _ Y' r •til ' ' % \ ES�,, \ \ 1 Y ent I 40 2 _ • 3 %,' O�S 017 NO. DATE DESCRIPTION BY Y g Y L' �� lc,? \, --__ >/,1 3.59 So es I U in the laws of the State of Minnesota. —o—o— DENOTES RESTRICTED ACCESS, AS NOTED h'G, Q� �Ig 3 _ - ,_ ----- --- N 1 �00�55 "C' O O it DENOTES RESTRICTED ACCESS, AS NOTED \S%?O84���'��Q0-\ \ 1966�2S,45,z :=A;;,•;_ �/ PIN No. 17-119-22-14-0008 �� `�1 1?8 v � — — Zai 8=437. _•"'I .G, � � aj y � �' DENOTES ADJACENT PARCEL OWNER INFORMATION ¢9'' `. 9 _ rofess o n a I Land Surveyors Owner: City s X ( ) 22s 1� °I'a"9e°t �ioo.04� ) i ._ Kevin C. McCain Address: Unassigned v t PER WRIGHT COUNTY TAX INFORMATION X776 Lake Dave N E Su ate 110 ___ _ ::r:;:_,10 o0 -D S�. ' Date: 1/05/2024 License No. 58542 N - ■ N89°09'34"E 6 Lino Lakes MN 55014 v 3 3 Roadway and utility I �' i y � r easement per Document • ; 0 0 0 Tel. (651) 361-8200 Fax (651) 361-8701 — _ No. 379144 — U' M z " S:\RUD\CAD\23PROJ\231196PP\PRELIMINARY\SIMPLE 231196PP SUBDIVISION\231196PP-SIMPLESUBDIVISION.DWG J _ Y' r •til ' ' % \ ES�,, \ \ 1 Y ent I 40 v _ I _ • DENOTES IRON MONUMENT FOUND AS LABELED %,' O�S 017 a I:_ DENOTES IRON MONUMENT SET, MARKED RLS# 58542 S. ;,;; , \ \ I hereby certify that this survey, plan DENOTES FOUND PKNAIL �- r•�:,�- \ N or report was prepared by me or under SET PKNAIL DENOTES- \\� ;;;,- �; I \ l 8 ' a my direct supervision and that I am a dul Re istered Land Surve or under DENOTES WRIGHT COUNTY SECTION MONUMENT , 1 /� � • y. \ � _ � �\ , - Y g Y L' �� lc,? \, --__ >/,1 3.59 So es I U in the laws of the State of Minnesota. —o—o— DENOTES RESTRICTED ACCESS, AS NOTED h'G, Q� �Ig 3 _ - ,_ ----- --- N 1 �00�55 "C' O O it DENOTES RESTRICTED ACCESS, AS NOTED \S%?O84���'��Q0-\ \ 1966�2S,45,z :=A;;,•;_ �/ PIN No. 17-119-22-14-0008 �� `�1 1?8 v � — — Zai 8=437. _•"'I .G, � � aj y � �' DENOTES ADJACENT PARCEL OWNER INFORMATION ¢9'' `. 9 _ rofess o n a I Land Surveyors Owner: City s X ( ) 22s 1� °I'a"9e°t �ioo.04� ) i ._ Kevin C. McCain Address: Unassigned v t PER WRIGHT COUNTY TAX INFORMATION X776 Lake Dave N E Su ate 110 ___ _ ::r:;:_,10 o0 -D S�. ' Date: 1/05/2024 License No. 58542 N - ■ N89°09'34"E 6 Lino Lakes MN 55014 v 3 3 Roadway and utility I �' i y � r easement per Document • ; 0 0 0 Tel. (651) 361-8200 Fax (651) 361-8701 — _ No. 379144 — U' M z " S:\RUD\CAD\23PROJ\231196PP\PRELIMINARY\SIMPLE 231196PP SUBDIVISION\231196PP-SIMPLESUBDIVISION.DWG PRELIMINARY PLAT OF: BIG RIVER 445 --for-- DIVISION 25, LLC LEGEND PROPOSED PARCEL DESCRIPTION • DENOTES IRON MONUMENT FOUND AS LABELED That part of Lot 17, Auditors Subdivision No. One, Wright County, Minnesota, lying West of Wright County Highway Right of O DENOTES IRON MONUMENT SET, MARKED RLS# 58542 Way Plat Number 55, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying A DENOTES FOUND PKNAIL northeasterly of the following described line: p DENOTES SET PKNAIL DENOTES WRIGHT COUNTY SECTION MONUMENT Northwest corner of the Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 �I '--Northwest Quarter of Section g Q g g -0-0— DENOTES RESTRICTED ACCESS, AS NOTED 13, Township 121, Range 25 / minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of o DENOTES RESTRICTED ACCESS, AS NOTED beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 4016.29 N PIN No. 17-119-22-14-01708 DENOTES ADJACENT PARCEL OWNER INFORMATION v �, feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39 Owner: CityofX N Address: Unassigned (PER WRIGHT COUNTY TAX INFORMATION) feet and a central angle of 25 degrees 45 minutes 22 seconds, thence Easterly tangent to said curve 100 00 feet to a M C j 0 point on the East line of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North LU o L ° of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. 001- - o�� o o ro (3)0 a / And lying southeasterly of the following described line and its northeasterly and southwesterly extensions: Ln SITE DATA O v — N , / O 0 a..i i C (y -' Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of TOTAL BOUNDARY AREA 463,039 S.F. (10.63 ACRES) beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 3971.28 feet LOT AREA 435,603 S.F. (10.00 ACRES) / to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance RIGHT OF WAY AREA 27,436 S.F. (0.63 ACRES) / of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. \`� \ �A I I r\ I -I- N r\ 1 \a \ \ \ _� t Of \� Righ \ \ \\\\ \\ \ Mon4��C) / --_ rai/ ' /Vo se/he ra/l7tna / �zPe Z01, s 40oc d t/ti/icy �e GENERAL NOTES \ \ \ \ \ \ 1. Fee ownership is vested in Monticello Industrial Park a Minnesota corporation. / Inc., `" ;"\�\ n 9,z•28� \ \\ � ice/ /��edra// dr Parcel ID Number: 155011000171. " ,'I;; ^I A r ' \ ; No, e/)7 /gage 'oe 2. Per Wright County Tax Records, the surveyed property's address is unassigned. �' ' X563 364°ss 2g \ \ \ \ \ \zlg8�z o0 4n,e'�''ty 23S os,F \ \ \ \ \ 3. Bearings shown hereon are based on the Wright County Coordinate System. �\ ^40 I 4. Surveyed premises shown on this survey map is in Flood Zone X (Area determined to be outside 500 -year flood plain), according to Flood Insurance Rate Map Community -Panel Number 270534 0015 B by the Federal Emergency Management Agency, effective date August 4, 1988. ' k \ \ \ T"all =ry 4J No /he ha 5. Boundary area of the surveyed premises: ±463,039 sq. ft. (±10.63 acres). ' ; \ \ \ \ \ �1Zz4 ae9oana 6. The surveyed premises has access to Chelsea Road (a public road). Access to Interstate 94 and C.S.A.H. No. 18 from the surveyed property is restricted. "% ^ ^ 7. No zoning endorsement letter was provided to the surveyor at the time of the survey, however, a search of the City of Monticello's website indicates the surveyed NORTH GRAPHIC SCALE 100 0 50 100 200 1 INCH = 100 FEET VICINITY MAP SEC. 13, TWP. 121, RNG. 25 � e�o z z C o �NTa F� G o. 94 oqO W z W a Z z Z W SCHOOL BLVD Vv V co L 9 WRIGHT COUNTY, MINNESOTA (NOT TO SCALE) 1 / A. \ ca Ai Ri — /�-,the or 4 % Fiha/State coess ^� 1 \ \ \ \ No e Of 2 ,ZS9 d, e�o� °td p by w o \ 4 \ 4�eht r property is currently zoned IBC. For additional information regarding zoning and setbacks, contact the Development and Planning Department at the City of Monticello. 8. No buildings were observed on the surveyed property at the time of the survey.o \ 4 \ F- ^ � 3 o \ T, 9. No parking stalls were observed on the surveyed property at the time of the survey./ �\ j2Z \ \ \ y r \ '�r'l \ \ °o \ ' /XO ` 10. Above ground utilities have been field located as shown. Underground utilities shown hereon are those which were field marked by utility companies responding to / Gopher State One Call, Ticket No. 231780466 & 231780467, dated 7/05/2023 or were taken from utility plans provided by the Clty of Moniticello. All underground locations shown hereon are APPROXIMATE. Prior to any excavations or digging, contact Gopher State One Call for an on-site location (651-454-0002). However, lackingexcavation the exact location of underground features cannot be accurate) completely,and reliabl depicted. In addition Gopher State One Call locate 9 Y/ Y p p and other similar utility locate requests from surveyors may be ignored or result in an incomplete response. Where additional or more detailed information is required, the client is advised that excavation may be necessary. 11. Subsurface and environmental conditions were not examined or considered during the process of this survey. No statement is made concerning the existence of underground or overhead containers or facilities that may affect the use or development of the surveyed premises. 3 OSO /!� x889 \ ( O \ \ ,'1i /-\ ^ q e/.; IOS.2 '000 S 3 0� 3'�8s mea °SIO 323p 4011 / / prepared Y Y 9 9Republic\ J 630 9gz;'2s ' �`�*-,T AO Oorther/ \/\ 114 (3, 12. Title Commitment File Number 67553 dated June 9 2023 at 8:00 AM re ared b Guaranty Commercial Title Inc. as issuing agent for Old National Title \ �s s o 6 ; Insurance Company Schedule B Part II survey related items are shown hereon \ 323 SOS, \''';;;g J`�,�, �NTyy//ne www.egrud.com V I I V `Gl nC sm I I V O 1 �1 `, V x.11 1.C 1 1%, Lino Lakes, MN 55014 Tel. (651) 361-8200 Fax (651) 361-8701 o 0 �3 \ F.pes \ Roa jGy, f AarC \ F/VT /� \ \ ' \ ��� 39 II �5�� \\ \ SI °G \ �) p Awa OF%I,e/3\\Igs \ \ er y\\O \ \ \ eCehter \ ' ; =t oc4� p�T yT O�' \ asejh ii,,e ; ? e,7t A, ty ea /V0. s 60 \ \ ehtAo�rOa - o• 3)seme \ 00 a`va �, 9r9 nt 4c000 \ \ I hereby certify that this survey, plan \ c4/n,yana r,� 4 , 2 06.22„ \ \ \ or report was prepared by me or under \ \ e/7t/V t/ y /,`1 �� 73 y my direct supervision and that I am a\ 9r\ -25.9--/ duly Registered Land Surveyor under 1434/ the laws of the State of Minnesota. \ \ \ 1.00 CBR -0846,38„ / G. _ Kevin C. McCain \ \ '2 /I / 1/05/2024 \ / Date: License No. 58542 \ \ / \ v No Oa SebeO�vy ^ nt r44 0o y a, A) ti's 3 • , h,G ��4 - 08 g�1 g 730 g0, 00 --- CL 31 4x938'' \`• DRAWN BY: KCM JOB NO: 231196PP DATE: 1/05/2024 CHECK BY: KCM FIELD CREW: DT/CT 1 2 3 NO. DATE DESCRIPTION BY ', QSter / Noe °F • 94 I tern iy nigh as tate t o� n'Onc, h'gh '"ay o Ln _i_ o a, = a I " ' L a 9 C n Y, a a7 n c I / Roadway and utility I �' °E V v3v 3 y t r 0 - U � .- 6 O O No. U ora F-- d' Bt"-` co 0 M 00 iy I ii_ - F- O O T In Ln (_ fa l6 n _ �`. �i• _ o z. `• I I U V , Ln + o N�� a o 3.59 ,� ---- N 10065"E — Ln r`j \ -1-964 96 25/045'22 Fir: 226NN\` nol,ang-t 100.04 0 v • N89109 34 E Ln _i_ o a, = a ' _ N a� � •�= a7 n c I / Roadway and utility I �' o i%% v3v 3 y t r / easement per Document- 379144 I 4-U0 7 7 i M z° — No. S:\RUD\CAD\23PROJ\231196PP\PRELIMINARY\231196PP-PRELIMINARY PLAT.DWG 231196PP Northwest corner of the -Northwest Quarter of Section 13, Township 121, Range 25 U ILI U Lo O Ln N 00-- �M ooN r, o v z ° o U)0 U (n O Ln Q) o a c >_ - o � N Ia CH i 39\j 0 H °w <z a0 ^O 0 z J Z wQ o N Co N i I i PROPOSED FINAL PLAT EXHIBIT OF: BIG RIVER 445 LEGEND \ a 0 DENOTES 1/2 INCH BY 14 INCH IRON PIPE \ \ MONUMENT SET, MARKED RLS NO. 58542 \ \ \ 4 DENOTES SET PKNAIL \ DENOTES WRIGHT COUNTY SECTION MONUMENT \ \ -00 DENOTES RESTRICTED ACCESS, AS NOTED \ DENOTES RESTRICTED ACCESS, AS NOTED st t °F \ f' /ne a Y \ �dte sOeo,~,1; \ \ 0 a;r per byt , I, DRAINAGE AND UTILITY t \ e,�t F;n he ; ; EASEMENTS ARE SHOWN THUS: S ,., 0 0 \ 4 A 1 1 r♦ 1 M- r. r♦ i i \ / \ 1 1 1 I 1 1 I I F % J — — — — — — — — — - \ V O \ \ \ \ a 8g2 3a',jlr \ �92 BEING 10 FEET IN WIDTH AND AD30INING RIGHT OF WAY \09 4 LINES UNLESS OTHERWISE SHOWN ON THIS PLAT. \ \ \ \ \ /'/?eUth4'e 94 ters a=�� r�9 try�o to tih or \ \ \ 4 nU�e 9e�ay y \ �4: \ OUTLOT A \ \ \ a \ Nssso\-- 4)R g1N RgIN \ \ \ TI<I�FsM \� • T \ \ \ I 1 r< 1 I 1 / 1 1 1 I I S I 15\\15 Gia VICINITY MAP SEC. 13. TWP. 121, RNG. 25 08 40 \ \ 0 Ln rn �\ _0 N ° \ 9 C \L v z \ \ \ 0o \� 7 °- C \ map \\ \ \\ M 6 ° E \\ i M Id 0 7 15 m2� \\\ \ \ \\ CL n v u \ \ \ \8 �\ \)15 \ N \\ \ \\ 00 Q)< ° o \ � 640 \ \ \ 01 vQ \ p0 SSS\ v o 0 o u fa cu C ° 0 L v \° T O 98 0 n / 4Os \ q j 10 e tpe9e ano, \ Z) S 00 \ \ \ \ padwa`�� \ \ I h 4>S2 40°°U �'ti/it w \ / / / er OO U'�ent t/ ltk�O \ \ ~ \\ �y ^ \ h�eht y \ \ �(� �qIN \ \ ~ I) \ w O di PROPOSED PARCEL DESCRIPTION \ ko No. 3�9e��O \ �� \ \ I<I�F�gNo \ \ \ I ro6¢0 N O \� q \ 00` M rM a O \ (S�g�8�6' 144 /\ `\\ \ \ ---SEE DETAIL sFMFj�T \ \ \ 1564°SS, Z06Sp0,, N o ° t` o That part of Lot 17, Auditors Subdivision No. One, Wright County, Minnesota, lying West of Wright County Highway Right of 630 eS s \\ S, 00„ 3 tv 0 3 s \ tv \ 2g\, 31 Fn 8 0 Way Plat Number 55, lying southwesterly of the southwesterly right of way line of Interstate Highway No. 94, lying \ 23s„ ��S'., o / -1- \ \ � o \ 31 z W northeasterly of the following described line: \ F. esc.� i \ \\ s64OS h ro° ! ! - �/ S8953.76 ° Z 00ry Q O7 Iia Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 BLOC K 1 r0/ ry/ oa minutes 38 seconds West along the West line of said Northwest Quarter, a distance of 708.88 feet to the point of (s63o 64°S6�g\ o .\ �� \ \ \ \\ \ \ / 10 / I z = beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 4016.29 3235 Os„ feet; thence southeasterly 196.62 feet along a tangential curve concave to the northeast having a radius of 437.39F.oescj / ���`\ \ \ \ \\ \ \ / / � U ° feet and a central angle of 25 degrees 45 minutes 22 seconds; thence Easterly tangent to said curve, 100.00 feet to a \ \ \� �?� \ \ \ \\ \ \ / 0 point on the East line of the Southwest Quarter of the Northeast Quarter of said Section 13, distant 102.25 feet North / \ \ \� *1&8j \ \ \ \\ \ 2 ,� e // / I of the southeast corner of said Southwest Quarter of the Northeast Quarter and said centerline there terminating. T \ \ r„ �0 \ \ \\ \ �" `0 ° � o r r l r \ W7 V, h / CU / O I 4 In h^ o / oj�� N o rn Ln NO•/<h o And lying southeasterly of the following described line and its northeasterly and southwesterly extensions: / g11o4�s29oo 4aUt,//ty \ 1%% \ \�\¢\��,�j \\ \ \ \ \ ? p�o// ° V1 c a Commencing at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 1 degree 14 minutes 38 seconds West along the West line of said Northwest uarter, a distance of 708.88 feet to the point of I\ \\ na172 4 ge \ M / / "� 0 - ° 9 Q p / \\ O \ i r / \ \ \\O°CU dna \ / /� 40 O V g w beginning of the line to be described; thence South 63 degrees 32 minutes 35 seconds East, a distance of 3971.28 feet o \\ \ �~ \ \ \ s64os \�ent4t%t \ tip. / j / a) •: ° to the point of beginning of said line to be described; thence North 26 degrees 27 minutes 30 seconds East, a distance /", I �; ti \ \\ O \ \ ;-1� \ sus„ \ \�O q ease\ \ iiOOj / / U m p 0 I/�' 133 S \ \\ ��/ \ \ i ' ` /r \ \ \ F �11\ment \Oryh Q o a of 530.28 feet to the southwesterly right of way line of Interstate Highway No. 94 and said line there terminating. / °3�ti�. 2 \ \ \ jos \\ Se r� \r �r r, ' ^ \ \ 0 \ \I ' . 1 r♦ r♦ L I r- 6 / 64os4jn 1\\ OS.� \ \\ --\ \ \ O' c '\ \rte ; \ \ \ \ 0/ N I r �r �r 1 r L_ / AA,� S6��j \�� /� pehaind9e \ � O _ J < �� DROCU dn(YU \ \ r �r,'� 1' 1 �� �r \ / \ _ .Z9 / \ V O \\ r%J t' 1 r r , �\ \ 1iT�so,l .q \\ ent //;ty O r \ � � ; , \ , \ \ \ � �� 6 6g / o q1101,> e'T!e Oh O \ \ , \ j6j ��0703 ti \ 28 03'' /y ��� \ \\ S1nt _4r) ry0. \ \ .:� �� _\ \ 2Y \9 3g 11 / /�y�1 0 �[� 0� (J•J GgOS3�� \\ \ 6 � / GRAPHIC SCALE \63o32eSs0 � � sOSr,� \ \ 2 \ \ \ � �Q `34 hi 1° °3°'4j„ � �� ° `Jti (IN FEET)Zj \' I N \ '-,�10 \ \ \ C.BR 08 4g�3 71,00 \ 50 0 25 50 100 \es\ . 4� .;1 §0 023 j \ No �\I \�\ / NTIIINgGF \ \ \ \ C �S%3o'\ --- \/ \ (S63o64OS62g `- g sot ¢0 �o N yy/� e�\ �Fq F F 2 \ \ •L•�225`?1 \ \ 323s5S'F�\ '' r �`S�'' \ TRI n o/ \ )q;,— o � 1 INCL = 50 FEET \ \0eso) �\ ` R°adwd GyTOFarce/3 S64 S\ \ \ \ \ ° / , \ �- — — — — — — — — — — — — — Center / 'aero° �dnaUti/;�6S45'22"ea er/; d �e t N� �, 0 r� For the purposes of this plat, the West line of the Northwest \ `Hent °Fro No 3dse?i SS 600 \ e' `\Roadw 437'39 tQhe have a beuarter of aring of South 00 degreesion 13, Township 121, 07minutes 52e 25 is med \ \ perOddwaya ,c, �g144erjt\ \\` 4,00006, \ \ \ / \ \ perOaCU�dutiiity seconds West. \ 100.04 \ �entN tr\ �fi,�r, \ i 2.�3 22" \ \ \ \ ent No 3jse�ent //i Not Tangent X100.00 -De sc.) 1 a N \ ° 3�g \ \ — — — - / \ 9244 -- \ c;:.; - N89009'34"E 0 m 4 \ \ \ =071 00 / ---- -- N U z \ .85°'E / 4638„ N LoCBRG=S73-31 wA° =5733149C•LSLL. M°NORTH 7 \ / �n a �n \ \ it Em Go R Inaffim- EST.1977 Professional Land Surve ors \ \ v \ 1 I 1 1 1 REMOVE EXISTING E BILLBOARD. SALVAGE ELECTRIC SERVICE FOR NEW BILLBOARD. 1 1 / I � �6p• i I EXISTING ZONING B-2 - ufo = - - _ ufo ufo ufo N I I \ REMOVE EXISTING BILLBOARD & ELECTRICAL E SERVICE \ \ \\\ \ s \ o EXISTING ZONING A-0 EXISTING ZONING I / \ \\ \�'s° \ \\ Owl \ __j \ \ \\ s%LL \ 1 \ \ a \\Y g5/ 89 11 / \ \ � \ ' „ 1n✓� El`9 9509 \ \ I \ \ \ 5 0.` 8 \ E \ PROTECT EXISTING \ UTILITIES DURING _ \� \ CONSTRUCTION (TYP) �CX.L�J r71 \ SAWCUT &REMOVE ��/� i� y° o� BITUMINOUS TRAIL FORvo DRIVEWAY CONNECTION \ SAWCUT & REMOVE \ _ /� 1 PROTECT EXISTING BITUMINOUS TRAIL FOR UTILITIES DURING DRIVEWAY CONNECTION m9 a ,i - - CONSTRUCTION (TYP)Vl�l _� \ -= i uiO ufo ufo d ufo of ufo ml _ ufo ufo ufo a 000 -u -uP� - �f� - Zrfo- - vfa - - [ria ufc �af� ufo- �rfo metria- ��..� u;o - -u 6 ufo - - ufo-=�� 'u{o -// \`' /\�4 /77/ -- --------_- _ - ufo ufo ufo ufo ufo41,9757. of ufo ufo - - - - _ of ufo ufo ufo ufo s� �V - - -/ - - - - - - - - - - - - - - cow / \ T _ tl` ufo ufo---- ufo ---uTo ----� ----ufo----ufo--tifa efo- -ufo- ufo ufo ufo - -f° 18'n?O myf>� ufo ufO -- a aiy/ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ ------�---- ---------------- ��---- ___________________________ RIm=954. �� - - - Inv=950.3 E)=950.2 4 f4 Inv( -95.8-_°=D----I -----I -----I - ---I --- n-iN%513----I ----- ----- -�-- - -_ ---- -- - I -----I -----I --_---.�=��-- � ---- _ 1 Inv(N)=951.1 Inv(5)=52.3 .- - - v - - GSC% / tnvlEl`9 q9.8 \ Inv(5)=950.':. Rim=95].6 / 11" RCP - V vy D - »---�2--�,�'RCP° -- D -- =-9- Inv=948.8 2]" RCP \ -/ - ° D--------- _ � -- - Rm=958.6 ��--------------------------------- >�3fi"RCP 10" PVC [ -941.9 -\\� V J,/ // // Inv=941.2 --<---<---<------<---<- S nv <---<---`1 --< ---ter ___ �� %i- ________________ I ,---< --< - �< - 0 PVC --<---<---<---<---<---<---<---<-y/ -- _ X �- � \ Im=956.4 Inv(N)=950.9 LC -�___------- I I ,In � _ ue ue ue ue ue ue ue uC Inv(5)=951.1 �G / - � u� ue u� ue ue ue ue -��-- / c ., u - u c -- ( ��-Rim=958.1 In'vn(Nj=952.3 \ I \ I957 4 nv(N)=950.] Inv(Ej=948.1 SAWCUT & REMOVE Inv(5)=953.4 CONCRETE CURB & GUTTER m-"'9111 9 e 955 q9 A FOR DRIVEWAY CONNECTION SAWCUT &REMOVE ^1ce59ga9' \ EXISTING ZONING \ / \ CONCRETE CURB &GUTTER R-1 FOR DRIVEWAY CONNECTION / LEGEND EXISTING ----------- L ---------J ue Ug ufo 0hu SEE SURVEY 960 - - 958 - - BENCHMARK PROPOSED L--------- L---------L AS NOTED PROPERTY LINE EASEMENT LINE BITUMINOUS PAVEMENT CONCRETE PAVEMENT CURB LINE SANITARY SEWER WATER MAIN STORM SEWER UNDERGROUND ELECTRIC UNDERGROUND GAS UNDERGROUND FIBER OVERHEAD UTILITY SANITARY MANHOLE STORM CATCH BASIN STORM MANHOLE STORM FLARED END SECTION HYDRANT GATE VALVE OTHER SYMBOLS IO'CONTOUR 2'CONTOUR MINNESOTA DEPARTMENT OF TRANSPORTATION GSID STATION #85903, NAMED 8680 BE ELEVATION: 969.17 (NAVD 88) REMOVAL PLAN NOTES 1. ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATION, DEPTH AND TYPES OF EXISTING UTILITIES AND TO NOTIFY THE OWNER AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES OR VARIATIONS FROM THE PLANS. 2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL EXISTING UTILITIES, APPURTENANCES AND STRUCTURES NOT INDICATED FOR REMOVAL. DAMAGE CAUSED BY DEMOLITION OPERATIONS SHALL BE REPAIRED AT NO ADDITIONAL COST TO THE OWNER. 3. CONTRACTOR TO REMOVE/RELOCATE EXISTING PRIVATE UTILITIES AS NECESSARY. THE CONTRACTOR SHALL COORDINATE THESE ACTIVITIES WITH THE UTILITY COMPANIES. 4. THE CONTRACTOR IS RESPONSIBLE FOR ALL THE REMOVALS SHOWN ON THE PLANS AND SHALL CONFORM/ADHERE TO ALL GOVERNING STATE AND LOCAL REGULATIONS. ALL PERMITS, APPLICATIONS AND FEES ARE THE RESPONSIBILITY OF THE CONTRACTOR. 5. ALL SAWCUTS SHALL BE FULL -DEPTH CUTS. 6. ALL WORK WITHIN THE ADJACENT STREET RIGHTS OF WAY MUST BE COORDINATED WITH AND APPROVED BY THE CITY PUBLIC WORKS DEPARTMENT. EXISTING CONDITIONS NOTES 1. EXISTING CONDITIONS BASED ON ALTA/NSPS LAND TITLE SURVEY PREPARED BY E.G. RUD & SONS, INC. DATED 7/21/23. 0 25 50 100 < SCALE IN FEET > CALL BEFORE YOU DIG Know what's below. Call before you dig. w - 20 LO � N N Z p Z r- = N W > �o 0, J �w 001-- I H 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 NAME: JOSEPH T RADACH PE SIGNATURE: DATE: 01/08/24 LIC #: 45889 N 00 0 0 W Q LU N N W Z O LU (i LU Z O m®®=®mm Ln N V L0 J LU_ J m . Cn 1�^ Ln r ^ Lr) N LLJ L ) Z a 2 0wa U z Z y - LU = LU 0 0 AW 1 ` �z M Z oa C) o W)o CC LLJ Lo U C7 z N Z0 U Z C/) R 2 W O LLI 0 a �z 00 LL Y U O O w - 20 LO � N N Z p Z r- = N W > �o 0, J �w 001-- I H 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 NAME: JOSEPH T RADACH PE SIGNATURE: DATE: 01/08/24 LIC #: 45889 N 00 0 0 W Q LU N N W Z O LU (i LU Z O m®®=®mm Ln N V L0 J LU_ J m . Cn 1�^ Ln r ^ Lr) N LLJ L ) Z a 2 0wa U z Z y - LU = LU 0 0 AW 1 ` SHEET NUMBER Z oa C) Z C/) J � W)o CC LLJ a LUJ Z z OJ C7 OGC LU Z C/) R 2 CD m L) O 2 LLI SHEET NUMBER 1 o fm LOT 6 B I 27 14 16 23 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �J INTERSTATE 94 FUTURE BUILDING m%m LOT 7 1 y 1 LOT 3 1 1 LEGEND I I EXISTING PROPOSED T i --- --- PROPERTY LINE ----------- EASEMENT LINE BITUMINOUS PAVEMENT ------------ \ OO \ \\ \\ CONCRETE PAVEMENT Y \ J \ \ \ CONCRETE WALK CURB LINE SANITARY SEWER WATER MAIN STORM SEWER \ \\ \ \ ue UNDERGROUND ELECTRIC =UILDING \ \ \ y u9 UNDERGROUND GAS y� \ \ \ ufo UNDERGROUND FIBER ohu OVERHEAD UTILITY 1 \ SEE SURVEY OTHER SYMBOLS lu w l , Lor s <1 BENCHMARK MINNESOTA DEPARTMENT OF TRANSPORTATION GSID STATION #85903, NAMED 8680 BE \ iE \�_, � � � � � � � C:�) \\'� \ \ \;\ \ \ ELEVATION: 969.17 (NAVD 88)\\\ % W IT., 15 1. ALL SIGNS SHALL BE PLACED 18" MINIMUM BEHIND BACK OF CURB OA STOP SIGN W/STREET SIGN: R1-1 (30" X 30") BUILDING UNLESS OTHERWISE NOTED. UNLESS OTHERWISE NOTED. PARKING SPACES PARKING SPACES PER 1,000 SF BUILDING AREA 1 STARBUCKS 1.08 B. STOP SIGN: R1-1 (24" X 24") 2. ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED. 2. SIGNS SHALL INCLUDE HARDWARE, POST, FOOTING, CASING, AND ALL 11 2 CHIPOTLE 0.90 u m °� m •� C. HANDICAP PARKING SIGN ON: R7 -8m W/R7-8b (12" X 18") 3. TYPICAL PARKING STALLS ARE TX 18. 10 3 --___��r _ __- __ _ __.,_"_-___u_ro____ --- 43,209 3. PARKING LOT STRIPING AND PAVEMENT MARKINGS SHALL BE 4" SOLID 30,091 70% ---_-_ -_"-r_ -- ro - ". ro - "" --- ------ - uo rovI /-- --- ----- ------------ --�v ro- "-ro-""-- - - ---- ---- ----r-----�� u o vr6 ----,�--- --21 "ro -"-ro ' -------I-----I----- ----- ---- --- - --- - ----- t I I I I� I ---- I I----I-----I-----I---- ro - "- ro-------------------------------- � I-----I-----I--�I-----I-----I-----I-----I-----I-----I-- --II-----I-----I---- ---I-----I--- - qwo 58,824 4,456 PROVIDE CONTROL JOINTS AND EXPANSION JOINTS IN SLAB ON EDITION OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL E. MOBILE ORDER PICKUP SIGN: --- -- -- -- -- Y -- -- -- --' --» --» D-->---»---»---»---»---»---»--->�--->---> ->---»---» -» --» --» - CONTROL JOINTS: WALKS @ 8' SPACING 34 F. DIGITAL ORDER PICKUP SIGN: I OTHERS @ 10' SPACING SITE DATA »---»---»---»---»---»---»---»---»---»---»--->>-$-»---»---»---»--->-- 32,844 54% 44 12 G. THANK YOU/EXIT SIGN: I m 40 a\ u \ KEYNOTES SEE ARCHITECTURAL SITE PLANS FOR ADDITIONAL SITE PLAN NOTES. -- -- za -V 25 \ \ 2 zz @)5 q nj- ° $ tib° \ tAo \ 10 LANDSCAPE AREA. SEE LANDSCAPE PLAN. 23 5 e5 4 2. MATCH EXISTING CURB/SIDEWALK/PAVEMENT. 2 G y \ 3 3. 4" CONCRETE WALK/PATIO. 3 za e 24 a PROPOSED O \� \ ��N\ \ \ 12 a, °°10"° BUILDING �a 1 \ ��, \ \ 4. CONCRETE PAVEMENT/APRON. q'o zo zo 2 18 ° 85' 20 \ r`, \ \ 5. PEDESTRIAN CURB RAMP WITH TRUNCATED DOMES. 15 11 PA D R50 I \ \ \ \ `i�'p \ \ z. 1 ' C 03 R38 \r \\\\ \ \ 6. PEDESTRIAN CURB RAMP, NO TRUNCATED DOMES. Ra 11 42.6 19 A A \ \ V A O A 4 F 5 TVP e 25 \ \ J\\ �'' \ 7. FLUSH CURB, SEE GRADING PLAN. J\ L 18 % 15 \\ \tp\, \Ja \ \\ 8. 6" CONCRETE FILLED PIPE BOLLARD. 10 TVP TVP 6LOT T 1 3 17 / \ \ \ \\ ; `'� \ 9. TRASH ENCLOSURE. \ �yp,\ e S \\\ \� \ '- I �•L ' \\ \\ 3.2 ,s za zo zo za , .7 / / � \h�'-�✓ \ i \ 10. 4" SOLID WHITE LINE. PROPOSED1 / / \ , g \\ \ i 11. SOLID WHITE PAVEMENT MARKING. BUILDING ,o � \ �p -rlTVP TVP 3 % \ \ 12. SOLID WHITE CROSSWALK PAVEMENT MARKINGS. 7 a ; O ' \\J \ ,\� \ 13. SOLID YELLOW TURN LANE STRIPING. REMOVE CONFLICTING STRIPING. 15 / $ \ y \ 14. TRANSFORM PAD. FINAL LOCATION TO BE CONFIRMED BY CONTRACTOR AND ELECTRIC PROVIDER. _T T e" O j /" 4\' \ \ C' \\JJ LOT 2 qs,z - - /J 'J \\J �\ \ 15. LIGHT POLE AND BASE. \ , 6 P` 3 16 qp' --� -' j y''.,� / \Y-' \�_ -------- - \J \ 16. CLEARANCE/HEIGHT RESTRICTION BAR PER TENANT. - 17. PRE MENU BOARD PER TENANT. -------------- _ % m _�____�__�__18. DRIVE THRU ORDER SCREEN WITH CANOPY PER TENANT. �ro----�- - -- ----- ____ ----- °D __ \ \ Y " ----_ _ _ _____ _ � 19. ORDER MENU PER TENANT. ------------------------------------------- -- __-- `a =-- 1- o �` - ---fi-- D ' - 20. 4 FT. MAINTENANCE FREE PRIVACY FENCE, COLOR TO MATCH BUILDING. ------------ 21 CONCRETE DRIVEWAY ENTRANCE PER CITY PLATE 5008 O I CHELSEA R AD I SITE PLAN NOTES SIGNAGE AND PAVEMENT MARKING NOTES SIGN SCHEDULE 1. ALL DIMENSIONS ARE TO FACE OF CURB AND OUTSIDE FACE OF 1. ALL SIGNS SHALL BE PLACED 18" MINIMUM BEHIND BACK OF CURB OA STOP SIGN W/STREET SIGN: R1-1 (30" X 30") BUILDING UNLESS OTHERWISE NOTED. UNLESS OTHERWISE NOTED. PARKING SPACES PARKING SPACES PER 1,000 SF BUILDING AREA 1 STARBUCKS 1.08 B. STOP SIGN: R1-1 (24" X 24") 2. ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED. 2. SIGNS SHALL INCLUDE HARDWARE, POST, FOOTING, CASING, AND ALL 11 2 CHIPOTLE 0.90 APPURTENANCES REQUIRED FOR TYPICAL INSTALLATION. C. HANDICAP PARKING SIGN ON: R7 -8m W/R7-8b (12" X 18") 3. TYPICAL PARKING STALLS ARE TX 18. 10 3 6" CONCRETE BOLLARD 0.99 43,209 3. PARKING LOT STRIPING AND PAVEMENT MARKINGS SHALL BE 4" SOLID 30,091 70% 29 4. ALL PEDESTRIAN RAMPS SHALL MEET CURRENT ADA STANDARDS. WHITE PAINT. ALL PAVEMENT LETTERING SHALL BE 12" HEIGHT. D. NO PARKING SIGN ON: R8 -3a (12" X 18") 2,092 20,406 73% 6" CONCRETE BOLLARD 5 5. UNLESS OTHERWISE SHOWN IN THE PLANS, CONTRACTOR SHALL 4. ALL SIGNS AND PAVEMENT MARKINGS SHALL BE PER THE LATEST 1.35 58,824 4,456 PROVIDE CONTROL JOINTS AND EXPANSION JOINTS IN SLAB ON EDITION OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL E. MOBILE ORDER PICKUP SIGN: PER TENANT GRADE, SIDEWALKS, AND DRIVES PER THE FOLLOWING REQUIREMENTS: DEVICES (MMUTCD). 78,241 ON 6" CONCRETE BOLLARD 57,224 CONTROL JOINTS: WALKS @ 8' SPACING 34 F. DIGITAL ORDER PICKUP SIGN: PER TENANT OTHERS @ 10' SPACING SITE DATA 3,719 32,844 54% 44 12 G. THANK YOU/EXIT SIGN: PER TENANT SAWCUT CONTROL JOINTS MINIMUM %4 CONCRETE THICKNESS. 5,341 52,839 66% 70 13 LAND USE DESIGNATION: REGIONAL COMMERCIAL H. BARRICADE SIGN: X4-11 (18" X 18") EXPANSION JOINTS: WALKS @ 24' SPACING 288,386 6690 259 8 OTHERS @ 40' SPACING EXISTING ZONING: B-2 LIMITED BUSINESS PROVIDE EXPANSION JOINT AT ALL POINTS WHERE A CHANGE PROPOSED ZONING: PUD, B-4 REGIONAL BUSINESS 27. CONCEPTUAL MONUMENT SIGN. IN PAVEMENT THICKNESS OCCURS AND WHERE NEW Q 5 PAVEMENT WILL MATCH EXISTING PAVEMENT. PARCEL AREA: 10.00 ACRES O DOWEL ALL EXPANSION JOINTS AT 24" SPACING MAX. SETBACKS ARE BASED ON B-4 ZONING STANDARDS AND ARE AS FOLLOWS: LOT DATA SHARED MONUMENT SIGN. U z LOT USE AREA (ACRE) AREA (SF) BUILDING AREA (SF) IMPERVIOUS AREA (SF) PERCENT IMPERVIOUS PARKING SPACES PARKING SPACES PER 1,000 SF BUILDING AREA 1 STARBUCKS 1.08 47,171 2,453 22,845 48% 27 11 2 CHIPOTLE 0.90 39,291 2,371 28,387 72% 24 10 3 TBD -BANK 0.99 43,209 3,292 30,091 70% 29 9 4 TBD - OIL CHANGE 0.64 27,876 2,092 20,406 73% 10 5 5 TBD - CARWASH 1.35 58,824 4,456 43,750 74% 21 5 6 TBD - TIRE SHOP 1.80 78,241 10,651 57,224 73% 34 3 7 TBD - RESTAURANT 1.39 60,484 3,719 32,844 54% 44 12 8 TBD - RESTAURANT 1.85 80,506 5,341 52,839 66% 70 13 TOTALS 10.00 435,602 34,375 288,386 6690 259 8 m 1`0 LI) U L, z U O z 00 LL U O H � W W LQLQ w N � N OO z I- = N W > �D L0 p� J W w� 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 N co O CD W Q 0 w cn cn z Q L0 O a� a W LLJ �z w � C/) o 22. CONCRETE VALLEY GUTTER PER CITY PLATE 5009. ''^^ V m W F_ Z O O =� a -----_— o_--_ ufo - 0 ------------- ' ------------------------------------------------- v----------- -- ------------------- ---�_________________ ----------------------------------------------------- -------------I --- ---------------------------------------- ____________ ue ue ue a ue ue ue ue ue ue ue ue ue ue ue uei u4 - N O O ue ue \ ° \ \ \\\ \\\ \ \ \\ LL/ \ 0 FUTURE BUILDING ` \ \\ \ % o LOT 8 x� \ \ ° J \ \\ \ J o XNJ ` 2 0 15 30 60 \ \ < SCALE IN FEET > \ \ \ \ \ \ \ \ \ \ \ \ 7� u 5 1521 J 15 11 12 \ \ o o 28 12 5 ° s ° N 22 23 23 C14Ao x �° O 25 8 _ a ° \ \ so \ 1.023 O Q �O B 0 5 5 Pr,O 5 � 5 14 `\\% \ \ -0, ° s 12 G \ \ °; ` B Ln O �n 24O 1 \ ' ° 26 ^ 3 24 s o PROPOSED 1416 ° 10 2J 12 R R410 ° BUILDING 777 20 24 18 G ° ' 's ° 8.5° 20 \ \\ \ % s \ \ \\\\ \ 3 R50 12.7 1 7 Rag R R4 11 {� C 42.6 19 14 ?o N °Q 16 F 15 TYP E 25 \\ \\\ \ -10\ \�1J\\`\Q L' ai, L/ / \ \ \`\\ \ / L' \ � , 15 ° a °o a N ° 18 / 15 ° 4 10 24 3 17 / \ r J \ LL ° 34.7 1TYP TYP L 0 T 1 8 / &2 18 24 20 20 24 18 6.7 ° ° a PROPOSED 7�\ o C, \\J s 11 12 12° BUILDING a TYP TYP 8 1 D7 4�°C 15 [ED / \ 12 14 16 � u i X30 �3o LOT 2 O 12 ' Qh 15 S ° -77 -ul ufo uo Uf- ufa— ufo ��fo vfo ufa ---Lf� ufo ufo ufo ufo ufo --- ufo— --9_ — ufo ufo—�_—' 'U{=/� i / [ �_ ��' o / V 21 15 2// a /77 ---- -- ------ Ufo�\ s-7 \ / ---afs---- ----ufo rtafe —af� u% ufo ufo ufo ufo ufo ----u — -uf-o-- ufo _ ufo_-- _s#e�— ufo ufo =�' da \ / ° / V ___ --------------- --- ---- ----- - _ /\ Q 41 -7 n \ ------------------------------------en-- -- �� _--------------------_------__ - �— »--- \» >>--->>---»� z ----------------- ---------- -- ----- ----- -- CHELSEA ROAD W - _________ —_ - -----<--��-_ - f\\ / //'L/ / 20 % ~ LU — L N N N Z O oM Z I- of 01W - >� O J w 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 NAME: JOSEPH T RADACH PE SIGNATURE: o e DATE: 01/08/24 LIC #: 45889 N m 0 0 ui Q O LU Z) N N U) z 0 N LU o= W z O J®®m®Bm N V Lr) J � J Z) N M N W Ln Z < O W Q UZ y z > = o 0 CD �z M u 1.1 0 o Ln LLo U Z J W H D N z U Z0 cn w O W = Z 00 Y Y LL U O OfU 20 % ~ LU — L N N N Z O oM Z I- of 01W - >� O J w 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 NAME: JOSEPH T RADACH PE SIGNATURE: o e DATE: 01/08/24 LIC #: 45889 N m 0 0 ui Q O LU Z) N N U) z 0 N LU o= W z O J®®m®Bm N V Lr) J � J Z) N M N W Ln Z < O W Q UZ y z > = o 0 CD SHEET NUMBER C2.2 Q Ln O Z J W H H Q W � W - LU W Z o w cn cM� W z 0 SHEET NUMBER C2.2 0 15 30 60 < SCALE IN FEET > 1 L 1 15 w%m LOT 6 27 15 R LOT 7 �z M ch OU ..._._._._._...._.-.-.-.-.....-.-.-.-.-.-.-.-.-.-.-.-........-.-.-.-.-.-.-.- .......-.-.--.-x-- z Lr)o N Z U R 1 o w O Q H Y c Y O OZ Y U _ U / ~ Lu- LLJ NN N Z \ O cy) o Z I - of N W >u')� (311 J w r IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o e DATE: 01/08/24 LIC #: 45889 m 5 11 12 1:T N O O O 23 ��O < o B w u> L2 o Pc, 23 5 ^� "moo 5 15 N ;._� r'p Q� 5 5 O 5 N ° e 12 B m ° 4" e e cn u> un 24 Z 'r�� 27 2727 26 u. 3 O 24 �( B 1 C O 146 r v 23 14 16 R4>u 27 a 10 1 12 �N Q 2Lu 0 20 24 �� C' i ri -ci gyri \.o I-� Sao D oda 11 15 9 12.7 1 � �' 7 14 R30 R4 11 r? 16 F LOT 5 i LOT 3 N °� 4 15 TYP Lr) 1 N Lr) LLIJ 159-9 J Z 10Cn TYP Lf) C'6� 34.7 TYP (V W FUTURE ° BUILDING 1 L O T 4 I 8,2 18 24 20 20 24 Z Q 1 1 I 23 3 O U Q Fn 1 ° PROPOSED Q o 771 FUTURE Q 11 12 12°° � BUILDING 11 10 > W 10 BUILDING 10 C TYP TYP D p FUTURE $ 7 BUILDING1 D ° 4 ° ae Lu 1 C em • �Q N °� ° g° R �� Z O v 3 ° O 12 23 12 °e °� eQ 1 14 16 14 16 O 1 X30 �3° L O T 2 O 1s 12 15 0 15 1 1 �\ 6 �^ 1 ° 2 ° c - //f ------------ - ---------- t — --- — — — — — — — — — — — — — — -- ufo ufo ufo ufo 2 fo foA u o ufo fo u ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo fo o o i. �. - u� uto ufo ufo ufo u-fo ul ufo u o 1 u% ufo ufo ��r rFo uf# =zaf� ufo ufo ufo ufo 1 1 L n Q ° t N Cn I v 21 15 2 _ -----�--------------------I--------------------- V 2 A ----- ------ - - - - - - --------- --- a-- � o I Z ----- --t-- 1 z v V - _ _ ------------------- _ --- - - __ fo --------------- F- -- --- - o - ufo ---f- f--- ufo uo _ -------------------- — _ _ _ _ - - - - - - - - - - - - - - - _ _ _ - o u ufo ufo ufo ufo ufo ufo ufo of a u -f --- I I °"° Is z o �f�o ° _ _ ufo ufa ufo ufo ufo ufo ufo I ffo ufo ufo ufo - - - - - - _ - - - - - - _ _ ` e - - o ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo - ufo ufo ufo ufo u o ufo , f u -u u V ------- v ------------------------------ __-- --- - W > o ----------------- v I–B------------------ r v----------------------------------------------�,----------- --- ------ ------ ° W ----------------------------------------------------------------------- - - ----- --- - --- -- - - --____________----- to ��o I I I v foo I 5 �'o==a===- < v v v 5 � a a m Z _ I --------------- a a a -- -- -- -- D -->>--->>---» D r >---»---»--->>---»---> — —»— »--»---» D »-- » > »_ �_»�— »�-->�--»---»--->> >>---»- --<---<---<---<---<---<---<---<---<---<---<-- s<---<---<---<--<---<---<---���--<__<> —<--- --- --- --- --- --- — --- ------<---<---<---<---<---< s <---< <---<---<n <---<---<---<---<--<---<---<---<---<---<---<---<---<---<---<---<-- n v —»--- fi I— — t-- -»---»---»---»---»---»---»---»---»---»---»——>>--->>--->>--->> D --»— I I I I ------------------____ _______________________ =—__________ – fi –_– -- ----- ---- ----------________– \ ----------------- I I ,3 CHELSEA ROAD W Iue ue ue ue ue ue ue ue ue ue u ue ue ue ue ue ue ue ue ue ue ue ueu l j ue ue \ ue ue ue ue ue uf ue ue — ue ue I SHEET NUMBER I C2.3 SMH 2 - RE 960.65 IE 943.88-8"SW IE 943.98-8" SE IE 943.98-8"NW IE 943.98-6" NE 22'-8" PVC @ 0.40% - IE 944.07 (PLUG) 8" PLUG 8"G.V. & BOX B"X8" CROSS 157'-8" PVC @ 0.40% CB 124 - RE 959.23 IE 955.23-15" SE 42'-15" HDPE @ 0.40% SMH 2 RE960.10 IE 943.15-8"S IE 943.25-8" NE 76'-8" PVC @ 0.40% {/ PUBLIC DRAINAGE & J UTILITY EASEMENT FOR PUBLIC SANITARY SEWER AND WATER MAIN i 1 ---------------- 23'-6" PVC @ 2.0% IE 944.44 (PLUG) LOT 6 1 6" PLUG 18" RCP FES W/ - 47'-6" PVC @ 2.0% `CBMH 125 72" DIAMETER TRASH GUARD CBMH 102 72" DIAMETER IE 952.00 CBMH 103 60" DIAMETER PLACE 4.4 CY CBMH 104 (PLUG) IE 953.NE RIPRAP CL. III CBMH 105 C .MH 123 8" X 6" REDUCER PUBLIC DRAINAGE & - IE 953.11-15"SW 6"PLUG '1 & 6" G.V. & BOX UTILITY EASEMENT FOR 1 IE 950.50 CBMH 122 PUBLIC SANITARY SEWER RE 959.83 AND WATER MAIN 1 24" X 36" IE 954.49-15' SE CB 109 32'-18" RCP - IE 954.49-15"SW- 251'-15"HDPE @----- -- y--- -- ---- - - - - - - - -- � � I I I I I I I I I I I I � � I I I I I I I I I I I I � � I I I I I I I I I I I I I j I I I I I I I I I I I � I 1 I 1 0 INTERSTATE 94 LOT 7 = 23'-6" PVC @ 2.0% - IE 946.04 (PLUG) - SMH 3 RE 958.20 - IE 945.48-8" NW IE 945.58-8"SE IE 945.58-6" NE STMH 133 22'-15" HDPE @ 0.50% RE 958.15 IE 945.58-6" SW IE 951.65 (PLUG) IE 953.70-18" SW IE 953.70-18" NW LF, 6" PLUG -\ /'56'-18"R�, --Y -LZ-&"BOX ---- ----- \'1 CL.5 @ -3.03% -1 - - - - - - - - - 1 - - - - - - 11 I ^ I -I --- I- I I I e"Pvcc9oo I ---I--- I ----I I- -i - (-tA114 .......................... ------------------------ -- - V I Iv1 .. '-71S.DPE I I- 8"PVC C900 -- 30'-15" HDPE @ 0.40% n @ 0.50% 18" RCP FES W/ - 47'-6" PVC @ 2.0% `CBMH 125 72" DIAMETER TRASH GUARD CBMH 102 72" DIAMETER IE 952.00 CBMH 103 60" DIAMETER PLACE 4.4 CY CBMH 104 (PLUG) IE 953.NE RIPRAP CL. III CBMH 105 C .MH 123 18" RCP FES W/ - IE 953.11-15"SW 6"PLUG '1 TRASH GUARD RE 959.43 IE 955.06-15" NE IE 950.50 20'-15" HDPE @ 0.50% PLACE 4.4 CY 24" X 36" RIPRAP CL. III CB 109 32'-18" RCP - RE 957.03 CL.5 @ 0.70% IE 955.06-15"SE IE 951.46-18" NE 8" G.V. 48" DIAMETER I I & BOX _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. CBMH 121 48" DIAMETER R -3067 -VB IE 946.52 LOT 3 RE 958.33 (PLUG) 48" DIAMETER 20'-15' HDPE @ 0.50% CB 114 1 IE 950.72-18" NE CB 115 24" X 36" R -3067 -VB -<-- -_-_-________- ---- =L7 =-' _\_�_ =�F= Fi- a- --- ----- r--� IE 952.99-15"NW IE 955.16 (PLUG) FUTURE IE 952.99-15" SW - IE 946.72 -SUMP 8"Xb"TEE W/ 6" G.V. .TEE 374'-8" PVC @0.40% I 8"X6"WYE IE 945.05 - - - - - - - 1- - - - - - - � � I I I I I I I I I I I I � � I I I I I I I I I I I I � � I I I I I I I I I I I I I j I I I I I I I I I I I � I 1 I 1 0 INTERSTATE 94 LOT 7 = 23'-6" PVC @ 2.0% - IE 946.04 (PLUG) - SMH 3 RE 958.20 - IE 945.48-8" NW IE 945.58-8"SE IE 945.58-6" NE STMH 133 22'-15" HDPE @ 0.50% RE 958.15 IE 945.58-6" SW IE 951.65 (PLUG) IE 953.70-18" SW IE 953.70-18" NW LF, 6" PLUG -\ /'56'-18"R�, --Y -LZ-&"BOX ---- ----- \'1 CL.5 @ -3.03% -1 - - - - - - - - - 1 - - - - - - 11 I ^ I -I --- I- I I I e"Pvcc9oo I ---I--- I ----I I- -i - (-tA114 .......................... ------------------------ -- - V I Iv1 .. '-71S.DPE I I- 8"PVC C900 -- 30'-15" HDPE @ 0.40% SMH 1 - RE 960.20 IE 942.75-8" SW IE 942 85-8"N 20'-6" PVC @ 2.0% IE 943.25 (PLUG) -8"- 45* BEND CONNECT TO EX. 8" DIP WM WITH 8" G.V. & BOX AND 45" BENDS (FIELD VERIFY) 1 FUTURE BUILDING FIFE = ±961.0 STMH 132 RE 959.00 n @ 0.50% NEENAH CASTING OR EQUAL 47'-6" PVC @ 2.0% `CBMH 125 72" DIAMETER I 8" PVC C900 CBMH 102 72" DIAMETER IE 946.07 RE 958.33 CBMH 103 60" DIAMETER R -3067 -VB CBMH 104 (PLUG) IE 953.NE 30'-18" HDPE CBMH 105 C .MH 123 I IE 953.11-15"SW 6"PLUG '1 R -3067 -VB RE 959.43 IE 955.06-15" NE LOT 5 20'-15" HDPE @ 0.50% 6"PLUG 24" X 36" IE 955.06-15" NW CB 109 IE 953.21 (PLUG) RE 957.03 IE 955.06-15"SE IE 951.46-18" NE 8" G.V. 48" DIAMETER I I & BOX _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. 1 48" DIAMETER R -3067 -VB IE 946.52 LOT 3 84'-15" HDPE (PLUG) 48" DIAMETER 20'-15' HDPE @ 0.50% CB 114 1 R -3067 -VB CB 115 24" X 36" R -3067 -VB -<-- -_-_-________- ---- =L7 =-' _\_�_ =�F= Fi- a- --- ----- r--� IE 955.16 (PLUG) FUTURE - BUILDING LOT 4 \ FIFE = ±961.5 \ 8" - 45" BEND / 224'-18• HDPE - \ \ \ \ 0 25 50 100 @0.40% SMH 1 - RE 960.20 IE 942.75-8" SW IE 942 85-8"N 20'-6" PVC @ 2.0% IE 943.25 (PLUG) -8"- 45* BEND CONNECT TO EX. 8" DIP WM WITH 8" G.V. & BOX AND 45" BENDS (FIELD VERIFY) 1 FUTURE BUILDING FIFE = ±961.0 STMH 132 RE 959.00 FUTURE BUILDING FIFE = ±960. 15'-15" HDPE @ 0.50% IE 952.12 (PLUG) CBMH 106 RE 956.43 IE 952.05-15" NE IE 952.05-15"SE 5 42'-15" HDPE @ 0.50% / CBMH 107 RE 956.63 IE 952.26-15" NW CONSTRUCT STMH IE 952.80-18" NW IE 952.43-15" SE OVER EX. 18" RCP STM IE 952.80-18" NE REPLACE CASTING SWR& CONNECT W/ NEENAH R-3205 STMH 131 ^ ^ RE 960.00 38'-18" HDPE EX. IE 952.58-18" SW @0.40% PR. IE 952.65-18' SE a(FIELD VERIFY) < ------------------ - IE 942.85-6"E-- -�grp L- �1_ 1�------------------ I -;I ro ^ 5'-8"PVC 1.00% I ------- - -- ---- "--r--�--r--",a - "r- - - ro -"ro �,ro "ro @ NI " .Shc ° -----"--ro --------�-a------m-----"m----"ro -------------- - -- "m - -----�---------Jr---i--------------------------"----_- ---------- ° --- --\ m r r ro ro --___ _____________________1 _---- -------------- - - - - - - - - - - - - ------ -�----�----------- ----- ----- - CONNECT TO EX. - _ _______ ___________________ 8" PVC SAN SWR. v - r ----pro EX. IE ±942.7 - .n v (FIELD VERIF`� I I � _ __ I _ ___________________________________________________ ____________________________________________________________________________ ______________ e__________________________________________________k____________________ i =956.8 V 1 t I I I I I I I I I I I I I n�' =9sza I I I I I I z�IP I I I - ftIm_)=9. 1 I' Inv(N)=951.1 ilnv(5)=952.3 �Inv(5)=950.9 RIm=95].6 V� 1_21" RCP V - 2T 30" RCP >---»-->>--->>--->>--->>---->>--->�--- >-- »---»--->. --- -- -- -- -- -- -- -- -- - D - V1 RIm=956.6 10" PVC �j�l�Jl`Inv=941.9 -<---<---<---<---<---<---<---<---<---<---<---<---<- Y <---<---<---<---<----<---<---<-- Sy>-`���-<---<---<--- --- --- --- -- --- ------<--I--T-<---<---<---<---<---<---<---<---<--'E-- S <---<---<---<---` /, 21 RCP ->Y- RIm=956.3 - - >-> » D Inv 943.0 1 t------------------------ `'III_1------------------------ ------ =________-__ __-__-__- -__ -- Rim=956.1 R-957.4 ---- )=949.7 [IvN)=950.7 Nj)==99523 481 Inv(5)=953.4 [nv(5)=952.7 I i STORM SEWER SCHEDULE STRUCTURE NO. SIZE NEENAH CASTING OR EQUAL CBMH 101 72" DIAMETER I 8" PVC C900 CBMH 102 72" DIAMETER R -3067-V CBMH 103 60" DIAMETER R -3067 -VB CBMH 104 8"x6" 30'-18" HDPE CBMH 105 CROSS @ 0.30% CBMH 106 6" G.V. R -3067 -VB CBMH 107 & BOX R -3067 -VB 6"PLUG 24" X 36" CBMH 105 CB 109 24" X 36" RE 957.03 s-------------------------------------------------"-- IE 951.46-18" NE 8" G.V. 48" DIAMETER IE 951.63-15" SW & BOX _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. 47'-6" PVC @ 2.0% 48" DIAMETER R -3067 -VB IE 946.52 LOT 3 84'-15" HDPE (PLUG) 48" DIAMETER @ 0.50% FUTURE BUILDING FIFE = ±960. 15'-15" HDPE @ 0.50% IE 952.12 (PLUG) CBMH 106 RE 956.43 IE 952.05-15" NE IE 952.05-15"SE 5 42'-15" HDPE @ 0.50% / CBMH 107 RE 956.63 IE 952.26-15" NW CONSTRUCT STMH IE 952.80-18" NW IE 952.43-15" SE OVER EX. 18" RCP STM IE 952.80-18" NE REPLACE CASTING SWR& CONNECT W/ NEENAH R-3205 STMH 131 ^ ^ RE 960.00 38'-18" HDPE EX. IE 952.58-18" SW @0.40% PR. IE 952.65-18' SE a(FIELD VERIFY) < ------------------ - IE 942.85-6"E-- -�grp L- �1_ 1�------------------ I -;I ro ^ 5'-8"PVC 1.00% I ------- - -- ---- "--r--�--r--",a - "r- - - ro -"ro �,ro "ro @ NI " .Shc ° -----"--ro --------�-a------m-----"m----"ro -------------- - -- "m - -----�---------Jr---i--------------------------"----_- ---------- ° --- --\ m r r ro ro --___ _____________________1 _---- -------------- - - - - - - - - - - - - ------ -�----�----------- ----- ----- - CONNECT TO EX. - _ _______ ___________________ 8" PVC SAN SWR. v - r ----pro EX. IE ±942.7 - .n v (FIELD VERIF`� I I � _ __ I _ ___________________________________________________ ____________________________________________________________________________ ______________ e__________________________________________________k____________________ i =956.8 V 1 t I I I I I I I I I I I I I n�' =9sza I I I I I I z�IP I I I - ftIm_)=9. 1 I' Inv(N)=951.1 ilnv(5)=952.3 �Inv(5)=950.9 RIm=95].6 V� 1_21" RCP V - 2T 30" RCP >---»-->>--->>--->>--->>---->>--->�--- >-- »---»--->. --- -- -- -- -- -- -- -- -- - D - V1 RIm=956.6 10" PVC �j�l�Jl`Inv=941.9 -<---<---<---<---<---<---<---<---<---<---<---<---<- Y <---<---<---<---<----<---<---<-- Sy>-`���-<---<---<--- --- --- --- -- --- ------<--I--T-<---<---<---<---<---<---<---<---<--'E-- S <---<---<---<---` /, 21 RCP ->Y- RIm=956.3 - - >-> » D Inv 943.0 1 t------------------------ `'III_1------------------------ ------ =________-__ __-__-__- -__ -- Rim=956.1 R-957.4 ---- )=949.7 [IvN)=950.7 Nj)==99523 481 Inv(5)=953.4 [nv(5)=952.7 I i STORM SEWER SCHEDULE STRUCTURE NO. SIZE NEENAH CASTING OR EQUAL CBMH 101 72" DIAMETER R -3067 -VB CBMH 102 72" DIAMETER R -3067-V CBMH 103 60" DIAMETER R -3067 -VB CBMH 104 48" DIAMETER R -3067 -VB CBMH 105 48" DIAMETER R -3067 -VB CBMH 106 48" DIAMETER R -3067 -VB CBMH 107 48" DIAMETER R -3067 -VB CB 108 24" X 36" R -3067 -VB CB 109 24" X 36" R -3067 -VB s-------------------------------------------------"-- _I _____ _ zv- _j_==----fi-=---I-----� _3 CBMH 110 48" DIAMETER R-4342 -_-_ _ _ __________� ° c _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. CBMH 111 48" DIAMETER R -3067 -VB CBMH 112 48" DIAMETER R-2573* CBMH 113 48" DIAMETER R -3067 -VB CB 114 24" X 36" R -3067 -VB CB 115 24" X 36" R -3067 -VB N 0 STRUCTURE NO. SIZE NEENAH CASTING OR EQUAL CBMH 121 48" DIAMETER R -3067-V CBMH 122 48" DIAMETER R -3067-V CBMH 123 48" DIAMETER R -3067 -VB CBMH 124 48" DIAMETER R -3067 -VB CBMH 125 48" DIAMETER R -3067-V a -------__ a�- CBMH 113 ______________ RE 955.93.____. r "ro - - CB 114 __----------- - RE 956.03 _=22=-- _-_- 3 � 4 __ _u � STMH 131 48" DIAMETER R-1642 STMH 132 48" DIAMETER R-1642 STMH 133 48" DIAMETER R-1642 LEGEND EXISTING PROPOSED --- --- PROPERTY LINE ----------- ----------- EASEMENT LINE IF , BITUMINOUS PAVEMENT �• CONCRETE PAVEMENT ______________________ CURB LINE ---------------------- --->--->--->--->- SANITARY SEWER ----------I- WATER MAIN -- -- » - STORM SEWER ue UNDERGROUND ELECTRIC Ug UNDERGROUND GAS ufO UNDERGROUND FIBER ON OVERHEAD UTILITY SEE SURVEY 0 SANITARY MANHOLE T I ® 0 STORM CATCH BASIN I T 0 STORM MANHOLE I ® STORM FLARED END SECTION `, t � ���-�---I------------- �� HYDRANT ------------ ----------------------------------- \ O?\\ \ \ N GATE VALVE -------------------------------------------------- \ a, \ \ T SEE SURVEY OTHER SYMBOLS � I FUTURE \\ ` \'\ \ \ y \ \ \ BENCHMARK BUILDING \ \ \ FFE - ±960.0 LL) \ \ MINNESOTA DEPARTMENT OF TRANSPORTATION \� GSID STATION #85903, NAMED 8680 BE \� ;y ELEVATION: 969.17 (NAVD 88) a \ aJ \ Lor s\\\ \ \ \Q '?0\ \ \ UTILITY PLAN NOTES 1. SANITARY SEWER, WATER MAIN, AND STORM SEWER CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF THE CITY'S CBMH 104 \ \ \ `\ \ STANDARD DETAIL SPECIFICATIONS AND THE MINNESOTA PLUMBING E 957.03 IE 951.04-24"SE CODE. IE 951.37-18"SW IE 951.54-15" N \(7�)\ ` CBMH .73 1\ \ \ \ 2. A MINIMUM OF 7.5 FEET OF COVER SHALL BE REQUIRED FOR ALL WATER CBMH \ RE 956.73 \ 23'-6"PVC@2.0% RE 956.123 IE 950.06-30"S \\;\� \ \� MAIN AND FORCEMAIN. IE 946.78 PUBLIC DRAINAGE & \ IE 950.06-30" NW z, \ UTILITY EASEMENT FOR IE 950.29-30" SE \ e \ \ \ PLUG 950 63 IE 952.32-6"SW \ PUBLIC SANITARY SEWER \ 22'-18" HDPE @IPLUI \ IE 952.08-15"SW SMH 3 \ . 8"X6"WYE AND WATER MAIN IE 951.06 (PLUG) ?u \ \ 3. FIRE HYDRANTS AND GATE VALVES SHALL BE IN ACCORDANCE WITH THE IE 946.24 IE 950.96-18"NE RE 956.82 \ ` \ \ IE 947.12-8"NW \\ \ \ CITY'S REQUIREMENTS. 1 IE 941224' SW \ $ \ h \ 206'-24"HDPE \ \ e �4� °PLUG @0.20% 116'-30"HOPE \ \ \� 4. A MINIMUM OF 2.0 FEET OF VERTICAL SEPARATION SHALL BE REQUIRED 8"xa"wvE 38 @0.40% a" - as° @o.zo% \ \ FOR ALL UTILITY CROSSINGS. _ BENDS IE 946.56 69'-30" HOPE @0.20% \ \, 5. DE (PVC) PI IR -- -- -- ----------- ------ - ______ _ __ \ \ USE SOLID -CORE, PE FOR 84'-4"PVC CBMH io1 \ L \ DESIGNATED PVC STORM SEWER AND SANITARY SEWER WITH APPROVED -c --< < @z.o% \ RE 956.13 FITTINGS UNLESS OTHERWISE NOTED. ° \ IE 949.92-30" S \ -- 15'-6" PVC @ 2.0% , \ ` IE 949.92-30" N G I I I e' PVc C900 I I I I IE 952.32 , ~J� \ ` IE 952.13-6"NW ' \\ ° , IE 945.92 -SUMP 6. PVC PIPE DESIGNATED AS PVC SCHEDULE 40, SHALL MEET THE - - - - - - - - - - - - - - - - - - - A- - - - - - - - - - - - _ -�I 34'-6"PVC@2.0% \\ REQUIREMENTS OF ASTM D2665 FOR SCHEDULE 40. 31'-3@0.2 '\ r\ \ \ CL.3 @ 0.25% m � PROPOSED �" \ _ ���\ \ \ \ 7. ALL ROOF DRAIN DOWNSPOUT CONNECTIONS SHALL BE PVC SCHEDULE 40. 61'-4'PVC 30'-15'HDPE 6 j BUILDING @ 4.0% @ 0.50% a CB 109 FFE = 958.0 8. ALL WATER MAIN WORK AND TESTING SHALL BE COORDINATED WITH THE 8" X b" TEE W/ m \ 30" RCP FES W/ \ 6" G.V. &BOX RE 956.23 25'-6" PVC @ 2.0% TRASH GUARD "a r\ \, \ i n IE 952.23-12"NE � ► IE 952.07 ^\\ \\ &SHEET PILING �\ CITY'S PUBLIC WORKS DEPARTMENT. CB 115 CLEANOUT 50'-4"PVC A I \ IE 949.85 CB 108 CLEANOUT RE 955.93 951.94 SCH.40 @ 2.0% ( \ \ PLACE 9.9 CV IE 950.50 RIPRAP ' \`o \ \ 9. ALL WATER MAIN MUST HAVE A CONDUCTIVITY TEST, HYDROSTATIC TEST, RE 956.53 IE 951.93-12" SW _ / r / \ \ ` \ \ '� .I \ I IE 952.53-12"NW • 2T-6"PVC@2.0% a 96'-8"PVC' - \ \ \ \`;, \ / \ AND BACTERIA TEST BEFORE THE PROJECT IS COMPLETE AND TURNED ON. IE 952.75-B' S HYDRANT W/ G.V. SCH.40 / \ 1 IE 953.52 8" X 6" TEE \ut`, `.+\ 21'-12"HDPE @ 1.0% ' 43'-4" PVC 35'-6" PVC \ \ \ \ t ~ 15'-6" DIP CL.52 �p \ ice �� \ @0.50% CLEANOUT ► @z.0% J 3 @2.0% \ \ 10. FINAL BUILDING UTILITY SERVICES AND DOWNSPOUT LOCATIONS SHALL BE 86'-12"PVC 948.90 - IE 952.83 \ \, , ��, \ \ VERIFIED WITH ARCHITECTURAL AND PLUMBING PLANS. 1 SCH.40 @ 0.50% < o - 4 / \ \\ ' ��T %\ g589 l? �\ \ \\ • 1-1- 1-1 I�I / \ \ \ Snv lE\%-q50 L 0 T 1 / / \ \ �`. � � le;-,= ``� \ 11. LOCATING WIRES SHALL BE INSTALLED ON ALL NON-CONDUCTIVE STORM 2"COPPER DOMESTIC \ \ �,\ \L \ \ \\ SEWER, SANITARY SEWER, AND WATER LINES IN ACCORDANCE WITH THE 4 3 2 I -I-1 1 / WATER SERVICE W/ CORP. s' Rc 3 1.5" COPPER DOMESTIC \ \ 9511 WATER SERVICE W/ CORP. CLEANOUT / STOP &CURB STOP \ \ �\`•_--,ac MINNESOTA RURAL WATER ASSOCIATION (MRWA) TRACE WIRE 43'-4" PVC 949.76 / \ �`. \ I� - SCH.40 @ 2.0% STOP &CURB STOP » > >> / \ a E, d \ \ » \ b I J \ SPECIFICATION GUIDE AND DETAILS. 15" RCP FES W/ o / l\ ��, I y I e • ° IE 950.14 e. CBMH 112 �� TRASH GUARD PROPOSED RE 955.95 P E29Cv / \ '\ \ ---i' Jy \ i 12. INSTALL METER BOX FRAME AND SOLID LID (NEENAH R -1914-A, OR 4 IE 951.16-12" SE / I I BUILDING RIPRAP CL. III i \ ° IE 951.16-12"SW / \ r �� J9 FIFE = 958.0 4 IE 951.67-12"NE - SCH. 2"@VC A \ y\ 1 APPROVED EQUAL) OVER ALL CLEANOUTS. SCH.40 0.60% / \ LOWER RIM 70952.8. / / d? 60'-8" PVC 9 q'1 12"X8"WYE / INSTALL R-4342 CASTING. \Jy \ '\ \ 13. ALL WORK WITHIN THE ADJACENT STREET RIGHTS OF WAY MUST BE IE 950.82 / (CBMH 110) / �" \,% \ < \ / 24'-15" RCP COORDINATED WITH AND APPROVED BY THE CITY PUBLIC WORKS /� � \ �z�Nl,' / \ �A� / ' \J / �\ \ ° e 1'-12'HDPE _ / CLs@0.40% 02 , \l, '\ \ \ y v` - DEPARTMENT. @0.50% 1 CBMH 111 _-- �� gjk\- \ i -::' \\ \\J ?�' CLEANOUT c o RE 956.33 IE 953.35 IE 950.29-15"SE / - �° -o\/ J LOT 2 I p I IE 950.46-12"NW a IE 946.29 -SUMP '2`'2°050% _- __ \ KEYNOTES 15'-6"PVC @2.0% 4 @ _ - -'j "q5 ae \ J IE 953.75 I PUBLIC DRAINAGE& _ ,/ %'pca Know what's below. Call before you dig. m:�i 1`O um)U Lo 0 Z O o0 Z 00 Y U O � W - W U0 ~ N N N Z p O c'y) Z r - of N W > U0 0 J W oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 m N co W Q 0 W cn cn U) Q UTILITY EASEMENT FOR J. -_-_ --PUBLIC WATER MAIN J. - Lii LLI - - - "°- - - _ u1 -u uro - -._ -�:., °m o� -- / -'_ -= OE -=-_ CONNECT TO EX. __-- ___- ,___-- _ ° �\� ,__ ur° ufo -�' i� - WITH 1. PRECAST GRAVITY GREASE INTERCEPTOR. ELEVATIONS OF GREASE O - --- --------------- t B�� DIP WM m rol 8"G.V.&BOX -----(FIELD VERIFY ------ TRAP AND PIPING TO BE CONFIRMED AT TIME OF CONSTRUCTION. a -------__ a�- CBMH 113 ______________ RE 955.93.____. r "ro - - CB 114 __----------- - RE 956.03 _=22=-- _-_- 3 � 4 __ _u � J ��' 7 a __•. f= \_� / J \ '% i \ 2 ELE TRI ERVI E AND METER L ATI N e __ IE 951.67-12" NE _ ____- Inv(5)=949.6 ___ Rim =954.] ------a ____= IE 952.03-12 NW -954.7 N =q _--_= _-____-�- ° RIm =v ====a- l _-_=_"%\ ' A \ > \ 3. 2" GAS SERVICE AND METER LOCATION. ---'--'-- ---_-- IE 951.67-12"SE 60. _9so.z - _= 1 __�___-- Inv 9 =--L. --__- V 2440]-_ s-------------------------------------------------"-- _I _____ _ zv- _j_==----fi-=---I-----� _3 6jy� lls -_-_ _ _ __________� ° c _ \ttnovv 4 TELEPHONE/DATA SERVICE LOCATION. E 3"RCPd RC ��3 _--<---<---<---<---<---<---<---<---<---<---<---<---<---<--- i n� ,q54 0 M-941.2 30" PVC r- N M -4 �_-RIm=956.4 CHELSEA ROAD W Inv(N)=950.9 Inv(E)=945.] -<-- -_-_-________- ---- =L7 =-' _\_�_ =�F= Fi- a- --- ----- r--� - \ \ / \ \ \ \ 0 25 50 100 y / \ < SCALE IN FEET > / / Know what's below. Call before you dig. m:�i 1`O um)U Lo 0 Z O o0 Z 00 Y U O � W - W U0 ~ N N N Z p O c'y) Z r - of N W > U0 0 J W oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 m N co W Q 0 W cn cn U) Q Z J J LLI Lii LLI O LU z_ o Z > m w U z O O LU = r- N M -4 m %6 r--� / i Know what's below. Call before you dig. m:�i 1`O um)U Lo 0 Z O o0 Z 00 Y U O � W - W U0 ~ N N N Z p O c'y) Z r - of N W > U0 0 J W oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 m N co W Q 0 W cn cn U) Q Z J J LLI Lii LLI O LU z_ o Z > m w U z O O LU = r- N M -4 m %6 r--� m W Z O L0 N Ln LLIJ J Z) L0 L6N M L N LLI Ln Z < OW U Q Z Q 0 >LLJ U_ _ LL 0 CD 1 ` SHEET NUMBER C3.1 Q Z J J LLI Lii LLI O LU z_ o J M > m w U z O SHEET NUMBER C3.1 N 0 0 I \ I \ � I - ISI- \\ \ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 15 30 60 I\ \\\SWJISLL/12 ACL \ \\ I I \ 6 \ \ < SCALE IN FEET > FUTURE BUILDING a FUTURE \\ 6 \ \ \ _±961.0 FFE I BUILDING \ \ \ I I I I I FFE _ ±960.0 \ \\ \ \ \\ % \ \ \ I \\ \ \ I I 18" RCP FES W/ I LOT 7 LOT 8 %o TRASH GUARD IE 952.00 \\\\J \ \ \ PLACE 4.4 CY RIPRAP CL. III \ \ \ ° \ \ 18" RCP FES W/ TRASH GUARD I RE 957.03 95 104 RE IE 950.50 I \ \ \ \\ \ PLACE 4.4 CY IE 951.04-24" SE \ \ I " \\ \ s \\ IE 951.37-18SW \\\\ \ \ RIPRAP CL. III \\ CBMH 102 I 23'-6" PVC @ 2.0% IE 951.54-15" N 32' 18" RCP IE 946.04 RE 956.73 6 \ \\ \ \ \ CL.S @ O.70% (PLUG) CBMH 103 \ � w 23'-6" PVC @ 2.0% RE 956.23 \ IE 950.06 30" S \N \ SMH 3 I IE 946.78 PUBLIC DRAINAGE & IE 950.29-30" SE IE 950.06 30" NW y- \ 0\\ \ \\ CBMH 121 UTILITY EASEMENT FOR \ IE 952.32-6" SW \ RE 958.20 (PLUG) PUBLIC SANITARY SEWER 22'-18" HDPE 0.50% IE 950.63-24" NW RE 958.33 I IE 945.48-8" NW @ IE 952.08-15" SW SMH 3 ' \N IE 950.72 18" NEJ8" X 6" WYE IE 951.06 (PLUG) I IE 945.58-8" SE AND WATER MAIN RE 956.82 IE 952.99-15" NW IE 945.58 6" NE IE 946.24 IE 947.12 8" NW \ IE 950.96-18" NE IE 952.99-15" SW STMH 133 22'-15" HDPE @ 0.50%° IE 945.58-6" SW IE 947.22-4" SW \ \\ \ IE 946.72 -SUMP J RE 958.15 IE 951.65 (PLUG) 206' 24" HDPE IE 953.70-18" SW 6" PLUG @ 0.20% IE 953.70-18' NW 116'-30" HDPE 8" X 6" TEE W/ ° 6' PLUG 6" G.V. & BOX I ^ I 385' 8" PVC g" - 45° @ 0.20% �, I 8" X 4" WYE 0.40% BENDS \ \� 8" X 6" WYE 56'-1 8" RCP 6" G.V. IE 946.56 @ ° a ° 69'-30" HDPE CL.5 3.03 /° &BOX ° - - \ @ O.20% \A IE 945.05 @ - \ \ V• 84'-4" PVC �� CBMH 101 < < < < < < < < @ 2.0% ^t \ RE 956.13 o IE 949.92-30" S 15'-6" PVC @ 2.0% , o / ° ° \ IE 949.92-30" N 6 yo d I I I I 8" PVC 9900 I I I I I I 8" PVC C900 I I I I I I 8" PVC C9O0 I I I I IE 952.32 \ IE 952.13-6" NW IE 945.92 -SUMP ° ° B 34'-6" PVC @ 2.0% � � \ 31'-30" RCP o\ - ® ® \ \ ° IE 953.00 \ \ CL.3 @ 0.25% \ �\ \ Av A o 0 ° , ° PROPOSED .� s° 30'-15" HDPE 8 X 6 30'-18' HDPE> @ 0.40% 6" G.V. CROSS @ 0.30% i 81'-@4" PVC F30'-1@'0.50 E ti > A °° BUILDING \ \ \\\\\ ° \ \ & BOX ° 4.0% Do x FFE = 958.0 \ v vv \ 8" X 6" TEE W/ -- CB 109 30" RCP FES W/ 6" PL 47'-6" PVC @ 2.0% CBMH 125 IE 946.07 RE 958.33 8" G.V. UG CBMH 105 RE 957.03 IE 951.46-18" NE I. A. 6" G.V. & BOX RE 956.23 +0 25'-6" PVC @ 2.0% ° \ TRASH GUARD IE 952.23-12" NE IE 952.07 s \ & SHEET PILING CB 115 CLEANOUT 50'-4" PVC J \ IE 949.85 CLEANOUT 1 J \ CB 108 RE 955.93 951.94 SCH.4O @ 2.0 /° \ PLACE 9.9 CY \ \ J\ \ 949'97 IE 950.50 \ RIPRAP CL. IV \ \\\\ (PLUG) IE 953.11-15 NE &BOX IE 951.63-15 SW RE 956.53 i IE 951.93-12" SW I \ IE 952.53-12" NW 96'-8" PVC \ v 6' PLUG IE 953.11-15" SW n 27-6" PVC @ 2.0% ° ° � + ° ° ° � � o ° 4T-6" PVC @ 2.0% IE 952.75-8' S 20'-15" HDPE 0.50% ° IE 953.52 HYDRANT W/ G.V. SCH.4O « ° 2 ° J IE 953.21 (PLUG) IE 946.52 L 0 T 3 84'-15" HDPE 21'-12" HDPE I 8" X 6' TEE @ 1.0% + ° ° °° ` 43'-4" PVC °_ 35'-6" PVC @ 0.50%16-6" (PLUG) @ 0.50°i° ° DIP CL.52 @ 2.0% @ 20°i°o CLEANOUT ! 0 3 . 83 86'-12" PVC 948.90 IE 952. k • 1 SCH.40 @ 0.50% _ o - 4 \ \ \ \ 3 \ \\\ /9 $y� Z L / �ISEI()<P. 1r \ I �\ ail 9 <P. LL / L 0 T 1 / \ ° ° I I I I I I I °° � � \ \ \\� \\ l SZ�J// 15'-15" HDPE @ 0.50% n ° 2" COPPER DOMESTIC \ \ t L , I -I " WATER SERVICE W/ CORP. \ \ \15o R-Cp L 3 \ L 0 T 4 IE 952.12 (PLUG) 4 3 2 1.5" COPPER DOMESTIC I I 1 / STOP & CURB STOP WATER SERVICE W/ CORP. n 43'-4" PVC - 949.76CLEAN0UT \ \ C \ 1\ \ I \ R ° ° STOP &CURB STOP » >> » 224'-18" HDPE CBMH 106 SCH.40 @ 2.14 - > 15" RCP FES W/ @ 0.40% RE 956.43 IE 950.14 / TRASH GUARD FUTURE IE 952.05-15"NE a° ° CBMH .95 IE 950.20 / n ° >° RE 955.95 � I J IE 952.05-15" SE PROPOSED IE 951.16 12" SE RIPRAP CL. III \ BUILDING BUILDING IE 9 51.16 12 SW �I /� PLACE 2.9 CY FUTURE FFE _ ±960.5 / °� - 117'-12" PVC BUILDING 42'-15" HDPE I R ° FFE = 958.0 ; IE 951.67-12" NE SCH.4O @ 0.60% @ 0.50% ° LOWER RIM TO 952.8. 5a.2 rr� r \ �I' 60'-8" PVC ° n 9 s r E FFE _ ±961.0 ° 12" X 8" WYE / INSTALL R-43 2 CASTING) / �/ a$ r r o r \ \ $ IE 950.82 / \ire 9 r CBMH 107 p 1� 24' 15" RCP / / \ ,� ED r rX \ RE 956.63 °102'-12" HDPE ° CL.5 @ 0.40% d r \ \\ \ / \\ 2 ON? \i\ STMH 132 IE 952.26-15" NW 6 m - �\ RE 959.00 @ 0.50% c CBMH 111 / °° w\ c / / / / CONSTRUCT STMH IE 952.80-18" NW IE 952.43 15" SE ° CLEANOUT RE 956.33 �\\/ OVER EX. 18" RCP STM IE 952.80 18" NE REPLACE CASTING IE 953.35 v / W/ NEENAH R 3205 \ V IE 950.29-15" SE SWR & CONNECT L 0 T 2 a / IE 950.46-12" NW o J x /so \\ / /\/ \J �I IE 946.29 -SUMP STMH 131 /\ 72'-12" HDPE / RE 960.00 38' 18"0.40°E / Y \ 15'-6" PVC @ 2.0°i° @ 0.50°i° __ -- -- IE ,9 EX. IE 952.58-18"SW �° ° IE 953.75 I PUBLIC DRAINAGE _ -- _ j e° / E� �lNl`9aa�\� ,!-______-�\ J \ PR. IE 952.65-18" SE UTILITY EASEMENT FOR U ° °� Zwl5r v\ (FIELD VERIFY) I - _ - - PUBLIC WATER MAIN --' f° / / \/ %� d�.� \ice a / a ,;_ ' /77 >>� __ / ,-- --=fi\ „__ \///i� a - =°I CONNECT TO EX. ----- '¢o =__% ��� a \� a , -' /77 fa F oto afa uSo- ufn- ufo�fo ufo - ��o u o u ufo ufo ufo u o u-ffo �_u, ufo u o ufo .. f -:r --fo �afo cr#a =Taff u -fa ufo -�-Y ufo ufo - - __ ufo ufo -- _- ° ' i 8" DIP WM WITH -� - ° - - ° / u{- a \ a / y �° 7/ �I 8"G.V.&BOX al ---- --- _- / u{ \/7 / v ---t- (FIELD VERIFY) __-�I- _____ _ - ===a a a / °_- ,7-7 --- UI T _--------------- �/ _ U _-_-�' 4 ' ° // / ---------- ° - P _ - - --------I- _-_-- - - 4------------------uc--- ufo ufo ufo ufo -ufo a-ufa-- C ufo ufo _ ufo ufo da ///- /�L --- o ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo_ �- ufo ufo ufo= vfs ufio =�afo- - �.fe --zrf� _ _-� -- / ---- v CBMH 113 CB 114 _-------- - is �_� _ \a�� / ------------------------ V V -------- --- RE 956.03 -- ----- ' -- a nv(W)4.8 6 - - a __ 4 7 _949.9 a _v ------------- a- o a ------- RE 955.93 ____-- Rim=954.7 w Inv(S)=949. a a `1 -' / f \ K U 4 Q o / ________-----------------------------_ �____________--------- ° _______ -. IE 951.67-12" NE ____ IE 952.03 12" NW Rim=954.7 Inv(N)=950.2 a a \ 77 -------- _950.2 -+ ___�_'- a Rim=956.8 IE 951.67-12" SE Inv=950.3 `\ _ I Rim=955.6 I-----I-----I-----I-----I-----I-- I-----I-----{nv(W)=950-1-I------ -�_ N====i - �, / 24"DIP _ / 7 p Rm g555 0 ---I-----I-----I --I- IlTnvzTVr931.�I-----I-----I-----I-----I--- I -----I-- I----�IInvN)=951.3 _ -- -�- -- aiZ�- - -____ -- ��7 /\ M=94a- Inv(S)=952.3 _ V Inv(5 =951.2 _---___-- V I/ aI--- I-----I-� / v - Rim=957.6 I Inv(S)=951.2 --------------- a V _ R /7 n (E).9 0'a / V� 21" RCP I V 4 ° a / - i / I Inv(5)'g49 i 30" RCP I ------------------- a ° a i-7 / �G- 27" RCP __ �---a------------- a 33JRCP -- / D -->>--->>---» D -- - >--->>--->>--->>---»---»-- »- -»- »---»--->> DD->>--->>---»�--»---»- �» 4--> ---»---»---»---»---»---»---»-e s _ p - _-- �L --\ __ ___- _,�_ _ 7 V I `l �a - - - - -ii- -»- - - 36"RCP >- - -»- - -> -------------------------------_- ----- \> - » > >� -�_________-=�----------------------------------------- n / G r -n r n / V ya9 Rim A \ I/ .\m�9 as 0 \ Inv=941.2 --- --- --- - - ----<---<---<---<---<---<---<- S <---<---<---<---<-<---<---<---<---<--<---<---<---<---<---<---<---<---<---<---<---<- ��C 10" PVC fi \ I- t \ 10° PVC A Rim=956.3 / Inv=943.0pvc I 1 fi -=-I - \Rim=956.4 I I / Inv(N)=950.9 I I CHELSEA ROAD W _moi / - ue ue ue a ue ue ue ue � ue ue ue ue ue ue ue ue1 uj Inv(E)=945.7 ue ue Inv(S)=951.1 I \ � G. � V A �/ --Rim=957.4 I \ \ \ \ Inv(N)=952.3 I I \ \ w - 20 Lo � N N OO zr- = N Lu >� ON J �w 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 NAME: JOSEPH T RADACH PE SIGNATURE: DATE: 01/08/24 LIC #: 45889 N 00 0 0 Q w N 0 �z M c� o Lo U z N z U z0 2� W -0 O a Cz 00 LL U U w - 20 Lo � N N OO zr- = N Lu >� ON J �w 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 NAME: JOSEPH T RADACH PE SIGNATURE: DATE: 01/08/24 LIC #: 45889 N 00 0 0 Q w N 0 z O Lu = N M 'zi Ln "o r-: Lu z O �40' y D II I Ln N L0 Lu H N Cfi LLI LLJI U z Q LL_ CD Lf) M lzt L0 L0 z <I z 0 Lu SHEET NUMBER C3.2 O 0 Lu z z 0 J J Lu _U F_ z O ►] 0 15 30 60 < SCALE IN FEET > r - i 1 ❑E 1 23'-6" PVC @ 2.0% IE 944.44 LOT 6 18" RCP FES W/ - TRASH GUARD IE 952.00 PLACE 4.4 CY RIPRAP CL. III 18" RCP FES W/ - TRASH GUARD IE 950.50 PLACE 4.4 CY RIPRAP CL. III 32'-18" RCP - R L I I , I , I , I , I , I , I , I , I , I , I , I , I , I , I , I I 0 23'-6" IE 941_ FUTURE BUILDING FFE = ±961.0 L� Fil LOT 7 R CBMH 104 RE 957.03 IE 951.04-24" SE IE 951.37-18" SW IE 951.54-15" N 00 LL U w - �Lo � N N OO Z cy) rll� � N >L0� E) ON J �w 00� r IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o -e I - DATE: 01/08/24 LIC #: 45889 �z M o (PLUG) - uMj U CL.S @ 0.70% N z Z U ' i 2 CBMH 105 nw 0 oz (PLUG) 00 LL U w - �Lo � N N OO Z cy) rll� � N >L0� E) ON J �w 00� r IHEREBY 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 NAME: JOSEPH T RADACH PE SIGNATURE: o -e I - DATE: 01/08/24 LIC #: 45889 8" X 8" 114'-15" HDPE 6" PL CROSS � ° @ 0.50% 47'-6" PVC @ 2.0% CBMH 125 RE 958.33 v IE 946.07 8" G.V. UG 1 (PLUG) CL.S @ 0.70% 1 i CBMH 105 (PLUG) RE 957.03 -- CBMH 103 IE 951.46-18" NE 1 1 1 23'-6" PVC 2.0% @ RE 956.23 1 I SMH 3 1 IE 946.78 PUBLIC DRAINAGE & IE 950.29-30" SE r CBMH 121 RE 958.20 (PLUG) UTILITY EASEMENT FOR PUBLIC SANITARY SEWER 22'-18" HDPE @ 0.50% IE 950.63-24" NW RE 958.33 IE 945.48-8" NW IE 952.08-15" SW IE 950.72-18" NE I IE 945.58-8" SE 8" X 6" WYE (PLUG) IE 951.06 PLUG IE 950.96 18" NE G IE 952.99-15" NW IE 945.58 6" NE ° IE 946.24 IE 952.99-15" SW STMH 133 IE 945.58-6" SW 22' 15" HDPE @ 0.50 /0 I I 8" X 6" REDUCER PUBLIC DRAINAGE & IE 946.72 -SUMP J RE 958.15 IE 951.65 (PLUG) 206'-24" HDPE & 6" G.V. & BOX UTILITY EASEMENT FOR IE 953.70-18" SW 6" PLUG @ 0.20% m 1 CBMH 122 PUBLIC SANITARY SEWER 8" X 6" TEE W/ IE 953.70-18" NW 1 RE 959.83 AND WATER MAIN 6" G.V. &BOX 1 6" PLUG 1 385'-8" PVC 8" - 45° IE 954.49-15" SE 374' 8" PVC I 1 ^ ^ .� , 8" X 4" WYE 0 @ 0.40% SMH 2 IE 954.49 15" SW 251'-15" HDPE @ 0.40% 8" X 6" WYE 6" W 56' 18" RCP 6" G.V. IE 946.56 N RE 960.65 0 @ 0.60% IE CL.5 @ -3.03% & BOX o IE 943.88-8" SW IE 943.98-8" SE _ _ _ IE 943.98-8" NW < < < < Lu IE 943.98-6" NE Q 22'-8" PVC @ 0.40% I I I I I I I I I 8" PVC C900 I I I I I 8" PVC C900 I I I I I 1 8" PVC C900 1-1 8" PVC C900 IE 944.07 1 04 0 N (PLUG) 4 N 8" PLUG 30'-15" HDPE 0 8" X 6" CROSS 30' 18" HDPE 81'-4" PVC 30'-15" HDPE °° ti v O - 8" G.V. ° � 1 � / @ 0 .40 0 6" G.V. o / @ 0.30 0 1 @ 4.0% @ 0.50% > a & BOX 1 1 & BOX 8" X 6" TEE W/ CB 109 °0 w = � N m � Lo 8" X 8" 114'-15" HDPE 6" PL CROSS � ° @ 0.50% 47'-6" PVC @ 2.0% CBMH 125 RE 958.33 v IE 946.07 8" G.V. UG CBMH 105 RE 957.03 IE 951.46-18" NE n - 6" G.V. & BOX RE 956.23 IE 952.23-12" NE CLEANOUT 1 CB 115 CLEANOUT CB 108 949 97 RE 955.93 951.94 . a ° (PLUG) IE 953.11-15 NE &BOX IE 951.63-15 SW RE 956.53 °° ° ° IE 951.93-12" SW I 157-8" PVC IE 953.11-15' SW IE 952.53-12" NW ° 96'-8" PVC eo CBMH 123 6' PLUG N 27'-6" PVC @ 2.0% @ 0.40% � RE 959.43 1 0 47-6" PVC @ 2.0% IE 952.75-8' S ° HYDRANT W/ G.V. - SCH.40 L 0 T 5 1 20'-15' HDPE @ 0.50 /0 L 0 T 3 84'-15" HDPE i ° IE 953.52 8" X 6" TEE IE 955.06-15" NE IE 946.52 ° @ 1.0% IE 953.21 (PLUG) 21'-12" HDPE N CB 124 1 IE 955.06-15" NW (PLUG) @ 0.50% @ 0.50% ° 15' 6" DIP CL.52 IE 955.06-15" SE CLEANOUT V W 86'-12" PVC 948.90 J RE 959.23 ° 1 0 J = M IE 955.23-15" SE ° � SCH.40 @ 0.50% _ ' 20'-15" HDPE @ 0.50% « I I I I I I IL6 N NLo IE 955.16 (PLUG) FUTURE N W BUILDINGr- I 15'-15" HDPE @ 0.50% "/ o LOT 4 IE 952.12 (PLUG) °° 4 3 2 1.5" COPPER DOMESTIC FFE _ +-961.5 1 1WATER SERVICE W/ CORP. - O W 42'-15" HDPE 1 CBMH 106 ° SCH 40 @ 2.ZVC STOP & CURB STOP » » y U Q - Z_ 8" - 45° BEND 224'-18" HDPE Q in @ 0.40% 0 RE 956.43 ° � IE 950.14 e @ 0.40% FUTURE :77:jIE 952.05-15" NE ° °• CBMH 112 > U- W BUILDING IE 952.05-15" SE PROPOSED RE 955.95 IE 951.16-12" SE 0 p FUTURE FFE - ±960.5 BUILDING IE 951.16-12" SW 1 BUILDING 42'-15" HDPE 1-t° FFE = 958.0 ; IE 951.67-12" NE SMH 2 1 FFE - ±961.0 �' @ 0.50% 60'-8" PVC . RE 960.10 1 \ @ 1.0% Ir Lu IE 943.15-8" S 1 \ \ \ CBMH 107 ° 1� ° B° z IE 943.25-8" NE �G \ 20'-6" PVC @ 2.0% CONNECT TO EX. STMH 132 RE 956.63 m ° 102'-12" HDPE O IE 943.25 IE 952.26-15" NW (PLUG) 8" DIP WM WITH RE 959.00 IE 952.43-15" SE ° @ 0.50% o \ 00 8" G.V. & BOX CONSTRUCT STMH IE 952.80-18" NW CLEANOUT c 76'-8" PVC \ REPLACE CASTING @ 0.40% \ \ 8" - 45° BEND AND 45° BENDS OVER EX. 18" RCP STM IE 952.80-18" NE W/ NEENAH R-3205 IE 953.35 L 0 T 2 C.) (FIELD VERIFY) SWR & CONNECT 1 > 1 STMH 131 72'-12" HDPE PUBLIC DRAINAGE & 1 SMH 1 � 1 RE 960.00 38'-1@ 0.40°E 15'-6" PVC @ 2.0% @ 0.50% UTILITY EASEMENT FOR 1 RE 960.20 8" PVC C900 EX. IE 952.58-18" 52.6518 SW IE 953.75 PUBLIC SANITARY SEWER IE 942.75-8" SW 1 1 PR. IE FIELD RI Y) 1 AND WATER MAIN IE 942.85-8" N d (FIELD VERIFY) a I - - _ _ t < IE 942.85-6" E rtf �I a a _ - - �°� a CONN �y/�� ufo ufo .,"o ufo ufo ufo 0 7 ° ° uio� al ufo u o 5'-$" PVC @ 1 •00% � ufo ufo _ --fo ufo ufa ufo � f� �F_. �-=s i--� ufo ufo ufo ufo f �� �o u o uT ufo ufo ufo uTo u a ufo u o o uf-� ufo �af� �r`<; uf-a -�rif� _ ufa ufo �F ufo ufo $" DIP O "-----Wj--- ----------------- Nv W i0 �"� --- -Lu Rill - - - - - - - - - - - - - - - - V - - - - - - - - - - - - - - - - - - JF 4s .y - _ _ � ° co�I � 8 GV Q 1 � Z -- ------ - - _ v ----- - ---- (F EL[ _ _ _ _ _ _ _ _ J _ - - - - - - __ __-_ _-_-----_I__ _ _ I I __----------------------------------------- ---ifs vo --- n- - - ----------------- -- � p ufo u o --------------------�------ CONNECT TO EX. - --- � - -- -., �- - - �,- -- � "o ___ -- - ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo of ufo - - _UJcn v 8" PVC SAN SWR. T o I yfo 0 0 0 ----_-- T� ° u o- e rt ------------ u� RCP ufo o ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo ufo + ufo ufo u-fo - - - - - - _ � V a CBMH 113 CB 114 ' EX. IE ±942.7 V -------------------- v -------------------------- I -------------- - v ----- o a -------- --- RE 955.93 - RE 956.03 _ � - W >_ I �Q V--------------------- �- Rfm=954.7 ° (FIELD VERIFY) _ - _ IE 951.67-12" NE -_ _ _ IE 952.03-12" NW Rfrn=954.7 lnv(N)=950.2 J I______________________ __ �_______ _________ ____ ___________________ ___�_________________ _ --------------------- - _-_____= __ -__ -��_- --- ----- - --_�_� ---- - -- IE 951.67-12" SE Inv -950.3 _______ In )=950.2 J �y W ___--- 1 Rim=956.8 Rim -955.6 - nv(W)_9501 1 U T -----T ----T ---- -24"DIP - ----- - -- ----- ---� - ----- -----,--I Rim=95�.7 I -----I --I-- I-----I-----I-----I-- IITnv�IVr932.�I----------I-----I----- ---�-I----I-----I-----�I Inv(N)=951.3 I----- ----------,-----,------,-----,-----{--,__��_-� I 4v(S)=950.9 Inv(N)=951.1 IInv(S)=952.3 _ V I Inv(S)=951.2 - - a Rim=957.6 Inv S -950.9 - - - D ��- - ��- - » D - RCP »- - ��- - -��- - -»- - -»- - 11- - -ii- »- - -»- - -» D - -1J- - -��- - -» »- - -»- �i> �>- - -Ji- - -»- - -11- - -��- - -� a 4 Z V - 27" RCP 30" RCP - - - a - - a 3 R - - - -- - I �_-----�-- �a » 3�RCP>�- C - --- - �� O Rim=958.6 »-_ 7 � � V � ��_______ _=�______ �_____= �__ �____________ ___ ___ ----- 10" PVC Inv=941.9 I 30" RCP »- - -»- n4. �\ I / :---<---<---<---<---<---<---<---<---<---<---<-- S<---<---<---<--w<---<---<---�����--<---<--- --- --- --- --- --- -- - ----<---<---<---<---<---<---< S <---<---<---<---<n\---<---<---<---<<---<---<---<---<---<---<---<---<---<---<---<-� A v »- - - 10" Pvc �- t 10° PVC 21" RCP - -»- - 1 /� Rim-956.3 -»---»---»---»---»---»---»---»---»---»---»-->>--->>---»---» D I I Inv=943.0 I I \ I I �/ ---------------------------------------------------------- I ---------- _____________= �=�________�________=�__________--___=______ -- I I -_- --- ---- Rim=956.4 _ Inv(N)=950.9 CHELSEA ROAD W ___ �_____- 1 I ( )=950.9 ------------------------ - I I Inv(E)=945.7 ue ue ue ue ue u� ue ue ue ue ue -� ue ue ue ue ue ue ue ue ue u ue ue ue ue ue ue ue ue ue ue ue uei uj ue ue Inv(S)=951.1 1 \ I SHEET NUMBER --Rim=957.4 I -- Rim=958.1 Inv(N)=952.3 I / �� •� Inv(N)=950.7 _ _ _._ i S95 -960- INSTALL 60- SILT FENCE \�I �� F - - - - - - - - - - - I LOT 6 INSTALL SILT FENCE AFTER BASIN CONSTRUCTION (TYP) , .I I. a a •1 1• a a a •bo°�• a •booq• ;I I; .I 1. •I I• ' •I I� INFILTRATION BASIN 20P BTM EL = 950.5 OUT EL = 953.7 100 YR HWL= 956.7 .hloo'h. I" Do I a •rr..�ga� � � m INTERSTATE 94 960 LOT 7 Sd2 I I I I I I I I I I IIII960 ,t 958 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ,_ - - - - v - - - - - - - - - - - - 60.0 96058.5 60.4 58.9 -- -- -- -- - - - -- -- -- -- -- -- --- -I g60 0.6% \ 0.6% 58.5 g58 0.6% �� r --- --- ---<_,_-T-<---<___<___<_--<---<-__<___<__-<--�-- • _ -� t ------ (TVP) • 1 � • 0�- 60.2 a" 6P.4 1 60.Q (1111602IA 60 • I � I • 1 •1 _ 1 960 -I- _ _ _ °. °. °. °. °. °. °. ° - I- - ue • I I I \ I I I 960 < 59.d .� 9 • 1 I d OL • • l• •_° • 1 : I / • 1 •� I _ I 1 • 1 aV • o1 --- 40 I - 1 I , __-_____________________I________ ch \ \\ • 60.5 \60.1 \ \ i �\ LOT 4 i 1 LOT 3 960 11 FUTURE I BUILDING FU%URE FFE = ±960.5 BU- ±t"11 NG FIFE _ �1.0 LEGEND EXISTING PROPOSED --- --- PROPERTY LINE ----------- ----------- EASEMENT LINE IF , BITUMINOUS PAVEMENT �• CONCRETE PAVEMENT ______________________ CURB LINE ---------------------- --->--->--->--->- SANITARY SEWER ----------I- WATER MAIN -- -- » - STORM SEWER ue UNDERGROUND ELECTRIC Ug UNDERGROUND GAS ufo UNDERGROUND FIBER Chu OVERHEAD UTILITY T SEE SURVEY ° SANITARY MANHOLE I 0 STORM CATCH BASIN I T STORM MANHOLE I ® STORM FLARED END SECTION ----� HYDRANT -. .. -��\\ E \\ \ GATE VALVE ---------------------- \\� \ T SEE SURVEY OTHER SYMBOLS SILT FENCE\ S \\ \ \` 59p \V1 \ \ \ mP) I \ \j� ` \ (I - - 950 - - 960 10' CONTOUR --- 958 --- 958 2' CONTOUR \ g65 b06 00.0 SPOT ELEVATION F;----- x -----;> x (CURB ELEVATIONS ARE TO GUTTER LINE) FUTURE / \ \ \ \ y \ \ BUILDING \ \ \ \ ••••••••••••• SILT FENCE FFE _ ±960.0 RIPRAP 960 J\ \ L O T s BENCHMARK MINNESOTA DEPARTMENT OF TRANSPORTATION GSID STATION #85903, NAMED 8680 BE ELEVATION: 969.17 (NAVD 88) GOVERNING SPECIFICATIONS / °% 1. THE LATEST EDITION OF THE MINNESOTA DEPARTMENT OF $ 56 g58 \•' to \ TRANSPORTATION "STANDARD SPECIFICATIONS FOR CONSTRUCTION" _LL 9 AND THE CITY OF MONTICELLO SPECIFICATIONS. 57.8.0 ` ZG� \ \ \ 2. THE LATEST EDITION OF THE MINNESOTA MANUAL ON UNIFORM -- ------------------------------- -- \ TRAFFIC CONTROL DEVICES (MMUTCD). .2 57. 1 57.2 56.7 56.4 0 6� 56.7 0 57.0 56.9 \\ \ \ ` \ %\ �\ \ \ r,6 _ _ 58.0 - 57.6 7.1 57.1 _ _ ° r, \ \ 5 ses I 5 $ \ \ \ \ ` ZG \ 3. THE LATEST EDITION OF THE CITY ENGINEERS ASSOCIATION OF 9 \ \ \ MINNESOTA (CEAM) STANDARD SPECIFICATIONS. I 57.5 °e 57.5 >� \ 1 \ 6` \ \ '.2 0.6% 00 56.7 --L6%.> 56.4 57. \ \ -------------57.2--�- _____ Lr1--- __ __� 56.5 c� \ \ \ \ \ \ 57.4 57.4 T 57.8 • ' \ '\ \ �\ \ \ ® / 56.9 56.7 .7 57I'1I G 57.3IR o I T57.8 . .o \\ ` \ ��c\ \ \ \572 n I 57.0 56.5 'y456 56.5 G57.6 \\ ,\ \\ \ \\\ \ \ GRADING NOTES 57.2 157.6 591 `v A \ s6.1 ko PROPOSED .56 0° \ \\ \ '\ \ \'\` \ \ \ 57.2 57.3 .7% sz1 - SYfS BUILDING sg.6 \\ \ \ \?\ \ 57.6 16� FFE = 958.0 563 /\ \ \ \ " \ 1. VEHICLE TRACKING REDUCTION DEVICE, SILT FENCE, AND EXISTING CATCH 56.9 z6% �° csze J : •\ \ `9tS� \ BASIN INLET PROTECTION SHALL BE INSTALLED PRIOR TO GRADING 2.7 1 - ► efi q••\ \ \` \ \` \ -'\' CONSTRUCTION, AND SHALL BE MAINTAINED UNTIL THE SITE HAS BEEN T 57.3 •: e•; • . \ \ \ \-' \ oa\ 56 STABILIZED. I 6 ° G 57 3 ♦ \ \ SILT FENCE • S <__-<---<--_<___<__---<---<___<__ SyY�<�Z-<-__<___<--- --- --- --- -- n 21" RCP ->Y- » » D 1------------------------ --- --- ---<_,_-T-<---<___<___<_--<---<-__<___<__-<--�-- S <---<---<---<---<--r<-\ RIm=9 I11=943.0 I -� t ------ (TVP) • 1 � • 0�- 60.2 a" ____ \ 1 n CONSTRNTUR�4ION 59 .6 • \ 960 CONS TCTION 960 -I- _ _ _ °. °. °. °. °. °. °. ° - I- - ue • • \ I I I _ s 960 < n .� 9 • d OL • • l• •_° mr / _ --bI•-__r-_____ --- 40 - 1 = , __-_____________________I________ ° ___ ----- _____________ _---------LLL°SILTFENCE ___------------------------ -----.ro-------.r°------°-- _°m__-____.m__- ____ .n ___ - ----- --- - ----- ----- ---- _____ _____ t I I 4 ro _ _ _ --- I � (TVP) --- S..i I I I I I I °_ro_-___ ___________________________________________________L__________________ 956.8 .p I I I I V SS9 DIP 5B------------------- Inv(NJ=951.1 Ilnv(5)=952.3 ylnv(5)=950.9 Rim=957.6 ��\ i - 21" RCP V - 27 30" RCP I 0" RCP -»- f _4 57.0 H.P. 57.2 57.6 10" PVC -<---<--_<___<___<_--<---<---<___< _<_--<---<--_<_ _ - » S <__-<---<--_<___<__---<---<___<__ SyY�<�Z-<-__<___<--- --- --- --- -- n 21" RCP ->Y- » » D 1------------------------ --- --- ---<_,_-T-<---<___<___<_--<---<-__<___<__-<--�-- S <---<---<---<---<--r<-\ RIm=9 I11=943.0 I t ------ ___-_______-___. ---------------------==== ROCK 1 n ROCK CONSTRNTUR�4ION O CONS TCTION -I- _ _ _ °. °. °. °. °. °. °. ° - I- - ue . _ ENTRANCE Irrrn 6 95 �-Rim=.1 Rim=957.4----� I=95(N)=952.3 Inv(E950.7 )=949.7 In IE)=948.1 Inv(5)=953.4 [nv(5)=952.7 N 0 a T7.6 . r , G 57.1 • ^� • 6 0°0 • \ `\ \ '�uJ P \ cQ ��\\ 56.8 57.3 57�J • o°a° ° • \ ` ` \ y9� ' \ \ - ` ° �• °� 57 ' p0°o°o°o° \ \x590`\°\ \ '` \ 2. CONTRACTOR SHALL FIELD VERIFY THE LOCATIONS AND ELEVATIONS OF T57.3 \ <. •es7; 56.8 • !' °a • \ V `, g5s s�.1 \ \\ EXISTING UTILITIES PRIOR TO THE START OF GRADING CONSTRUCTION. • b°°°°°°°°°°°a . 56.7 57'2 G57.3 •700000000o0o0oa• \ \ s V\\ F^'�\Nl�ySl oe �� / \ \ I \\, \ 1° \ THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY OF LOT 2 rsza LOT 1 / �� • f0°°°°°°°°°°°°°°a•• \ s� \ ml5er \ 0°a • \ \ \ R� \ DISCREPANCIES OR VARIATIONS FROM THE PLAN. T 57.8 G57.3 - I� __� qn '�' �'�� oO000O000O000Oo�o�• ��",a\ A G 57.3 1 9% T- m • 0 0 0, n r n • \ \ \` // e. F �Z9553 \ I \ 2.1% 56.8 'D'o ° �,. • i \ \1__� t - 1 \ fNSTALLSILTFENCEAFTER- ) \ \ "111 \ \ 3. CONTRACTOR SHALL STRIP, STOCKPILE AND RESPREAD SUFFICIENT s6.o » » > » • a�° ° BASIN CONSTRUCTION 1 : \/ E- 'o y \ i TOPSOIL TO PROVIDE A MINIMUM OF 6" OF TOPSOIL OVER ALL DISTURBED PROPOSED TIP-OUTC RB 7.2 56.5 • Ao°o°o ' YP _ \ \ o 0 0 ofT. )„ A BUILDING (Tv 4) ° °o 0 0°0 (� I AI vu A AREAS THAT WILL BE SODDED, SEEDED OR LANDSCAPED. FIFE = 958.0 1 57.5 00°0°0°0°0°0°0°0°o°o°e' • ` / \ \\ 57.1 57.5 a,• poo 0 0 0 9 0 0 00o00n-- /\ : \ I 9 - k Ir \�9 rl T57.g 21%>.p� • o°o°o°o 00 of a o o°o°) ( l //� /\ �' yA /�\ 4. ALL DISTURBED AREAS MUST BE STABILIZED WITHIN 7 CALENDARS DAYS G 57.8 , 156.6 .5 • • 0000000000±0°000000 f • � 'V i°(- �� \ / \ •° 56.q . 6° 0°� `' . sa1 \ ' \ ,\ AFTER LAND -DISTURBING WORK HAS TEMPORARILY OR PERMANENTLY v � •!°°°o°0°°°000X0 1 q4o0ago� �m ae 'l�E/\� Jy \ \ T 57.8' / G5, .3 \57.5�SZ3; J \,%� \ K CEASED. a °•\ •A ,�oN°oboo°o°o°f9'' • \� \\/� 56.9 ° • 56.71 8 57.4 57.2 60000000o0oo Tyg9.fi ono 950a • • • •/ 3e :' \ \ y Dte \ • \ �� 57.2 s6.8 5712 • 56.9 • /'r -'.i,>9 y • • • • • • 652 5. ALL SLOPES EQUAL TO OR STEEPER THAN 3:1 SHALL HAVE MNDOT CAT.1 56.8 ° 4 ° •�J •• h s617 • • • • 954 �• •!= ' `• y EROSION CONTROL BLANKET AND SEED, OR APPROVED EQUAL. 57.0 1 •x 57.4 / S• • \� --- \ 57.1 57.1 i� 956 --- •-' i"\ / \\'�/ / \ o - --- + ; 6. STOCKPILES SHALL BE STABILIZED WITHIN 7 DAYS OF ROUGH GRADING OR 56. 'e 56.6 56.5 �'I \ 56.a • • • • ,5 - , 56 a &\/ •\ / \ \------� \ INACTIVITY. 56.4 0.6% 56.1\ 6.5 I1.0% - - EOF - • • • • _ % �� _.:�- -__-56.2 - ••••••••• �,-i /�\'.� t�151��d�\ °•\"'___\' \ 56.5 �- --- - -�---- •'-•�- -- -____ �v� ____�__ Si6�� ' `°\ _ ��O a � �>'' `>� - -r-'r y,�--gym ••• •••••••••••••••••••••••••••••� _� 55.8 -- 1 la^ RCP ,s 0 J SILT FENCE° - -- -- SS7 Inv=950 In (W)=950.10/..\ 24a DItD _ _ -----I-----I-----I-----I-----I-----I-----I-----I-----I-_� --L- .= =-1za---P-11--1-�1__ v - y� \ RCF Rlm-- �// 10" PVC EOF 55.7 \ \ __ _ - �- lD" RIm=956.4 ^ -C InvM)=950.9 CHELSEA ROAD W _____�__ -- =L7=-=�F=F -- ____-__ Inv(E)=945.] --- _ \ \ \ \ / \ 0 25 50 100 \ y / / \ < SCALE IN FEET > / m:�i O Lmn U Lo 0 Z O o0 Z 00 Y U O � Lu - w Lr) ~ N (n N Z O O cy) Z I - of N W > Ln 0 J w oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: Gam' e 1 . DATE: 01/08/24 LIC #: 45889 m N co 0 0 W Q 0 W cn Ln N Z O / Lu = , N M -4 6 %6 r--� / / / / m:�i O Lmn U Lo 0 Z O o0 Z 00 Y U O � Lu - w Lr) ~ N (n N Z O O cy) Z I - of N W > Ln 0 J w oo F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: Gam' e 1 . DATE: 01/08/24 LIC #: 45889 m N co 0 0 W Q 0 W cn Ln N Z O Lu = , N M -4 6 %6 r--� m W Z O L0 ♦' N V Ln LLIJ J Z) �/) N M Y N W Ln Z Z< OW Q U Z Z_ Q � � > W _ W lm r - CD 1 ` PPIA W Q Z J LLI Qa ob p C Z a CD Q L!) o z Z W O J J W c _U m Z O SHEET NUMBER C4.1 N 0 I -7- % 7s° - - - - - - - - - - - 960- - - - - - - - - - - - - - - - - - - - - ->- - - - - - -\ \ \ \\ 1 \ \ ell J ` \:T A., 1 \ SILT FENCE 9s, \ X63.0 \\ •�°o°�• °° I / \ `\ ` \ \\ 965106 \ °�` • -' o ° • 0 15 30 60 lz I' o� v I o h 960 96 A \ VIA • - o0 v < SCALE IN FEET > • �•I o°��� FUTURE •I o� BUILDING FUTURE ; oo' . FFE _ ±961.0 I BUILDING •Lo °'0°�, I FFE _ ±960.0 .I J* •� ;ooh• I y y � \ \ \\ `\ � \\s \\\\ � \\ • oq• \ \ 6 °\ \ \ d / •I ?oo�• 960 _T6_ n 6- U 1 \ \ •I o°o I• 960 •I-' o�� LOT 7 LOT 8 \ A INFILTRATION BASIN 20P OUT EL EL = 953.7 100 YRoHOWo y: 56.7 1 \ \ \\ \ ° LL SILT FENCE AFTER • O ° q • ASIN CONSTRUCTION ,b)°OOhp (TYP) o o • \ \ \ \ \ / LIN, 00 •h \\ \ 591 \ \s \ ° \\\ \ o'• "'o� ° y\\ \ \\ oq • \\ \ ° \ �I o0d•v\X4 \ Ln i • h \ \ xol g5S 956 958 Alk 1 10\ \\\ \ w' 958 e e\\ ; `sO 57.8° � \ 7.0 56.9 \\ \ s a \ 58.5 958 57.2 1.2°i° 57. 1.1 % 57.2 56.7 56.4 0.6°i° 56.7 0.6°i° \ < < < < < < < < < < < 58.9 57.6 58.0 57.6 57.1 L.P. 57.1 ° 56.8 A n 57.5 5_5 °° ° \ \ \ ` \ \ 960 \ \ 0.61), 58.5 p g58 0-- 57.2 57-.2- 0 _ � -56.Z 0.6% e e a 56.4 57.056.5 \ \ s \ \ \ 57.4 57.4 - II T 57.8 56.9 56.7 ° 56.7 5i. G 57.3 o T 57.8 57.6 n 57.0 56.5 'y 56.5 o G 57.8 57.2 57.2 \\ \ ° I 56.1 I • PROPOSED 56. \ \ \ ' \`\ \ 57.2 57.3 ° 57.1 5 \ \ \ s° ��` \ 7/° 0) ° BUILDING 5�i.6 \ \ \ \ \\`\ \ 57.6 1.� I FFE = 958.0 ° a °56.3 N ° J \ o -I 56.9<2.6% n i ° T 57.8 • • • \ 10 w G 57.8 k / • 0 \ LOT 4 7.7 � 56.a> °�• \ \ \ \\\ T 57.3 - 7. ° Q °56 \ L 0 T 3 ^ ° o `�� G 57.3 56.6 + « e ° • QeQ\o� • ° O ' \ `\\ q \ J� \ / / L/ \ T 7.6 ° ° °, G 57.1GQ LLi 56.8 57.3 57=7 e \ ^ /��eao 960 f o ° a • 57.1 • 6°0°o°_orK->, • 59.0\ \ \ J�\ /LL// moi, WII, T57.3 \ < °57. 56.8 •�000000000 :.�•\\ 5a5 Z L/� �J O o O o o ° 9 51 L \ �f <� 56.7 G 57.3 •� 56.6 56.8 57 e ° 57.2 0 0 0 0 0 0 0 • L/ / \ I- ° O O O O O O O O • \ \ ' \ r SZPI �l/L m p� • o 0 0 0 0 0 o dl \ \ ° vl5 960 L O T 2 T57.8 LOT 1 �o °°°°°°°°°°°°°°°° \ \ I L/ \ ° G 57.3 / b hV hR qy o000000000000000� • \ \ \\ 15oRCP\ L �3 \ T 57.8 \ h q• 0 0 0 0 0 0 0 0 0� • \ 5 G57.3 ° q ° • 0 0 0 0 0 0 0 0 0 0 �\ 9 - S 0 0 0 0 0 0 o m 5� 2.1 /° b, 0000.0000 0 0 0 0 0 0 » 6.8 • Vq�000 Ii���Ik�46R3P'rw * ) o ° 56.0 » > • 00000 000 • / PROPOSED » 7.2 ° °°°°°�A°°°° T FUTURE TIP -OUT C RB 56.5 • F o 0 0 (�p) o 0 o 0 0 0 o a• 0 0 0 0 0 0 0 0 0 0 0 0 s e• crylll�) O O O O O o O O O O O O O� o \ \\ o o s ° ^ e BUILDING 57.5 0°0°0°0°0°0 / BUILDING a FFE 958.0 °°° • rn • 0 0 0 0 0 0 0 0 08000806 FUTURE FFE _ ±960.5 57.1 57.5 1 °\° • boo 00�B�o00oo O • \ P ° 157.8 °° 21 0 0 0 0 0 0 00 00 d p• 0 0 0 0 o�13L�a949qq,� o 0 0 0 o 1 BUIL I N G G 57.8 56.6 5 .5 0 0 0 o o �Ug k' c� 0 0 0 0 • �k.2 �/, \ - �/ \ .� 0 0 0 0 0 0 0 0 odo o J ,� 0 0 0 0 0 � 0 0 0 0 , FFE _ _ 61.0 ��J °° 56. • o°o°o°o°o R a �°o°o° °o° • a � � E i H.P. T 57.8 �� • 0 0 0 0 0 0 0 0 x ° 0 0 0 0 0 0 0 0 57.0 57,2 e • 0 0 0 0 0 0 0 0 0 0 0 i ° i J 57.6 �� G 57.3 57.5 /° ° ° 0 0 0 0 0 0 0� 0 0 0 0 0 0 • • \ 1° • 57.3 i s v 57.5 1 ` $ \ •°o°o°o°o°o°o°o°o°o° Z • •� H[] °� • '1 e 57.4 57.2 0°0°0°0°0°0° �°�° 50 • • �' ep JJ • Qo000.000000 949.6;*,.• • • \ / \ 2 O� e 56.9 ° 56.7 9 • \ \ \ / \ 57.2 56.8 57112 ° ° 56.9 • �o o�o°S • • • 952 / ° • u� o , / / JJ / / \ ° 56.8 a •: • • •� 4 �• d� 56.9 j\ � I IP 960 0 lIol 56.17 •x 57.4 95 • •1 , u��I 57.0 /i / 956 I • • J j 4 / / / / 's \ / /\ JJ 1 h J, W 1 \ 57.1 57.1 \ i a \ 1 _ ' �9° 56.6 56.5 1 • % 56.8 _ _ • • • S6. S 1 6 / i\/ \ /�/ ' °FEO E:l 56.1 • o • • • //' S9 / \� \ 56.4 0� 56.1 F- 56.5 56.2 • • • • • •__--% U� �Z�l� �cy\� ��/ 7 - - - • _ - ufo i \� a / a /-7 960 < I 56.3 56.9 . 56.5 _ -- _ - - - - •�- _/ _ 77/ / f� F % ufa uin- ufa- ufo ufo ufo iii 2 0 uto ufo ufo ufo uTo o �-u} ufo - i - ufs _ufa- ufo- ufo - 7xfo ufa --�Taf� _ u -fa ufo U ufo ufo _ufQ _�-9_ --ufo ufo � ___- �`� �; Ufo �� i %�� �^ /\ A /i / -'r l 5�. �lj- a l - - ufo _ 4 \ % / 9' Q o /7�/ ~ I V - -3F- - • •°• • 9�6 • • • • • • • • • • • • • • • • • • • • • • • • • •S•�• • • �� t--- - --__-_�-- - __ aX77 / • • • • • • • • • • • • • • • • •V• • • • • • • •-• • • • • • • • • • • • • • U _--------- -_- =-- ufo ufo 579- ---------- _---__-_I_-- //yam ----- ---as--- u, -_J S S - �� _ o ufo ufo ufo ufo ufo ufo ufo ufo S�fR ufo ufo ufo ufo �+ ufo uto S6� 8 ° 5 �#f�� --� ufo ufo ufo --- ufo- uo --- _-- __( _ --�-- Q J I e J f u �-uia RCP ufo ufo #e� ' o�u / 6O 18 54 -� _----- - - - - - - ___ - Inv W)-949 - Q 49"9 6I _ --- a _ --------��------------------ -- 954.7 -_- - _ _ Rim= In ( - _ NCE ° a a =___-- \ o --------------- -------------------Inv(N)=950-2 _________________ _ �------------------------------------------------------- - --- --- _--- ____________---- Rim- Inv(N)- = P a4 0 --------------�------------------- - ° _954.7 _950.2 I v S) \� - S�LTFE _ / / 77 ------ ----� --°- Inv=950.3 E=950.2 --�_'_ i SS1 Inv( a � � a D 5 57.3 1 Rim=956.8 55.6 I SS9 Rim=955.6 55`1 nv(N)-9so_1 _-====a / 24" DIP _ / 7 {im=g55 0 \ / -----I-----I --I- IlTnvzTVr93L.�I-----I --I-- I -----I--- I-----I-----I----�I Inv(N) I----I-----I-----I-----I-----I-----I-----I-----�----------Ia-- s�Z�- -� Inv(M=_940., / ( ) V Inv 5 =951.2 _ 7 n \\ I Inv S =952.3 -_--_-- -_- 7 - `� V ( ) Rim=957.6 - a V / __ 6^RCi IIv(E 49•E V � i- 21"RCP---------- 4a a / - � i/ v(S)'9 ------------------------------------------------ __ 27" RCP ��-� 30" RCP I ---a ° a 33JRCP ° ___ _ //7 D -->>--->>---> D -- - >---»--->>--->>---»---»-- »- -»- »---»---» D -»-->>---»�--»---»- �» 4-->�---»--->>--->>--->>--->>--- >---»-ems- - D - �=Y� ->>--- --\ - Z /� / 36" RCP `- __-- r\ \\\ now V� /\ / V 5�9 Rim - /� \ i I/ ,L .\m�9 NN 0 Inv=941.2 - --- --- \ _ 10' Pvc fi \ I- t- 10° Pvc i n Rim -956.3 I i i I Inv=943.0 I \\ EOF I\ \ \ _ _-_G - _ X10„ PNCC \\ \A L/ 557 \ / nROCK _- Rim=956.4 I - , CONSTRUCTION Inv(N)=950.9 CHELSEA ROAD W ENTRANCE Inv(E)=945.7------- I-- -< / Lie ue ue a ue ue ue ue ue ue ue ue ue ue ue ue I uI ue ue - Inv(S)=951.1 i \ \-<� \ ------- ue --Rim=957.4 Inv(N)=952.3 I I \ znn ff M E9 O Z 0 N Z U z 2 wY O o Z Y 0 O U U % ~ W - L (n N N Z O oM ol zr Lu >� O J - W F- 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 NAME: JOSEPH T RADACH PE SIGNATURE:!� -I . DATE: 01/08/24 LIC #: 45889 N 00 0 0 Q O W Z) N U) Z O Lu = � N M -4 Lo v0 r-� Lu Z O N V Lr) J � J Z) Lo �// � N co 'tr1 N W Ln Zai 0 w Q U Z (n Z - = Lu Lu 0 CD II � or 's■ SHEET NUMBER C4.2 L58.7 611 - - S9. S S90 S9. S SB4 SB. 4 SB.2 S9.0 59.0 S79 -x = " •�• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • _ - - - - - - - - - - - - - - - - - - - - - - - - - -- --------- 960--- >_7 ---- ' 960 960 SILT FENCE • 1 / I • • • 1 (TYP) I � •�oo�• 1 / ' SILT FENCE •�°ooq• o • (TYP) o d • b ° n • ;° 960 • rn •o°C I• o 0 15 30 60 , N;bo- ISN FUTURE • I • °•boy I�� BUILDING FUTURE <SCALE IN FEET> II •`r?>°c L? F I I �� ° y• FFE _ ±961.0 I BUILDING •°,off, i• I FFE _ ±960.0 • • Io ° is _ 960 •b I. ��� •boy I' I - FUTURE •kpo 1� •poi 960 • BUILDING •bo • FFE _ ±961.5 LOT 7 LOT 8 INFILTRATION BASIN 20P ' rn BTM EL = 950.5 • I - - • 1 y OUT H = 95 • I I 100 YR WL 95 1956.7 I / • I •�U�°q• I �y0 • • I° I •° • INSTALL SILT FENCE AFTER p LOT 6 BASIN CONSTRUCTION [1 0 o I �I I �•�c I I I I � •bo , I � 1 I 19 19 �z M 1.1 r-0 u cy, O z U Lo 0 N Z U 2O C H 0Y = Z Y O O U LL U Lu - L Z N N O oM zr w c'� >%.o u') 01 J w r 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 NAME: JOSEPH T RADACH PE SIGNATURE: G�o a _I /- DATE: 01/08/24 LIC #: 45889 } • I 9yg / m • 960 00 CD / • • 60. - -� -� 56.4 O i6 i6 0 ° 95 ° 5 ° 57.2 56.7 ° /c60 • 1.2 i° 60.0 960 58.5 B 57.2 1.2 i° 1.1 i° • 60, 60. 60.4 58.9 57.6 58.0 57.6 57.1 L.P. Q • -- -- -- - -- --- -- -- -- -- -- -- -- -- 56.8 V O / •I w A Z) • 960 ° ° 58.5 0.6°i° 95S 0.6°i° 57.2 0.6°i° Z 0.6°i 56.4 57.n c/) 4 60. 0 0 �7 2 - �n • Wo V 60.2 57.4 �r4- • Z 56.9 56.7 56.7 � • 6D.4 I 57.6 n 57.0 56.5 y 56.5 O • 60. 60. P I 57.2 57.2 > • I V Lu 960 n ° 57.2 57.3 ° ° 57.1 56.1 5� x c�i ri :ri ri • \ ° 0 57.6 0.7 �° 16� rn • , -1 I • a �o o "" 1° 56.9 2 6% n • LOT 4 7.7 • gg,, �y n T 57.3 7• :I LOT 5 I LOT 3 ° 56.8 57.3 5 G57.3 56.6 1 • ° 960 W ° ° \ J Z M •L.P. T 57.3 • 59. 59. '956.7 56.6 57 56.8 5� 2 G 57.3 c/)• \ << • FUTURE 960 ° ° ° LOT 2 T 57 8 \ N � � ' BUILDING \ ° ° 1 G 57.3 > z T 57.8 I o I ° ° � Z a i • I �� FFE _ ±961.5 I G 57.3 0LU/.> • =�J 2 1 9°i° O 0 Q o� ° 56.0 »� (n z Z •I - o PROPOSED _ a o • FUTURE �� \ ' °; TIP -OUT C RB >\ = w • e �� Q e BUILDING 57.5 (� ) / W • BUILDINGFFE = 958.0 �1 p • FI URE FFE _ ±960.5 57.1 57.5 1 ° T 57.8 °° 2 % 56.6 5 .5 ' 6- BUILDING "� G 57.8 e • I \ 1 FFE _ ±961.0 H.P. T 57.8 i 56. 57.0 57.2 J�' 57.5 °\° \ \ \ \ 57.6 57.5 G 57.3 ° °• 11 7 ° 8 I z a J • o \ m e 56.9 56.7 O • \ °° \ • 60.5 60.1 \ \ ° 57.2 56.8 5 2Q 56.8 J \960 0 0b 56.17 57.0 Z SILT FENCE • mo O I rn O • I 596 60.2 �\ 0 \ 1• % Q (TYP) b I 9, 56.6 56.5 1 • I h� \ 960 960 \ ' rn 6'• - =�69- - �I �_ L-1 960 < U I 5 b 56.4 0 56.1 - = 56.5 - - - - a - - a 56.3 = W H _ I - I _ Lii O ufo ufo ufo ufo 1�fo� ufc� u o -Iu-:o - ° ° uSoJ a I ufo ufo ufo ufo r ufo ufo _ _'fo ufe ufa ufo � f� Io -Ufa ufa uir� ufn ufo ufo oto du o u o u� ufo ufo ufo oo o �Tu ufo a ufo ufo �f tifo ufa =zaf� = u-ia ufo 0 ufo ufo : r Lu ------------- --- V !�-------------------- V_••• • • • • • • • • • • • • • • • •V• • • • • • • •-• "� • • • • • • • • • •597 59.4 59.2 V - - - - - ------------------ - 96 ------------ -fo -- V • 1 � z JEo ufo ufo ufo ufo ufo ufo ufo � _ U � - rt#e - vfo- - ufo ufo ufo ufo ufo - - - - - � 57.9 f _-- - ufo' ufo ufa ufo ufo ufo uI ufo I Info ufo ufo ufo _ R T _ ----- -- V �_ - - - - _ _ o ufo ufo ufo ufo ufo ufo ufo ufo S�J ufo ufo ufo ufo = t ufo ufo ufo -� / - - - - - - - - - - _ _ - - - _ w 569 V. $ e� 5 560 ���-R�fo y W V SILT FENCE ------- V I V ---------------- ---=- - Q LLI > O ----------------- _ _ V L� (TYP) _V ---------------- - r --Rim=954.7 °-------- - - - -------------- _ _____________--_---____________----___--- -___---________ �------- - --- o----_--�_- --- I----- = -_ ---- - - _= SS.1 Inv=950.3 Inv(E)-950.2 W _ - ----- --- - ---- J� _---- -- - ---- 57.3 I - ---- Rim=956.8 56.6 -- -- - SS9 Rim=955.6 55`1 n�(W)_g50.1 c 1 U r -----T S99 -T --- 59724"DIP - ----- - 592V - 1-----1--I Rim=95 .7IITnv�IVr932.�I-----I- -I-- -I-- -I-- -I-I-----I-----�I Inv_";;:_ 1.3 I-I-----I-----I-----I-----I-----1-----I-----fi-=---1==-- --� C� I I Inv(N)=951.1 IInv(S)=952.3 _ V I Inv(S)=951.2 a 1"I Rim=957.6 �� _ ___ _ _ _ _ _______________________ v M VInV(S)=950.9 V 21" RCP V Q° a W z V - 27" RCP �/ 30" RCP ------------------ a a I _ D -->>--->>---» D -- - >---»---»---»---»---»-- »- -»- >>--->>--->> D »--»---»�--» --» -»�-->-->i--->>--->>--->>--->> >33�RCP Liz, 7 �---------- -� ---------------------- - - - - - - G 10" PVC Inv=941.9 I 30" RCP>]_ - n \\ I V n \ <---<---<---<---<---<---<---<--<---<---<-- S <---<---<---<--�o<---<---<--=�5'--< _-<---<--- --- --- --- --- --- -- - - ------<---<---<---<---<---< S <---<---<---<---GA \ r.- -<---<---<---< <-<---<---<---<---<---<---<---<--<---<---<- Q n V _ ]> 10" PVC \ I t \ 10" PVC -»---»---»---»---»---»---»--- ---»---»---»---»---»21" RCP »---» D --» I 1 I /\ Rim=956.3 I \ li Inv=943.0 \ EOF --------------------------- --- ---_ 55.7 -- ___=-\ --- i ----__=�__� ---------- ____i I ROCK Rim956.4 ROCK CONSTRUCTION Inv(N)=950.9 CHELSEA ROAD W Inv(E)=945.7 CONSTRUCTION I ue ue ue ue ue ue ue ue u ue ue ue ue ue ue ue ue ue ue ue ue I u ue ENTRANCE O-945.7 I \ -ENTRANCE- ue ue ue ue u¢ ue ue - ue ue - Ue -1- ue \\ I j - Inv(S)=951.1 I SHEET NUMBER �--Rim=957.4 I -- Rim=958.1 Inv(N)=952.3 I /I • Inv(N)=950.7 _ _ _._ i 4 �� 560 S95 590 -Sd5 .:194 /_� • •\<• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •Z • • • • • • • • • 9 • • • • • iirTiTiTTiiTriiiTi i • / • E • • • • • • INSTALL SILT FENCE PERIMETER CONTROL INTERSTATE 94 INSTALL SILT FENCE PERIMETER CONTROL 5d2 INSTALL VEHICLE INSTALL VEHICLE : TRACKING PAD TRACKING PAD Z \• • 0 • ' d - -ufo --ufo "—ufo Jifo� ufv-� ufo -97 ------------ -ufo 9ufo fo ufo uf-o -- ufo ufo ufo —v u-fo --I-fo �2vv---- -- - ---- -------u ufo ufo • •ufo �°••Gufo ufo uo uT° -- T ••Y. ••- u�---•u•�• Al-.ufo �r••-•-ur-•••a t—•••f•o- •-.te.r°-..-.te.a .••ufs.- .. -------- VI • • = , N M • in D r--� • • • • • 5d2 ufoI ________________________------------------------ ---------- - _---- ufo ufo _ - - -- -- 6fo uT ufo ufo I _ - -- - ---- -- M. u� — o ufo uf9 ufo uf° —ufo of ufo ----_-__ c ufo ufo ufo ° —ufo uf° ufo ufa —ufo _ o yfo uta —ufo ufo �- ufo � of �� °Om�— 566 V ___________________ V _-----__________---- V -- ----------r�----- -- I ----T - �-I----I-----I -_- .�9 24 DIP so2V 95i. �r952 I I----I-----I-----I---�-I-----I-----I---� V(5)=952.3 1-(N)=951.1 _ V Vlnv(5)=950.9 Rim=95.8 V �� ,� -21" RCP V Inv=948.8 2]" RCP V-_/ 30" RCP D --» --»-- D -->11— > -->>--»---»---» -»-- »---»---»---» - > I RIm=956.6 »-- n I V 10"PVC =941.9 30'0.CP»— <---< ----- —)>— I .3 —>>--->>>>>> --------->>--->>--->>--->>--->>--->>—i—»---»21"RCP---> —» D i i I lovRIm-956=943.6 � I I ue uk a ue — ue ue ue ue ue u¢ ue uo � ue —r ue ue ue ue ue ue ue ue I e ue ue � ue ue ue ue ue ue ue ue i ud ue I I ��-- ---Rim=958.1 --RIm=957.4 Inv(N)=950.] [nv(N)=952.3 Inv(E)=949.] InvIEj=948.1 Inv(5)=953.4 I INSTALL INLET � IINSTALL PROTECT ON � I INP TALLINLET PROTECTION PROTECTION O LEGEND EXISTING PROPOSED Ug ufo ohu SEE SURVEY I I I I I � StA Z9 �,\ E \O\mo IN \\ wm\El'9g605 � \ / \ \ \ \ \ \ \ ;\ \\\ \ \ \ \I NJ \ \\ \ \ NNNN\ \ \\ "\ \ \ 1 \ \ `591\ \ I \ \ NN N,OD \ U) 4 m NN \ \\ P \ \ \ \\\ 1 \ INSTALL SILT FENCE 1 \ PERIMETER CONTROL I \ \ I I \ I \J \\ ~-° INSTALL INLET Ism I\ \ � \ �\ PROTECTION \ i0��p80 \;'(OO /\ \ \ • \ \ -- •�°•, .NJ' .kms%�// / \\ /\// \JJ \ • • • • • °565 6.\� \/ \ _ ----- • • �• •'_' • •� \, _ „a - -+f� r=ef I '.'�=- ev -9rr - gra ufo � u °fo �lrl-•_Sgri3}�i__ --_ _�__ _ =-�r° / \ .._>_ \F' -^ �d a /� O ,,r� � -7- A� ALN • _ _ a / \ / -------------------__------_______---- _ - - —- Rim=95q ] ------------ ,SS4 SS1 Inv=960 � Inv(E)= -----------------------------------I --- 4° -Inv( -501- U >>--->>-»--->> A A t--K---<m^ ovc<---<---<---G---G---G---<---G---<- n RIm=956.4 Inv(N)=950CHELSEA ROAD W . Inv(E)=945.]9 Inv(5)=951.1 INSTALL INLET PROTECTION D k�m N� y48.8 -D= V 6"— --- \ l _<� \ \ 549 RIm- 55.1 _ —<— \\ < < < G'\[j1\-yam 1 zr- 9SS 49 A \ \ 0.mlNl /gp20 Vnv �¢1' qd9. \ � \ \ \ / / \ SEE SURVEY -- 960-- --- 958 --- OD.O x 0 0 �® 1•„ 0,4 960 958 00.0 x PROPERTY LINE EASEMENT LINE BITUMINOUS PAVEMENT CONCRETE PAVEMENT CURB LINE SANITARY SEWER WATER MAIN STORM SEWER UNDERGROUND ELECTRIC UNDERGROUND GAS UNDERGROUND FIBER OVERHEAD UTILITY SANITARY MANHOLE STORM CATCH BASIN STORM MANHOLE STORM FLARED END SECTION HYDRANT GATE VALVE OTHER SYMBOLS 10'CONTOUR 2'CONTOUR SPOT ELEVATION (CURB ELEVATIONS ARE TO GUTTER LINE) SILT FENCE RIPRAP 0 25 50 100 < SCALE IN FEET > CALL BEFORE YOU DIG Know what's below. Call before you dig. m� umj U Lo 0 Z U o0 Z 00 Y U O � LU — w U0 ~ N N N Z p O ch Z I - of N w > U0 � J L-1 W F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: � I . DATE: 01/08/24 LIC #: 45889 m N o 0 0 ui Q 0 w cn cn U) INSTALL VEHICLE INSTALL VEHICLE : TRACKING PAD TRACKING PAD Z \• • 0 • ' d - -ufo --ufo "—ufo Jifo� ufv-� ufo -97 ------------ -ufo 9ufo fo ufo uf-o -- ufo ufo ufo —v u-fo --I-fo �2vv---- -- - ---- -------u ufo ufo • •ufo �°••Gufo ufo uo uT° -- T ••Y. ••- u�---•u•�• Al-.ufo �r••-•-ur-•••a t—•••f•o- •-.te.r°-..-.te.a .••ufs.- .. -------- VI ufoI ________________________------------------------ ---------- - _---- ufo ufo _ - - -- -- 6fo uT ufo ufo I _ - -- - ---- -- M. u� — o ufo uf9 ufo uf° —ufo of ufo ----_-__ c ufo ufo ufo ° —ufo uf° ufo ufa —ufo _ o yfo uta —ufo ufo �- ufo � of �� °Om�— 566 V ___________________ V _-----__________---- V -- ----------r�----- -- I ----T - �-I----I-----I -_- .�9 24 DIP so2V 95i. �r952 I I----I-----I-----I---�-I-----I-----I---� V(5)=952.3 1-(N)=951.1 _ V Vlnv(5)=950.9 Rim=95.8 V �� ,� -21" RCP V Inv=948.8 2]" RCP V-_/ 30" RCP D --» --»-- D -->11— > -->>--»---»---» -»-- »---»---»---» - > I RIm=956.6 »-- n I V 10"PVC =941.9 30'0.CP»— <---< ----- —)>— I .3 —>>--->>>>>> --------->>--->>--->>--->>--->>--->>—i—»---»21"RCP---> —» D i i I lovRIm-956=943.6 � I I ue uk a ue — ue ue ue ue ue u¢ ue uo � ue —r ue ue ue ue ue ue ue ue I e ue ue � ue ue ue ue ue ue ue ue i ud ue I I ��-- ---Rim=958.1 --RIm=957.4 Inv(N)=950.] [nv(N)=952.3 Inv(E)=949.] InvIEj=948.1 Inv(5)=953.4 I INSTALL INLET � IINSTALL PROTECT ON � I INP TALLINLET PROTECTION PROTECTION O LEGEND EXISTING PROPOSED Ug ufo ohu SEE SURVEY I I I I I � StA Z9 �,\ E \O\mo IN \\ wm\El'9g605 � \ / \ \ \ \ \ \ \ ;\ \\\ \ \ \ \I NJ \ \\ \ \ NNNN\ \ \\ "\ \ \ 1 \ \ `591\ \ I \ \ NN N,OD \ U) 4 m NN \ \\ P \ \ \ \\\ 1 \ INSTALL SILT FENCE 1 \ PERIMETER CONTROL I \ \ I I \ I \J \\ ~-° INSTALL INLET Ism I\ \ � \ �\ PROTECTION \ i0��p80 \;'(OO /\ \ \ • \ \ -- •�°•, .NJ' .kms%�// / \\ /\// \JJ \ • • • • • °565 6.\� \/ \ _ ----- • • �• •'_' • •� \, _ „a - -+f� r=ef I '.'�=- ev -9rr - gra ufo � u °fo �lrl-•_Sgri3}�i__ --_ _�__ _ =-�r° / \ .._>_ \F' -^ �d a /� O ,,r� � -7- A� ALN • _ _ a / \ / -------------------__------_______---- _ - - —- Rim=95q ] ------------ ,SS4 SS1 Inv=960 � Inv(E)= -----------------------------------I --- 4° -Inv( -501- U >>--->>-»--->> A A t--K---<m^ ovc<---<---<---G---G---G---<---G---<- n RIm=956.4 Inv(N)=950CHELSEA ROAD W . Inv(E)=945.]9 Inv(5)=951.1 INSTALL INLET PROTECTION D k�m N� y48.8 -D= V 6"— --- \ l _<� \ \ 549 RIm- 55.1 _ —<— \\ < < < G'\[j1\-yam 1 zr- 9SS 49 A \ \ 0.mlNl /gp20 Vnv �¢1' qd9. \ � \ \ \ / / \ SEE SURVEY -- 960-- --- 958 --- OD.O x 0 0 �® 1•„ 0,4 960 958 00.0 x PROPERTY LINE EASEMENT LINE BITUMINOUS PAVEMENT CONCRETE PAVEMENT CURB LINE SANITARY SEWER WATER MAIN STORM SEWER UNDERGROUND ELECTRIC UNDERGROUND GAS UNDERGROUND FIBER OVERHEAD UTILITY SANITARY MANHOLE STORM CATCH BASIN STORM MANHOLE STORM FLARED END SECTION HYDRANT GATE VALVE OTHER SYMBOLS 10'CONTOUR 2'CONTOUR SPOT ELEVATION (CURB ELEVATIONS ARE TO GUTTER LINE) SILT FENCE RIPRAP 0 25 50 100 < SCALE IN FEET > CALL BEFORE YOU DIG Know what's below. Call before you dig. m� umj U Lo 0 Z U o0 Z 00 Y U O � LU — w U0 ~ N N N Z p O ch Z I - of N w > U0 � J L-1 W F- 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 NAME: JOSEPH T RADACH PE SIGNATURE: � I . DATE: 01/08/24 LIC #: 45889 m N o 0 0 ui Q 0 w cn cn U) Z 0 LU = , N M -4 in D r--� m LU Z O 1-0 N V L0 LLIJ J Z) cy' �/� N M Y N Lu 1-0 Z a O w — U Z Z I �Q \\ LLLLJ CD Z J M 0 cc — W Z Q O = va Z O W Q Lr) o z Z W O — J cc w c _U m Z O SHEET NUMBER C5.1 S95 • ------------ • • 960 •I PROTECT INFILTRATION BASIN FROM SEDIMENTATION. INSTALL SILT FENCE AROUND BASIN IMMEDIATELY AFTER EXCAVATION. SILT FENCE -960- INSTALL 60 EILI LOT 6 INSTALL SILT FENCE AFTER BASIN CONSTRUCTION (TyP) • 960 U / •L J ................. O • 60.E1.2% 9 -- ---� --- - <-<[60 < 6p < < 60. 60. 60.4 / • 4? •I I I I I I I I I I • I 15 960 0.6%� -- ------ --- - 0.6%,- - -� 160.2 • � I • �-v 6).4 60n •1 •I • o • ql • I I •I I I • I I • P. L 59eq • I I �I • •I I - I • I I • I a PI • I �l 1 I I \ LOT 4 I 960 594 TiT INSTALL SOD OR MNDOT CATEGORY 20 EROSION CONTROL BLANKET & SEED ON BASIN SLOPES IMMEDIATELY AFTER CONSTRUCTION, TYP INTERSTATE 94 960 LOT 7 592 I I I I I I I I 1 I I I I I 06%3,_ -- - 958--------------- 06% � I \ I FI TURE E+5ft IL[ FF"1.0 LOT 3 IN TFUTURE BUILDING FIFE = ±960.5 • I \ • 60.5 \60.1:\ \ j,.• J \ 960 SILT FENCE mP) • I 59.6 60.2 ---- • I \ 9160 960 • U - - - - - - - - - - - - - 960 < - o- ° a ufo ufo ufo ufo ufo � ufo wfo uW ufo- u}o- ��� • �9.� ••••I••••••••••••• •••f°•• •�•• ------ ------------- ° -59d ---- .B - �_� • • • °• • • • • • • • • • • • • • • • • • w• • •- • • ♦-• r • i - ________ -----------------f °f° °r° f ° �- °r °� - 0" PVC ->>--->>--->>--->>---»---»--- ---' ROCK CONSTRUCTION -- ENTM4NCe- MAINTAIN SILT FENCE PERIMETER CONTROL u o u° -ufo u u o - 9 - - - °m °f° V V ° Y° SILT FENCE-�___-f_________--_-_ m ✓-- _________ _______________ ----------- ---,��----- �i 59�V=95). I I----I-----I--- I ----I--- �r=ssa.sl-----I-----I-----I---- I----I-----I-----I--->�1'� �Inv(N)=951.1 �v(5)=952.3 _ _ v1 -(S)=950.9 Rim=957.6 V ' 11" RCP V - 27" RCP _/ 30" RCP I -- - -- -- _ - D --» --»--- D»---»---»---»--->� RIm=958.6 n r I /\ »- =941.9 30" 0.CP>>- - ->Y - V ^ ---<-- S <---<---<---<-- <---<-- �>_=_Ss- <�--<---<--- --- --- --- --- 10„mac --- --r - \----<---<---<---<---<--- <-� S ---<---<---<---<t 21" RCP 7>-- ->>--->>-i->>---»---»---» D 1 RIm=956.3 ' -- -- I I Inv=-- -___ _____ _________ _ ___ fi==� ____________________ -------_ = =�_ =L ________________ ___________ P I ue °e CONSTR FU I - � ° ENTR/ -r °° - °. - °° - u. - °. - �° °. - °° a �� P u° � °< °° °. °° u. - °e - - Oe � °q - - I I ��-- _--Rim=958.1 --Rim=957.4 v(N In)=950.7 [nv(N)=952.3 Inv(E)=949.7 InvIEj=948.1 Inv(S)=953.4 [nv(5)=952.7 I MAINTAIN SILT FENCE I I I i 590 S90 579 • � 677 \+ �-• 1 � SILT FENCE 9 \ \ \x630 `\ E (TyP) 960 \ \ \ \ \ \ yn \ Ge \ \ / FUTURE / BUILDING \ \ \ FFE _ ±960.0 \ \,uJ INSTALL AND MAINTAIN \ \ INLET PROTECTION Lor s \ IMMEDIATELY AFTER \ CONSTRUCTION, TYP \ % 958 956 A \ 11 57.8'0 ` \\ I^ \ - - - - - - - - - - - - - - - - - - - - - 5 . � 57.2 56.7 56.7 57.0 ` `\ 7� 1.2% 1.1% 5 � 0.6% 0.6% .9 \\\ -< < -- < _< <<-<-< - 56.8 < 57.1 Oe� \\\ \ \\\ \\ �\ Sa.a 57.6 �57.'i •° °, � \ \ \\ \\ �, 9\ ,d G PROTECT INFILTRATION I� 57.5 SZS�° \,r BASIN FROM SEDIMENTATION. -X7.2--0�- - - Lf1--56.Z- 0----5 57. \\ `\ � 57.4 - - - 57.4 � � 5 I T 57.8 • � 56.7° 56.7 i G57.3 \\\ \\ \\`\ \\\\ `�' INSTALL SILT FENCE AROUND o T 57.8 572 57.6 57.21 �\ 57.0 56.5 >y 56.5 G57.6 • I \ \5g;\\ `° \\\ BASIN IMMEDIATELY AFTER PROPOSED 56. EXCAVATION. 57.2 57.3 .7% 57.1 6a - 5L-& ; BUILDING 5§.� \ \ `\ `\ \ ��\ sz6 �FFE = 958.0 56.9 2 6% ► ° T 57.8 J • • •\ \ QS n , \Z.7 ► c 57.8 t .56.6. • oO • \ � \ `\ \ \\`\ \\ T 57.3 7. � °� ,-56. Q •\ `\ \\ � \ \ \ � o\ •. \ \ l�\ J L , \ 56.6 / T 7.6. ° _ � °. ow J/ •p ° \ \\ \\ , \ \\ \ � // \ \ r ► : G 57.1 • yop o • \ e\\\\\ \ 5 pc c� \ 56.8 57.3 57�J o b o \ �" ° :57.1 .�°°O°O°O°Oa• \ \ \,,590 T 57.3 < ,57. 56.8 • \ s • \ \\ 58 y1 L 5 .6 600°000°000°a \ 57 56� , 57.2 G 57.3 - \ • 0 0 0 0 0 0 \ \\ / \ \( \\ w �y.95y, \ ��< 5 .7 7 • f(J<1 o0000°000°O°o0°,1 •• \\ \ \ .\\ \\ > \ 1 �E1�995p9 L /� \ I I I I I 0 .'J O O O O O \00\Oo°\Oo° 3\ lnv\5 LOT 2 rs7s I I \ LOT 1 �� fl° q• V A � �° V� � � ' \ G 57.3 / N •y`? ° o� • \ y¢`, \\ so RC \ \ T57.8 I I I_I-\ 0b q� qh tq °°°o°° 0 0000000°0\• \ \ \ l' � 1�_'�P\�;`'�J, ,- gs19 G57.3 q • So 000°000°000°000°oo �\� `'C\ amig5yl 2.1% 1 9% 56 b,o oOo, °c\• \ \ 71� �� tiv _ TfWSTALL SILT FENCE AfT4 I� PROPOSED° " " 7.2 ° �� •o o cBASIN CONSTRUCTION °i • / pal`/x\\ \ L IIII JJ\ IP -OUT C RB 56. • /�0 0 o YP ° • `(I \\ \\ li \ \ I o• BUILDING m � 57.5 0 0 0 0 0 0 0 0 0 0 0 I ,gip \J FFE = 958.0 4 7 •/ o0°O°0°O°0°O°0°O°0°O°0° �• \ m \r ° y r� \ 57.1 0 0 BASIN o 0 00000000qq° • ,y/ ??" , , \ y )�J\\ T 57.8 , 4 2� - .. o� • p°o°0°0°0°0 r", o 0°0°0°0°%°0°� /• \® % \ \'-_ \j / / G 57.8 56.6 5'.5 J \ 000000000A°,,, �qo/f�' ��y��o°o°o°o o°q) ,A <'7� 1 • P °000 o t oxo �o/"b" p00°�o00s • R�`2ddae i \i (\ 57.0 H.P. 57.2 II T 57.8 57.5 'A' • 0000000000000 ��o r �i 'x✓r73 i'� \ ;i' \ / \ 57.6 y� ° 57.5 G57.3 1 ^. / • g II °\ • 6°0°0°0°0°0°0° � I �, • • • \,,•• � H v X / / J /moi \ 56.9 • 56.7 57.4 57.2 • 600000000°°O 949.6., �.: • • • - o /J ��/ \"� \\ \ / / \\\ 14/py/� \ \ I r o0 ° 56.8 /57.2 56.8 S7L2 •. 56.9 : 6V°soas'.� • • • • 952 / •.� \ ��'$'S69 \ / /\ JJ\� h 57.0 56f7 •x 57.4 •�� • 'N� '954 x 57.0 1 \ 571 i 956 mm MAINTAIN VEHICLE PERIMETER CONTROL MAINTAIN VEHICLE TRACKING PAD. SWEEP TRACKING PAD. SWEEP STREET AS NEEDED. STREET AS NEEDED. 1 56.6 57.1 \ _�- ° i \g �-0 56.5 56. Fh- 56.8 - EOF _ _ = � - • • • • •% • • �5° �� N �4R� / i /°/ '' \ j\ �\ \/ � / \J .0�%, �6. 56.2 • • • • • j ufo- ylvi�51� d J 3s_==-5� 564 5 O • b -„r�vra--oaf �0�-err =w>- °fo.1«l-•-S __Ge • °f° °�__�_r=�t° �_ \ -_ \ `'�° i\�/� 55.8 ----__ccr___-Rim_=-_ ------------_-___- =--=====- SfLT_FENCE 77�� \ _ SS4 ,557 my=9so. _ _ Inv(W)=950.1 _ � __-_L- �\ a (TVP) --\L-- °-- � a / 24" DIP 991___==__"-_ 33�1RCP ° _ _____ -- - D-> --- D / M" RCP EOF 5.7 --__ 55.7 \ \\ \\ -=�So. 159.9 CHELSEA ROAD W ---- _____________-__�}-�1===�=____-�\___ \ / 4s.7 - \ L INSTALL SOD OR MNDOT / MAINTAIN INLETnval5l'9p99 \\ \ CATEGORY 20 EROSION \ PROTECTION ON \\ \\ CONTROL BLANKET & EXISTING INLET, \\ \\ SEED ON BASIN SLOPES \ TYP \\ \\ IMMEDIATELY AFTER \ \ CONSTRUCTION, TYP \ / / / \ LEGEND EXISTING PROPOSED -- PROPERTY LINE ----- - EASEMENT LINE ----------------J BITUMINOUS PAVEMENT CONCRETE PAVEMENT __________________ CURB LINE --->--->--->- SANITARY SEWER -----I-----I- WATER MAIN --- »-- STORM SEWER ue .I • Ug UNDERGROUND GAS a 'I I• UNDERGROUND FIBER a OVERHEAD UTILITY SEE SURVEY a SANITARY MANHOLE F9 0 yb°o�•N -I La STORM MANHOLE ® STORM FLARED END SECTION 1 •�0o°d• HYDRANT 0,4 •°°off• SEE SURVEY OTHER SYMBOLS - - 960 - - •I I• 10' CONTOUR --- 958 --- 958 2' CONTOUR •I 1• SPOT ELEVATION <, x .I I. = r- ARE TO GUTTER LINE) M ••••0.00••• SILT FENCE %6 ir--� RIPRAP .I I• •I 0°q• INFILTRATION BASIN 20P BTM EL = 950.5 OUT EL = 953.7 100 YR HWL= 956.7 •I I. • I N• . 1 I I �• O°q•a .I a 7• n P I I •I I• - __ I • 960 U / •L J ................. O • 60.E1.2% 9 -- ---� --- - <-<[60 < 6p < < 60. 60. 60.4 / • 4? •I I I I I I I I I I • I 15 960 0.6%� -- ------ --- - 0.6%,- - -� 160.2 • � I • �-v 6).4 60n •1 •I • o • ql • I I •I I I • I I • P. L 59eq • I I �I • •I I - I • I I • I a PI • I �l 1 I I \ LOT 4 I 960 594 TiT INSTALL SOD OR MNDOT CATEGORY 20 EROSION CONTROL BLANKET & SEED ON BASIN SLOPES IMMEDIATELY AFTER CONSTRUCTION, TYP INTERSTATE 94 960 LOT 7 592 I I I I I I I I 1 I I I I I 06%3,_ -- - 958--------------- 06% � I \ I FI TURE E+5ft IL[ FF"1.0 LOT 3 IN TFUTURE BUILDING FIFE = ±960.5 • I \ • 60.5 \60.1:\ \ j,.• J \ 960 SILT FENCE mP) • I 59.6 60.2 ---- • I \ 9160 960 • U - - - - - - - - - - - - - 960 < - o- ° a ufo ufo ufo ufo ufo � ufo wfo uW ufo- u}o- ��� • �9.� ••••I••••••••••••• •••f°•• •�•• ------ ------------- ° -59d ---- .B - �_� • • • °• • • • • • • • • • • • • • • • • • w• • •- • • ♦-• r • i - ________ -----------------f °f° °r° f ° �- °r °� - 0" PVC ->>--->>--->>--->>---»---»--- ---' ROCK CONSTRUCTION -- ENTM4NCe- MAINTAIN SILT FENCE PERIMETER CONTROL u o u° -ufo u u o - 9 - - - °m °f° V V ° Y° SILT FENCE-�___-f_________--_-_ m ✓-- _________ _______________ ----------- ---,��----- �i 59�V=95). I I----I-----I--- I ----I--- �r=ssa.sl-----I-----I-----I---- I----I-----I-----I--->�1'� �Inv(N)=951.1 �v(5)=952.3 _ _ v1 -(S)=950.9 Rim=957.6 V ' 11" RCP V - 27" RCP _/ 30" RCP I -- - -- -- _ - D --» --»--- D»---»---»---»--->� RIm=958.6 n r I /\ »- =941.9 30" 0.CP>>- - ->Y - V ^ ---<-- S <---<---<---<-- <---<-- �>_=_Ss- <�--<---<--- --- --- --- --- 10„mac --- --r - \----<---<---<---<---<--- <-� S ---<---<---<---<t 21" RCP 7>-- ->>--->>-i->>---»---»---» D 1 RIm=956.3 ' -- -- I I Inv=-- -___ _____ _________ _ ___ fi==� ____________________ -------_ = =�_ =L ________________ ___________ P I ue °e CONSTR FU I - � ° ENTR/ -r °° - °. - °° - u. - °. - �° °. - °° a �� P u° � °< °° °. °° u. - °e - - Oe � °q - - I I ��-- _--Rim=958.1 --Rim=957.4 v(N In)=950.7 [nv(N)=952.3 Inv(E)=949.7 InvIEj=948.1 Inv(S)=953.4 [nv(5)=952.7 I MAINTAIN SILT FENCE I I I i 590 S90 579 • � 677 \+ �-• 1 � SILT FENCE 9 \ \ \x630 `\ E (TyP) 960 \ \ \ \ \ \ yn \ Ge \ \ / FUTURE / BUILDING \ \ \ FFE _ ±960.0 \ \,uJ INSTALL AND MAINTAIN \ \ INLET PROTECTION Lor s \ IMMEDIATELY AFTER \ CONSTRUCTION, TYP \ % 958 956 A \ 11 57.8'0 ` \\ I^ \ - - - - - - - - - - - - - - - - - - - - - 5 . � 57.2 56.7 56.7 57.0 ` `\ 7� 1.2% 1.1% 5 � 0.6% 0.6% .9 \\\ -< < -- < _< <<-<-< - 56.8 < 57.1 Oe� \\\ \ \\\ \\ �\ Sa.a 57.6 �57.'i •° °, � \ \ \\ \\ �, 9\ ,d G PROTECT INFILTRATION I� 57.5 SZS�° \,r BASIN FROM SEDIMENTATION. -X7.2--0�- - - Lf1--56.Z- 0----5 57. \\ `\ � 57.4 - - - 57.4 � � 5 I T 57.8 • � 56.7° 56.7 i G57.3 \\\ \\ \\`\ \\\\ `�' INSTALL SILT FENCE AROUND o T 57.8 572 57.6 57.21 �\ 57.0 56.5 >y 56.5 G57.6 • I \ \5g;\\ `° \\\ BASIN IMMEDIATELY AFTER PROPOSED 56. 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Call before you dig. m:�i 1`O umjU Lo 0 Z O o0 Z 00 Y U O � W - W �U0 ~ N (n N zo O cy) z I - of N W > U0 � J W oo F- I 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 NAME: JOSEPH T RADACH PE SIGNATURE: G e 1 . DATE: 01/08/24 LIC #: 45889 m U) Z O LU = r- N M 6 %6 ir--� m W z O L0 N V L0 J � J Z) cy' N M N LLI Ln z < O LI..I Q - U J zZ v-\+ < LLJ C) -LL lm r - CD 1 ` z J M o_ cc - zcn V = za O W Q Lr) o z Z W O - J W o _U m z O SHEET NUMBER C5.2 PROJECT INFORMATION V' � p q I � {y _ l� PROJECT NAME: BIG RIVER 445 STREET ADDRESS: CHELSEA ROAD & FENNING AVENUE CITY: MONTICELLO COUNTY: WRIGHT STATE: MINNESOTA ZIP CODE: 55362 LAT/LONG: 45.2904,-93.7728 BOUNDARY AREA: 10.000 ACRES EXISTING IMPERVIOUS: 0.026 ACRES POST IMPERVIOUS: 7.500 ACRES NET NEW IMPERVIOUS: 7.474 ACRES DISTURBED AREA: 10.0 ACRES OWNER: DIVISION 25, LLC RESPONSIBLE PARTIES SWPPP DESIGN: JOSEPH RADACH PE TRAINING: DESIGN OF CONSTRUCTION SWPPP, U OF MN (5/26 EXPIRATION) SITE MANAGER: TRAINING: LONG TERM 0&M: DIVISION 25 LLC SWPPP CONTENT THE SWPPP CONTAINS ALL SHEETS WITHIN THE CONSTRUCTION PLAN SET AND INCLUDES THE STORMWATER MANAGEMENT PLAN, INCORPORATED HEREIN BY REFERENCE. IN DEVELOPING THIS SWPPP, THE TEMPORARY AND PERMANENT BMPS WERE DESIGNED BASED ON EXPECTED RAINFALLS OF 3 INCHES IN 24 HOURS DURING CONSTRUCTION, WITH EXTREME EVENTS RANGING FROM 5 TO 7 INCHES IN 24 HOURS. EXISTING CONDITIONS THE SITE IS LOCATED NORTHWEST OF THE INTERSECTION OF CHELSEA ROAD W. AND FENNING AVENUE IN MONTICELLO, WRIGHT COUNTY, MINNESOTA. THE SITE IS BOUNDED ON THE NORTH BY INTERSTATE 94, ON THE EAST BY FENNING AVENUE, ON THE SOUTH BY CHELSEA AVENUE W, AND ON THE WEST BY AGRICULTURAL LAND. THE SITE IS CURRENTLY UNDEVELOPED AND USED FOR AGRICULTURAL PURPOSES. THE PROJECT BOUNDARY CONSISTS OF 10.00 ACRES. THERE IS APPROXIMATELY 0.026 ACRES OF IMPERVIOUS SURFACE WITHIN THE PROJECT BOUNDARY, WHICH CONSISTS OF THE BITUMINOUS TRAIL ALONG CHELSEA ROAD. STORMWATER FROM THE EASTERN PORTION OF THE SITE GENERALLY DRAINS EAST TO A CATCH BASIN LOCATED NORTHWEST OF CHELSEA ROAD AND FENNING AVENUE. STORMWATER FROM THE WESTERN PORTION OF THE SITE EITHER DRAINS NORTH TO THE INTERSTATE 94 RIGHT OF WAY DITCH OR SOUTH TO CHELSEA ROAD. BASED ON CONVERSATIONS WITH THE CITY OF MONTICELLO, CHELSEA ROAD HAS TRUNK STORM SEWER DESIGNED TO RECEIVE STORMWATER FROM THE SITE IN A FULLY DEVELOPED CONDITION. THERE ARE SEVERAL STORM SEWER STUBS TO THE SITE FOR THIS PURPOSE. PROPOSED CONDITIONS DIVISION 25 PLANS ON DEVELOPING THE SITE INTO EIGHT COMMERCIAL LOTS. EACH LOT WILL HAVE A BUILDING WITH PARKING AND DRIVE AREAS. A PRIVATE STREET WILL BE CONSTRUCTED TO ACCESS THE LOTS. PHASE 1 OF THE PROJECT WILL CONSIST OF CONSTRUCTING THE PRIVATE STREET THROUGH THE SITE AND FULL BUILDOUT OF LOTS 1 AND 2. FOR THE PURPOSES OF THIS ANALYSIS, IT IS ASSUMED THAT THE OVERALL PROJECT WILL BE 75 PERCENT IMPERVIOUS. BASED ON THE 10.00 ACRES PROJECT SIZE, THE ANTICIPATED TOTAL IMPERVIOUS AREA FOR THE PROJECT IS 7.500 ACRES. DURING CONSTRUCTION OF THE ENTIRE PROJECT, APPROXIMATELY 10.0 ACRES WILL BE DISTURBED. STORM SEWER WILL BE USED TO COLLECT STORMWATER FROM THE SITE. THE STORM SEWER WILL BE ROUTED TO TWO INFILTRATION BASINS THAT HAVE BEEN SIZED TO PROVIDE VOLUME CONTROL FOR 1.1 INCHES OF RUNOFF FROM THE PROPOSED IMPERVIOUS SURFACES. THE INFILTRATION BASINS WILL DISCHARGE TO THE TRUNK STORM SEWER LOCATED IN CHELSEA ROAD. BASED ON CONVERSATIONS WITH THE CITY OF MONTICELLO, RATE CONTROL IS PROVIDED FOR THE SITE IN A FULLY DEVELOPED CONDITION IN THE REGIONAL PONDS LOCATED EAST OF FENNING AVENUE. SOIL INFORMATION IN JULY OF 2023, CHOSEN VALLEY TESTING DRILLED 14 SOIL BORINGS WITHIN THE SITE. THE BORINGS GENERALLY SHOW ABOUT 12 TO 24 INCHES OF TOPSOIL UNDERLAIN BY POORLY GRADED SAND. THESE SOILS FALL WITHIN THE HYDROLOGIC SOIL GROUP "A". GROUNDWATER WAS NOT OBSERVED IN ANY OF THE BORINGS. SITE CONTAMINATION A PHASE I ENVIRONMENTAL SITE ASSESSMENT WAS COMPLETED ON THE SITE IN AND FOUND NO RECOGNIZED ENVIRONMENTAL CONCERNS. STORMWATER RECEIVING WATERS ALL STORMWATER FROM THE SITE ULTIMATELY DRAINS TO REGIONAL PONDS LOCATED EAST OF FENNING AVENUE. SPECIAL OR IMPAIRED WATERS THE MISSISSIPPI RIVER IS LOCATED APPROXIMATELY 2,500 FEET NORTH OF THE SITE AND IS LISTED AS AN IMPAIRED WATER WITH A CONSTRUCTION RELATED PARAMETER. ADDITIONAL BMPS ARE REQUIRED TO BE IMPLEMENTED AT THE SITE AND ARE AS FOLLOWS: • PERMITTEES MUST IMMEDIATELY INITIATE STABILIZATION OF EXPOSED SOIL AREAS, INCLUDING SOIL STOCKPILES, AND COMPLETE THE STABILIZATION WITHIN SEVEN (7) CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE TEMPORARILY OR PERMANENTLY CEASES. • PERMITTEES MUST PROVIDE A TEMPORARY SEDIMENT BASIN FOR COMMON DRAINAGE LOCATIONS THAT SERVE AN AREA WITH FIVE (5) OR MORE ACRES DISTURBED AT ONE TIME. WETLAND CONSIDERATIONS THERE ARE NO KNOWN WETLANDS ONSITE. PERMANENT STORMWATER MANAGEMENT SYSTEM THE SITE DRAINS TO A REGIONAL STORMWATER TREATMENT SYSTEM THAT WAS SIZED TO PROVIDE RATE CONTROL FOR THE SUBJECT SITE IN A FULLY DEVELOPED CONDITION. THE MPCA CONSTRUCTION STORMWATER PERMIT REQUIRES SITES TO PROVIDE A WATER QUALITY VOLUME OF ONE INCH TIMES THE NEW IMPERVIOUS SURFACE AREA. THE CITY OF MONTICELLO REQUIRES SITES TO PROVIDE A WATER QUALITY VOLUME OF 1.1 INCHES TIMES THE NEW IMPERVIOUS SURFACE AREA. THE TOTAL NEW IMPERVIOUS SURFACE AREA FOR THE SITE BASED ON 75 PERCENT IMPERVIOUSNESS IS 7.500 ACRES. BASED ON THE MORE STRINGENT 1.1 INCH WATER QUALITY REQUIREMENT, THE REQUIRED WATER QUALITY VOLUME IS 0.688 ACRE FEET. WHERE SITE CONDITIONS ALLOW, THE WATER QUALITY VOLUME SHALL BE INFILTRATED ONSITE. ONSITE SOILS CONSIST OF POORLY GRADED SAND WHICH ARE CONDUCIVE FOR INFILTRATION WITH AN EXPECTED INFILTRATION RATE OF 0.8 INCHES PER HOUR. THE PROJECT PROPOSED TWO INFILTRATION BASINS TO PROVIDE THE WATERQ UALITY VOLUME ABSTRACTION. BOTH BASIN ARE DESIGNED TO HAVE A DEPTH BETWEEN THE BOTTOM OF THE BASIN AND THE OUTLET OF 3.2 FEET, WHICH WILL PROVIDE BASIN DRAWDOWN WITHIN 48 HOURS BASED ON THE ASSUMED INFILTRATION RATE OF 0.8 INCHES PER HOUR. PRETREATMENT FOR BOTH BASINS WILL BE PROVIDED BY SUMP STORM SEWER STRUCTURES. BASIN 10P PROVIDES 0.531 ACRE FEET OF WATER QUALITY VOLUME ABSTRACTION AND BASIN 20P PROVIDES 0.274 ACRE FEET OF WATER QUALITY VOLUME ABSTRACTION. THE COMBINED WATER QUALITY VOLUME ABSTRACTION FOR THE TWO BASINS IS 0.805 ACRE FEET. THE TWO BASINS PROVIDE AN EXCESS WATERQ UALITY VOLUME ABSTRACTION OF 0.117 ACRE FEET BASED ON THE 0.713 ACRE FEET REQUIREMENT. BMP IMPLEMENTATION SCHEDULE PRIOR TO CONSTRUCTION, IMPLEMENT THE FOLLOWING BMPS: • VEHICLE TRACKING PAD • PERIMETER CONTROL • STORM DRAIN INLET PROTECTION DURING CONSTRUCTION, IMPLEMENT THE FOLLOWING BMPS: • PHASED GRADING • STREET SWEEPING • STABILIZATION OF EXPOSED SOILS • STABILIZATION OF DITCHES OR SWALES • STOCKPILE PERIMETER CONTROL &STABILIZATION • MINIMIZATION OF SOIL COMPACTION AND PRESERVATION OF TOPSOIL • CONCRETE WASHOUT AREA • STORM DRAIN INLET PROTECTION EROSION AND SEDIMENT CONTROL ESTIMATED QUANTITIES VEHICLE TRACKING PAD 2 EA SILT FENCE 2,970 LF INLET PROTECTION 26 EA EROSION CONTROL BLANKET 2,200 SY TURF ESTABLISHMENT 8.5 AC N PERMIT REQUIREMENTS & SWPPP IMPLEMENTATION THE FOLLOWING SECTIONS WERE TAKEN FROM THE MPCA CONSTRUCTION STORMWATER GENERAL PERMIT. IT IS THE RESPONSIBILITY OF THE PERMITTEE TO FOLLOW ALL REQUIREMENTS OF THE MPCA CONSTRUCTION STORMWATER GENERAL PERMIT. 3.1 APPLICATION AND COVERAGE EFFECTIVE DATE. [MINN. R. 70901 3.2 THE OWNER AND OPERATOR MUST SUBMIT A COMPLETE AND ACCURATE ON-LINE APPLICATION WITH THE APPROPRIATE FEE TO THE MPCA FOR EACH PROJECT THAT DISTURBS ONE (1) OR MORE ACRES OF LAND OR FOR A COMMON PLAN OF DEVELOPMENT OR SALE THAT WILL ULTIMATELY DISTURB ONE (1) OR MORE ACRES. [MINN. R. 70901 3.3 FOR PROJECTS OR COMMON PLANS OF DEVELOPMENT OR SALE THAT DISTURB LESS THAN 50 ACRES OR DO NOT DISCHARGE STORMWATER WITHIN 1 MILE (AERIAL RADIUS MEASUREMENT) OF A SPECIAL OR IMPAIRED WATER, PERMITTEES DO NOT NEED TO SUBMIT THE SWPPP WITH THE APPLICATION. PERMIT COVERAGE FOR THESE PROJECTS IS EFFECTIVE UPON APPLICATION AND COMPLETING THE PAYMENT PROCESS. [MINN. R. 70901 3.4 FOR CERTAIN PROJECTS OR COMMON PLANS OF DEVELOPMENT OR SALE DISTURBING 50 ACRES OR MORE, THE COMPLETE SWPPP MUST BE INCLUDED WITH THE APPLICATION AND SUBMITTED AT LEAST 30 DAYS BEFORE THE START OF CONSTRUCTION ACTIVITY. THIS APPLIES IF THERE IS A DISCHARGE POINT ON THE PROJECT WITHIN ONE MILE (AERIAL RADIUS MEASUREMENT) OF, AND FLOWS TO, A SPECIAL WATER LISTED IN ITEM 23.3 THROUGH 23.6 OR AN IMPAIRED WATER AS DESCRIBED IN ITEM 23.7. PERMIT COVERAGE FOR THESE PROJECTS IS EFFECTIVE UPON SUBMITTING THE APPLICATION AND COMPLETE SWPPP, COMPLETING THE PAYMENT PROCESS AND RECEIVING A DETERMINATION FROM THE MPCA THAT THE REVIEW OF THE SWPPP IS COMPLETE. THE DETERMINATION MAY TAKE LONGER THAN 30 DAYS IF THE SWPPP IS INCOMPLETE. IF THE MPCA FAILS TO CONTACT THE PERMITTEES WITHIN 30 DAYS OF APPLICATION RECEIPT, COVERAGE IS EFFECTIVE 30 DAYS AFTER COMPLETING THE PAYMENT PROCESS. [MINN. R. 70901 3.5 THE APPLICATION REQUIRES LISTING ALL PERSONS MEETING THE DEFINITION OF OWNER AND OPERATOR AS PERMITTEES. THE OWNER IS RESPONSIBLE FOR COMPLIANCE WITH ALL TERMS AND CONDITIONS OF THIS PERMIT. THE OPERATOR IS RESPONSIBLE FOR COMPLIANCE WITH SECTIONS 3,4,6-22,24 AND APPLICABLE REQUIREMENTS FOR CONSTRUCTION ACTIVITY IN SECTION 23. [MINN. R. 70901 3.6 PERMITTEES WILL RECEIVE COVERAGE NOTIFICATION IN A MANNER DETERMINED BY THE MPCA. [MINN. R. 70901 3.7 FOR CONSTRUCTION PROJECTS WHERE THE OWNER OR OPERATOR CHANGES (E.G., AN ORIGINAL DEVELOPER SELLS PORTIONS OF THE PROPERTY TO VARIOUS HOMEBUILDERS OR SELLS THE ENTIRE SITE TO A NEW OWNER), THE CURRENT OWNER AND THE NEW OWNER OR OPERATOR MUST SUBMIT A COMPLETE PERMIT MODIFICATION FORM PROVIDED BY THE MPCA. THE CURRENT OWNER AND THE NEW OWNER OR OPERATOR MUST SUBMIT THE FORM PRIOR TO THE NEW OWNER OR OPERATOR COMMENCING CONSTRUCTION ACTIVITY OR NO LATER THAN 30 DAYS AFTER TAKING OWNERSHIP OF THE PROPERTY. [MINN. R. 70901 3.8 FOR CONSTRUCTION PROJECTS WHERE THE OWNER OR OPERATOR CHANGES, THE CURRENT OWNER MUST PROVIDE A SWPPP TO THE NEW OWNER AND OPERATOR THAT SPECIFICALLY ADDRESSES THE REMAINING CONSTRUCTION ACTIVITY. THE NEW OWNER OR OPERATOR CAN IMPLEMENT THE ORIGINAL SWPPP, MODIFY THE SWPPP, OR DEVELOP A NEW SWPPP. PERMITTEES MUST ENSURE THEIR ACTIVITIES DO NOT RENDER ANOTHER PARTY'S EROSION PREVENTION AND SEDIMENT CONTROL BMPS INEFFECTIVE. [MINN. R. 70901 4.1 TERMINATION OF COVERAGE. [MINN. R. 70901 4.2 PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER ALL TERMINATION CONDITIONS LISTED IN SECTION 13 ARE COMPLETE. [MINN. R. 70901 4.3 PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER SELLING OR OTHERWISE LEGALLY TRANSFERRING THE ENTIRE SITE INCLUDING PERMIT RESPONSIBILITY FOR ROADS (E.G., STREET SWEEPING) AND STORMWATER INFRASTRUCTURE FINAL CLEAN OUT, OR TRANSFERRING PORTIONS OF A SITE TO ANOTHER PARTY. THE PERMITTEES' COVERAGE UNDER THIS PERMIT TERMINATES AT MIDNIGHT ON THE SUBMISSION DATE OF THE NOT. [MINN. R. 70901 4.4 PERMITTEES MAY TERMINATE PERMIT COVERAGE PRIOR TO COMPLETION OF ALL CONSTRUCTION ACTIVITY IF THEY MEET ALL OF THE FOLLOWING CONDITIONS: a. CONSTRUCTION ACTIVITY HAS CEASED FOR AT LEAST 90 DAYS; AND b. AT LEAST 90 PERCENT (BY AREA) OF ALL ORIGINALLY PROPOSED CONSTRUCTION ACTIVITY HAS BEEN COMPLETED AND PERMANENT COVER HAS BEEN ESTABLISHED ON THOSE AREAS; AND C. ON AREAS WHERE CONSTRUCTION ACTIVITY IS NOT COMPLETE, PERMANENT COVER HAS BEEN ESTABLISHED; AND d. THE SITE COMPLIES WITH ITEM 13.3 THROUGH 13.7. AFTER PERMIT COVERAGE IS TERMINATED UNDER THIS ITEM, ANY SUBSEQUENT DEVELOPMENT ON THE REMAINING PORTIONS OF THE SITE WILL REQUIRE PERMIT COVERAGE IF THE SUBSEQUENT DEVELOPMENT ITSELF OR AS PART OF THE REMAINING COMMON PLAN OF DEVELOPMENT OR SALE WILL RESULT IN LAND DISTURBING ACTIVITIES OF ONE (1) OR MORE ACRES IN SIZE. [MINN. R. 7090] 4.5 PERMITTEES MAY TERMINATE COVERAGE UPON MPCA APPROVAL AFTER SUBMITTING INFORMATION DOCUMENTING THE OWNER CANCELLED THE PROJECT. [MINN. R. 70901 6.1 SWPPP AMENDMENTS. [MINN. R. 70901 6.2 ONE OF THE INDIVIDUALS DESCRIBED IN ITEM 21.2.A OR ITEM 21.2.6 OR ANOTHER QUALIFIED INDIVIDUAL MUST COMPLETE ALL SWPPP CHANGES. CHANGES INVOLVING THE USE OF A LESS STRINGENT BMP MUST INCLUDE A JUSTIFICATION DESCRIBING HOW THE REPLACEMENT BMP IS EFFECTIVE FOR THE SITE CHARACTERISTICS. [MINN. R. 70901 6.3 PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECT PROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER THERE IS A CHANGE IN DESIGN, CONSTRUCTION, OPERATION, MAINTENANCE, WEATHER OR SEASONAL CONDITIONS HAVING A SIGNIFICANT EFFECT ON THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER. [MINN. R. 7090] 6.4 PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECT PROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER INSPECTIONS OR INVESTIGATIONS BY THE SITE OWNER OR OPERATOR, USEPA OR MPCA OFFICIALS INDICATE THE SWPPP IS NOT EFFECTIVE IN ELIMINATING OR SIGNIFICANTLY MINIMIZING THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER OR THE DISCHARGES ARE CAUSING WATER QUALITY STANDARD EXCEEDANCES (E.G., NUISANCE CONDITIONS AS DEFINED IN MINN. R. 7050.021 0, SUBP. 2) OR THE SWPPP IS NOT CONSISTENT WITH THE OBJECTIVES OF A USEPA APPROVED TMDL. [MINN. R. 7050.0210] 7.1 BMP SELECTION AND INSTALLATION. [MINN. R. 70901 7.2 PERMITTEES MUST SELECT, INSTALL, AND MAINTAIN THE BMPS IDENTIFIED IN THE SWPPP AND IN THIS PERMIT IN AN APPROPRIATE AND FUNCTIONAL MANNER AND IN ACCORDANCE WITH RELEVANT MANUFACTURER SPECIFICATIONS AND ACCEPTED ENGINEERING PRACTICES. [MINN. R. 7090] 8.1 EROSION PREVENTION PRACTICES. [MINN. R. 7090] 8.2 BEFORE WORK BEGINS, PERMITTEES MUST DELINEATE THE LOCATION OF AREAS NOT TO BE DISTURBED. [MINN. R. 70901 8.3 PERMITTEES MUST MINIMIZE THE NEED FOR DISTURBANCE OF PORTIONS OF THE PROJECT WITH STEEP SLOPES. WHEN STEEP SLOPES MUST BE DISTURBED, PERMITTEES MUST USE TECHNIQUES SUCH AS PHASING AND STABILIZATION PRACTICES DESIGNED FOR STEEP SLOPES (E.G., SLOPE DRAINING AND TERRACING). [MINN. R. 70901 8.4 PERMITTEES MUST STABILIZE ALL EXPOSED SOIL AREAS, INCLUDING STOCKPILES. STABILIZATION MUST BE INITIATED IMMEDIATELY TO LIMIT SOIL EROSION WHEN CONSTRUCTION ACTIVITY HAS PERMANENTLY OR TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 14 CALENDAR DAYS. STABILIZATION MUST BE COMPLETED NO LATER THAN 14 CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY HAS CEASED. STABILIZATION IS NOT REQUIRED ON CONSTRUCTED BASE COMPONENTS OF ROADS PARKING LOTS AND SIMILAR SURFACES. STABILIZATION IS NOT REQUIRED ON TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANIC COMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES DEMOLITION CONCRETE STOCKPILES SAND STOCKPILES BUT PERMITTEES MUST PROVIDE SEDIMENT CONTROLS AT THE BASE OF THE STOCKPILE. [MINN. R. 7090] ) 8.5 FOR PUBLIC WATERS THAT THE MINNESOTA DNR HAS PROMULGATED "WORK IN WATER RESTRICTIONS" DURING SPECIFIED FISH SPAWNING TIME FRAMES, PERMITTEES MUST COMPLETE STABILIZATION OF ALL EXPOSED SOIL AREAS WITHIN 200 FEET OF THE WATER'S EDGE, AND THAT DRAIN TO THESE WATERS, WITHIN 24 HOURS DURING THE RESTRICTION PERIOD. [MINN. R. 7090] 8.6 PERMITTEES MUST STABILIZE THE NORMAL WETTED PERIMETER OF THE LAST 200 LINEAR FEET OF TEMPORARY OR PERMANENT DRAINAGE DITCHES OR SWALES THAT DRAIN WATER FROM THE SITE WITHIN 24 HOURS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE. PERMITTEES MUST COMPLETE STABILIZATION OF REMAINING PORTIONS OF TEMPORARY OR PERMANENT DITCHES OR SWALES WITHIN 14 CALENDAR DAYS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE AND CONSTRUCTION IN THAT PORTION OF THE DITCH TEMPORARILY OR PERMANENTLY CEASES. [MINN. R. 7090] 8.7 TEMPORARY OR PERMANENT DITCHES OR SWALES BEING USED AS A SEDIMENT CONTAINMENT SYSTEM DURING CONSTRUCTION (WITH PROPERLY DESIGNED ROCK -DITCH CHECKS, BIO ROLLS, SILT DIKES, ETC.) DO NOT NEED TO BE STABILIZED. PERMITTEES MUST STABILIZE THESE AREAS WITHIN 24 HOURS AFTER THEIR USE AS A SEDIMENT CONTAINMENT SYSTEM CEASES. [MINN. R. 7090 8.8 PERMITTEES MUST NOT USE MULCH HYDROMULCH TACKIFIER POLYACRYLAMIDE OR SIMILAR EROSION PREVENTION PRACTICES WITHIN ANY PORTION OF THE NORMAL WETTED PERIMETER OF A TEMPORARY OR PERMANENT DRAINAGE DITCH OR SWALE SECTION WITH A CONTINUOUS SLOPE OF GREATER THAN 2 PERCENT. [MINN. R. 70901 8.9 PERMITTEES MUST PROVIDE TEMPORARY OR PERMANENT ENERGY DISSIPATION AT ALL PIPE OUTLETS WITHIN 24 HOURS AFTER CONNECTION TO A SURFACE WATER OR PERMANENT STORMWATER TREATMENT SYSTEM. [MINN. R. 7090] 8.10 PERMITTEES MUST NOT DISTURB MORE LAND (I.E., PHASING) THAN CAN BE EFFECTIVELY INSPECTED AND MAINTAINED IN ACCORDANCE WITH SECTION 11. [MINN. R. 70901 9.1 SEDIMENT CONTROL PRACTICES. [MINN. R. 7090] 9.2 PERMITTEES MUST ESTABLISH SEDIMENT CONTROL BMPS ON ALL DOWNGRADIENT PERIMETERS OF THE SITE AND DOWNGRADIENT AREAS OF THE SITE THAT DRAIN TO ANY SURFACE WATER INCLUDING CURB AND GUTTER SYSTEMS. PERMITTEES MUST LOCATE SEDIMENT CONTROL PRACTICES UPGRADIENT OF ANY BUFFER ZONES. PERMITTEES MUST INSTALL SEDIMENT CONTROL PRACTICES BEFORE ANY UPGRADIENT LAND -DISTURBING ACTIVITIES BEGIN AND MUST KEEP THE SEDIMENT CONTROL PRACTICES IN PLACE UNTIL THEY ESTABLISH PERMANENT COVER. [MINN. R. 7090] 9.3 IF DOWNGRADIENT SEDIMENT CONTROLS ARE OVERLOADED BASED ON FREQUENT FAILURE OR EXCESSIVE MAINTENANCE REQUIREMENTS, PERMITTEES MUST INSTALL ADDITIONAL UPGRADIENT SEDIMENT CONTROL PRACTICES OR REDUNDANT BMPS TO ELIMINATE THE OVERLOADING AND AMEND THE SWPPP TO IDENTIFY THESE ADDITIONAL PRACTICES AS REQUIRED IN ITEM 6.3. [MINN. R. 70901 9.4 TEMPORARY OR PERMANENT DRAINAGE DITCHES AND SEDIMENT BASINS DESIGNED AS PART OF A SEDIMENT CONTAINMENT SYSTEM (E.G., DITCHES WITH ROCK -CHECK DAMS) REQUIRE SEDIMENT CONTROL PRACTICES ONLY AS APPROPRIATE FOR SITE CONDITIONS. [MINN. R. 7090] 9.5 A FLOATING SILT CURTAIN PLACED IN THE WATER IS NOT A SEDIMENT CONTROL BMP TO SATISFY ITEM 9.2 EXCEPT WHEN WORKING ON A SHORELINE OR BELOW THE WATERLINE. IMMEDIATELY AFTER THE SHORT TERM CONSTRUCTION ACTIVITY (E.G., INSTALLATION OF RIP RAP ALONG THE SHORELINE) IN THAT AREA IS COMPLETE, PERMITTEES MUST INSTALL AN UPLAND PERIMETER CONTROL PRACTICE IF EXPOSED SOILS STILL DRAIN TO A SURFACE WATER. [MINN. R. 70901 9.6 PERMITTEES MUST RE -INSTALL ALL SEDIMENT CONTROL PRACTICES ADJUSTED OR REMOVED TO ACCOMMODATE SHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES, IMMEDIATELY AFTER THE SHORT-TERM ACTIVITY IS COMPLETED. PERMITTEES MUST RE -INSTALL SEDIMENT CONTROL PRACTICES BEFORE THE NEXT PRECIPITATION EVENT EVEN IF THE SHORT-TERM ACTIVITY IS NOT COMPLETE. [MINN. R. 70901 9.7 PERMITTEES MUST PROTECT ALL STORM DRAIN INLETS USING APPROPRIATE BMPS DURING CONSTRUCTION UNTIL THEY ESTABLISH PERMANENT COVER ON ALL AREAS WITH POTENTIAL FOR DISCHARGING TO THE INLET. [MINN. R. 70901 9.8 PERMITTEES MAY REMOVE INLET PROTECTION FOR A PARTICULAR INLET IF A SPECIFIC SAFETY CONCERN (E.G. STREET FLOODING/FREEZING) IS IDENTIFIED BY THE PERMITTEES OR THE JURISDICTIONAL AUTHORITY (E.G., CITY/COUNTY/TOWNSHIP/MINNESOTA DEPARTMENT OF TRANSPORTATION ENGINEER). PERMITTEES MUST DOCUMENT THE NEED FOR REMOVAL IN THE SWPPP. [MINN. R. 70901 9.9 PERMITTEES MUST PROVIDE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS AT THE BASE OF STOCKPILES ON THE DOWNGRADIENT PERIMETER. [MINN. R. 70901 9.10 PERMITTEES MUST LOCATE STOCKPILES OUTSIDE OF NATURAL BUFFERS OR SURFACE WATERS, INCLUDING STORMWATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS UNLESS THERE IS A BYPASS IN PLACE FOR THE STORMWATER. [MINN. R. 7090] 9.11 PERMITTEES MUST INSTALL A VEHICLE TRACKING BMP TO MINIMIZE THE TRACK OUT OF SEDIMENT FROM THE CONSTRUCTION SITE OR ONTO PAVED ROADS WITHIN THE SITE. [MINN. R. 70901 9.12 PERMITTEES MUST USE STREET SWEEPING IF VEHICLE TRACKING BMPS ARE NOT ADEQUATE TO PREVENT SEDIMENT TRACKING ONTO THE STREET. [MINN. R. 70901 9.13 PERMITTEES MUST INSTALL TEMPORARY SEDIMENT BASINS AS REQUIRED IN SECTION 14. [MINN. R. 70901 9.14 IN ANY AREAS OF THE SITE WHERE FINAL VEGETATIVE STABILIZATION WILL OCCUR, PERMITTEES MUST RESTRICT VEHICLE AND EQUIPMENT USE TO MINIMIZE SOIL COMPACTION. [MINN. R. 70901 9.15 PERMITTEES MUST PRESERVE TOPSOIL ON THE SITE UNLESS INFEASIBLE.MINN. R. 7090 [ ] 9.16 PERMITTEES MUST DIRECT DISCHARGES FROM BMPS TO VEGETATED AREAS UNLESS INFEASIBLE. [MINN. R. 70901 9.17 PERMITTEES MUST PRESERVE A 50 FOOT NATURAL BUFFER OR, IF A BUFFER IS INFEASIBLE ON THE SITE, PROVIDE REDUNDANT (DOUBLE) PERIMETER SEDIMENT CONTROLS WHEN A SURFACE WATER IS LOCATED WITHIN 50 FEET OF THE PROJECT'S EARTH DISTURBANCES AND STORMWATER FLOWS TO THE SURFACE WATER. PERMITTEES MUST INSTALL PERIMETER SEDIMENT CONTROLS AT LEAST 5 FEET APART UNLESS LIMITED BY LACK OF AVAILABLE SPACE. NATURAL BUFFERS ARE NOT REQUIRED ADJACENT TO ROAD DITCHES, JUDICIAL DITCHES, COUNTY DITCHES, STORMWATER CONVEYANCE CHANNELS, STORM DRAIN INLETS, AND SEDIMENT BASINS. IF PRESERVING THE BUFFER IS INFEASIBLE, PERMITTEES MUST DOCUMENT THE REASONS IN THE SWPPP. SHEET PILING IS A REDUNDANT PERIMETER CONTROL IF INSTALLED IN A MANNER THAT RETAINS ALL STORMWATER. [MINN. R. 70901 9.18 PERMITTEES MUST USE POLYMERS, FLOCCULANTS, OR OTHER SEDIMENTATION TREATMENT CHEMICALS IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICES, DOSING SPECIFICATIONS AND SEDIMENT REMOVAL DESIGN SPECIFICATIONS PROVIDED BY THE MANUFACTURER OR SUPPLIER. THE PERMITTEES MUST USE CONVENTIONAL EROSION AND SEDIMENT CONTROLS PRIOR TO CHEMICAL ADDITION AND MUST DIRECT TREATED STORMWATER TO A SEDIMENT CONTROL SYSTEM FOR FILTRATION OR SETTLEMENT OF THE FLOC PRIOR TO DISCHARGE. [MINN. R. 70901 10.1 DEWATERING AND BASIN DRAINING. [MINN. R. 70901 10.2 PERMITTEES MUST DISCHARGE TURBID OR SEDIMENT -LADEN WATERS RELATED TO DEWATERING OR BASIN DRAINING (E.G., PUMPED DISCHARGES, TRENCH/DITCH CUTS FOR DRAINAGE) TO A TEMPORARY OR PERMANENT SEDIMENT BASIN ON THE PROJECT SITE UNLESS INFEASIBLE. PERMITTEES MAY DEWATER TO SURFACE WATERS IF THEY VISUALLY CHECK TO ENSURE ADEQUATE TREATMENT HAS BEEN OBTAINED AND NUISANCE CONDITIONS (SEE MINN. R. 7050.021 0, SUBP. 2) WILL NOT RESULT FROM THE DISCHARGE. IF PERMITTEES CANNOT DISCHARGE THE WATER TO A SEDIMENTATION BASIN PRIOR TO ENTERING A SURFACE WATER, PERMITTEES MUST TREAT IT WITH APPROPRIATE BMPS SUCH THAT THE DISCHARGE DOES NOT ADVERSELY AFFECT THE SURFACE WATER OR DOWNSTREAM PROPERTIES. [MINN. R. 7050.0210] 10.3 IF PERMITTEES MUST DISCHARGE WATER CONTAINING OIL OR GREASE, THEY MUST USE AN OIL -WATER SEPARATOR OR SUITABLE FILTRATION DEVICE (E.G., CARTRIDGE FILTERS, ABSORBENTS PADS) PRIOR TO DISCHARGE. [MINN. R. 70901 10.4 PERMITTEES MUST DISCHARGE ALL WATER FROM DEWATERING OR BASIN -DRAINING ACTIVITIES IN A MANNER THAT DOES NOT CAUSE EROSION OR SCOUR IN THE IMMEDIATE VICINITY OF DISCHARGE POINTS OR INUNDATION OF WETLANDS IN THE IMMEDIATE VICINITY OF DISCHARGE POINTS THAT CAUSES SIGNIFICANT ADVERSE IMPACT TO THE WETLAND. [MINN. R. 70901 10.5 IF PERMITTEES USE FILTERS WITH BACKWASH WATER, THEY MUST HAUL THE BACKWASH WATER AWAY FOR DISPOSAL, RETURN THE BACKWASH WATER TO THE BEGINNING OF THE TREATMENT PROCESS, OR INCORPORATE THE BACKWASH WATER INTO THE SITE IN A MANNER THAT DOES NOT CAUSE EROSION. [MINN. R. 70901 11.1 INSPECTIONS AND MAINTENANCE. [MINN. R. 70901 11.2 PERMITTEES MUST ENSURE A TRAINED PERSON, AS IDENTIFIED IN ITEM 21.2.6, WILL INSPECT THE ENTIRE CONSTRUCTION SITE AT LEAST ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 1/2 INCH IN 24 HOURS. [MINN. R. 70901 11.3 PERMITTEES MUST INSPECT AND MAINTAIN ALL PERMANENT STORMWATER TREATMENT BMPS. [MINN. R. 70901 11.4 PERMITTEES MUST INSPECT ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS AND POLLUTION PREVENTION MANAGEMENT MEASURES TO ENSURE INTEGRITY AND EFFECTIVENESS. PERMITTEES MUST REPAIR, REPLACE OR SUPPLEMENT ALL NONFUNCTIONAL BMPS WITH FUNCTIONAL BMPS BY THE END OF THE NEXT BUSINESS DAY AFTER DISCOVERY UNLESS ANOTHER TIME FRAME IS SPECIFIED IN ITEM 11.5 OR 11.6. PERMITTEES MAY TAKE ADDITIONAL TIME IF FIELD CONDITIONS PREVENT ACCESS TO THE AREA. [MINN. R. 70901 11.5 DURING EACH INSPECTION, PERMITTEES MUST INSPECT SURFACE WATERS, INCLUDING DRAINAGE DITCHES AND CONVEYANCE SYSTEMS BUT NOT CURB AND GUTTER SYSTEMS, FOR EVIDENCE OF EROSION AND SEDIMENT DEPOSITION. PERMITTEES MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS, INCLUDING DRAINAGE WAYS, CATCH BASINS, AND OTHER DRAINAGE SYSTEMS AND RESTABILIZE THE AREAS WHERE SEDIMENT REMOVAL RESULTS IN EXPOSED SOIL. PERMITTEES MUST COMPLETE REMOVAL AND STABILIZATION WITHIN SEVEN (7) CALENDAR DAYS OF DISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. PERMITTEES MUST USE ALL REASONABLE EFFORTS TO OBTAIN ACCESS. IF PRECLUDED, REMOVAL AND STABILIZATION MUST TAKE PLACE WITHIN SEVEN (7) DAYS OF OBTAINING ACCESS. PERMITTEES ARE RESPONSIBLE FOR CONTACTING ALL LOCAL, REGIONAL, STATE AND FEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PERMITS, PRIOR TO CONDUCTING ANY WORK IN SURFACE WATERS. [MINN. R. 70901 11.6 PERMITTEES MUST INSPECT CONSTRUCTION SITE VEHICLE EXIT LOCATIONS, STREETS AND CURB AND GUTTER SYSTEMS WITHIN AND ADJACENT TO THE PROJECT FOR SEDIMENTATION FROM EROSION OR TRACKED SEDIMENT FROM VEHICLES. PERMITTEES MUST REMOVE SEDIMENT FROM ALL PAVED SURFACES WITHIN ONE (1) CALENDAR DAY OF DISCOVERY OR, IF APPLICABLE, WITHIN A SHORTER TIME TO AVOID A SAFETY HAZARD TO USERS OF PUBLIC STREETS. [MINN. R. 70901 11.7 PERMITTEES MUST REPAIR, REPLACE OR SUPPLEMENT ALL PERIMETER CONTROL DEVICES WHEN THEY BECOME NONFUNCTIONAL OR THE SEDIMENT REACHES 1/2 OF THE HEIGHT OF THE DEVICE. [MINN. R. 70901 11.8 PERMITTEES MUST DRAIN TEMPORARY AND PERMANENT SEDIMENTATION BASINS AND REMOVE THE SEDIMENT WHEN THE DEPTH OF SEDIMENT COLLECTED IN THE BASIN REACHES 1/2 THE STORAGE VOLUME. [MINN. R. 70901 11.9 PERMITTEES MUST ENSURE THAT AT LEAST ONE INDIVIDUAL PRESENT ON THE SITE (OR AVAILABLE TO THE PROJECT SITE IN THREE (3) CALENDAR DAYS) IS TRAINED IN THE JOB DUTIES DESCRIBED IN ITEM 21.2.8. [MINN. R. 70901 11.10 PERMITTEES MAY ADJUST THE INSPECTION SCHEDULE DESCRIBED IN ITEM 11.2 AS FOLLOWS: a. INSPECTIONS OF AREAS WITH PERMANENT COVER CAN BE REDUCED TO ONCE PER MONTH, EVEN IF CONSTRUCTION ACTIVITY CONTINUES ON OTHER PORTIONS OF THE SITE; OR b. WHERE SITES HAVE PERMANENT COVER ON ALL EXPOSED SOIL AND NO CONSTRUCTION ACTIVITY IS OCCURRING ANYWHERE ON THE SITE, INSPECTIONS CAN BE REDUCED TO ONCE PER MONTH AND, AFTER 12 MONTHS, MAY BE SUSPENDED COMPLETELY UNTIL CONSTRUCTION ACTIVITY RESUMES. THE MPCA MAY REQUIRE INSPECTIONS TO RESUME IF CONDITIONS WARRANT; OR C. WHERE CONSTRUCTION ACTIVITY HAS BEEN SUSPENDED DUE TO FROZEN GROUND CONDITIONS, INSPECTIONS MAY BE SUSPENDED. INSPECTIONS MUST RESUME WITHIN 24 HOURS OF RUNOFF OCCURRING, OR UPON RESUMING CONSTRUCTION, WHICHEVER COMES FIRST. [MINN. R. 7090] 11.11 PERMITTEES MUST RECORD ALL INSPECTIONS AND MAINTENANCE ACTIVITIES WITHIN 24 HOURS OF BEING CONDUCTED AND THESE RECORDS MUST BE RETAINED WITH THE SWPPP. THESE RECORDS MUST INCLUDE: a. DATE AND TIME OF INSPECTIONS; AND b. NAME OF PERSONS CONDUCTING INSPECTIONS; AND C. ACCURATE FINDINGS OF INSPECTIONS, INCLUDING THE SPECIFIC LOCATION WHERE CORRECTIVE ACTIONS ARE NEEDED; AND d. CORRECTIVE ACTIONS TAKEN (INCLUDING DATES, TIMES, AND PARTY COMPLETING MAINTENANCE ACTIVITIES); AND e. DATE OF ALL RAINFALL EVENTS GREATER THAN 1/2 INCHES IN 24 HOURS, AND THE AMOUNT OF RAINFALL FOR EACH EVENT. PERMITTEES MUST OBTAIN RAINFALL AMOUNTS BY EITHER A PROPERLY MAINTAINED RAIN GAUGE INSTALLED ONSITE, A WEATHER STATION THAT IS WITHIN ONE (1) MILE OF YOUR LOCATION, OR A WEATHER REPORTING SYSTEM THAT PROVIDES SITE SPECIFIC RAINFALL DATA FROM RADAR SUMMARIES; AND f. IF PERMITTEES OBSERVE A DISCHARGE DURING THE INSPECTION, THEY MUST RECORD AND SHOULD PHOTOGRAPH AND DESCRIBE THE LOCATION OF THE DISCHARGE (I.E., COLOR, ODOR, SETTLED OR SUSPENDED SOLIDS, OIL SHEEN, AND OTHER OBVIOUS INDICATORS OF POLLUTANTS); AND 9. ANY AMENDMENTS TO THE SWPPP PROPOSED AS A RESULT OF THE INSPECTION MUST BE DOCUMENTED AS REQUIRED IN SECTION 6 WITHIN SEVEN (7) CALENDAR DAYS. [MINN. R. 70901 12.1 POLLUTION PREVENTION MANAGEMENT MEASURES. [MINN. R. 7090] 12.2 PERMITTEES MUST PLACE BUILDING PRODUCTS AND LANDSCAPE MATERIALS UNDER COVER E.G. PLASTIC SHEETING OR TEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITH STORMWATER. PERMITTEES ARE NOT REQUIRED TO COVER OR PROTECT PRODUCTS WHICH ARE EITHER NOT A SOURCE OF CONTAMINATION TO STORMWATER OR ARE DESIGNED TO BE EXPOSED TO STORMWATER. [MINN. R. 7090] 12.3 PERMITTEES MUST PLACE PESTICIDES, FERTILIZERS AND TREATMENT CHEMICALS UNDER COVER (E.G., PLASTIC SHEETING OR TEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITH STORMWATER. [MINN. R. 70901 12.4 PERMITTEES MUST STORE HAZARDOUS MATERIALS AND TOXIC WASTE, (INCLUDING OIL, DIESEL FUEL, GASOLINE, HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM-BASED PRODUCTS, WOOD PRESERVATIVES, ADDITIVES, CURING COMPOUNDS, AND ACIDS) IN SEALED CONTAINERS TO PREVENT SPILLS, LEAKS OR OTHER DISCHARGE. STORAGE AND DISPOSAL OF HAZARDOUS WASTE MATERIALS MUST BE IN COMPLIANCE WITH MINN. R. CH. 7045 INCLUDING SECONDARY CONTAINMENT AS APPLICABLE. [MINN. R. 7090] 12.5 PERMITTEES MUST PROPERLY STORE, COLLECT AND DISPOSE SOLID WASTE IN COMPLIANCE WITH MINN. R. CH. 7035. [MINN. R. 7035] 12.6 PERMITTEES MUST POSITION PORTABLE TOILETS SO THEY ARE SECURE AND WILL NOT TIP OR BE KNOCKED OVER. PERMITTEES MUST PROPERLY DISPOSE SANITARY WASTE IN ACCORDANCE WITH MINN. R. CH. 7041. [MINN. R. 70411 12.7 PERMITTEES MUST TAKE REASONABLE 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. PERMITTEES MUST 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. PERMITTEES MUST REPORT AND CLEAN UP SPILLS IMMEDIATELY AS REQUIRED BY MINN. STAT. 115.061, USING DRY CLEAN UP MEASURES WHERE POSSIBLE. [MINN. STAT. 115.061] 12.8 PERMITTEES MUST LIMIT VEHICLE EXTERIOR WASHING AND EQUIPMENT TO A DEFINED AREA OF THE SITE. PERMITTEES MUST CONTAIN RUNOFF FROM THE WASHING AREA IN A SEDIMENT BASIN OR OTHER SIMILARLY EFFECTIVE CONTROLS AND MUST DISPOSE WASTE FROM THE WASHING ACTIVITY PROPERLY. PERMITTEES MUST PROPERLY USE AND STORE SOAPS, DETERGENTS, OR SOLVENTS. [MINN. R. 70901 12.9 PERMITTEES MUST PROVIDE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOLID WASTES GENERATED BY WASHOUT OPERATIONS (E.G., CONCRETE, STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTION MATERIALS) RELATED TO THE CONSTRUCTION ACTIVITY. PERMITTEES MUST PREVENT LIQUID AND SOLID WASHOUT WASTES FROM CONTACTING THE GROUND AND MUST DESIGN THE CONTAINMENT SO IT DOES NOT RESULT IN RUNOFF FROM THE WASHOUT OPERATIONS OR AREAS. PERMITTEES MUST PROPERLY DISPOSE LIQUID AND SOLID WASTES IN COMPLIANCE WITH MPCA RULES. PERMITTEES MUST INSTALL A SIGN INDICATING THE LOCATION OF THE WASHOUT FACILITY. [MINN. R. 7035, MINN. R. 7090] 13.1 PERMIT TERMINATION CONDITIONS. [MINN. R. 70901 13.2 PERMITTEES MUST COMPLETE ALL CONSTRUCTION ACTIVITY AND MUST INSTALL PERMANENT COVER OVER ALL AREAS PRIOR TO SUBMITTING THE NOT. VEGETATIVE COVER MUST CONSIST OF A UNIFORM PERENNIAL VEGETATION WITH A DENSITY OF 70 PERCENT OF ITS EXPECTED FINAL GROWTH. VEGETATION IS NOT REQUIRED WHERE THE FUNCTION OF A SPECIFIC AREA DICTATES NO VEGETATION, SUCH AS IMPERVIOUS SURFACES OR THE BASE OF A SAND FILTER. [MINN. R. 70901 13.3 PERMITTEES MUST CLEAN THE PERMANENT STORMWATER TREATMENT SYSTEM OF ANY ACCUMULATED SEDIMENT AND MUST ENSURE THE SYSTEM MEETS ALL APPLICABLE REQUIREMENTS IN SECTION 15 THROUGH 19 AND IS OPERATING AS DESIGNED. [MINN. R. 70901 13.4 PERMITTEES MUST REMOVE ALL SEDIMENT FROM CONVEYANCE SYSTEMS PRIOR TO SUBMITTING THE NOT. [MINN. R. 70901 13.5 PERMITTEES MUST REMOVE ALL TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROL BMPS PRIOR TO SUBMITTING THE NOT. PERMITTEES MAY LEAVE BMPS DESIGNED TO DECOMPOSE ON-SITE IN PLACE. [MINN. R. 70901 13.6 FOR RESIDENTIAL CONSTRUCTION ONLY, PERMIT COVERAGE TERMINATES ON INDIVIDUAL LOTS IF THE STRUCTURES ARE FINISHED AND TEMPORARY EROSION PREVENTION AND DOWNGRADIENT PERIMETER CONTROL IS COMPLETE THE RESIDENCE SELLS TO THE HOMEOWNER, AND THE PERMITTEE DISTRIBUTES THE MPCA'S "HOMEOWNER FACT SHEET" TO THE HOMEOWNER. [MINN. R. 70901 13.7 FOR CONSTRUCTION PROJECTS ON AGRICULTURAL LAND (E.G., PIPELINES ACROSS CROPLAND), PERMITTEES MUST RETURN THE DISTURBED LAND TO ITS PRECONSTRUCTION AGRICULTURAL USE PRIOR TO SUBMITTING THE NOT. [MINN. R. 70901 14.1 TEMPORARY SEDIMENT BASINS. [MINN. R. 70901 14.2 WHERE TEN (11 0) OR MORE ACRES OF DISTURBED SOIL DRAIN TO A COMMON LOCATION, PERMITTEES MUST PROVIDE A TEMPORARY SEDIMENT BASIN TO PROVIDE TREATMENT OF THE RUNOFF BEFORE IT LEAVES THE CONSTRUCTION SITE OR ENTERS SURFACE WATERS. PERMITTEES MAY CONVERT A TEMPORARY SEDIMENT BASIN TO A PERMANENT BASIN AFTER CONSTRUCTION IS COMPLETE. THE TEMPORARY BASIN IS NO LONGER REQUIRED WHEN PERMANENT COVER HAS REDUCED THE ACREAGE OF DISTURBED SOIL TO LESS THAN TEN (1 0) ACRES DRAINING TO A COMMON LOCATION. [MINN. R. 70901 14.3 THE TEMPORARY BASIN MUST PROVIDE LIVE STORAGE FOR A CALCULATED VOLUME OF RUNOFF FROM A TWO (2) -YEAR, 24- HOUR STORM FROM EACH ACRE DRAINED TO THE BASIN OR 1,800 CUBIC FEET OF LIVE STORAGE PER ACRE DRAINED, WHICHEVER IS GREATER. [MINN. R. 70901 14.4 WHERE PERMITTEES HAVE NOT CALCULATED THE TWO (2) -YEAR, 24-HOUR STORM RUNOFF AMOUNT, THE TEMPORARY BASIN MUST PROVIDE 3,600 CUBIC FEET OF LIVE STORAGE PER ACRE OF THE BASINS' DRAINAGE AREA. [MINN. R. 70901 14.5 PERMITTEES MUST DESIGN BASIN OUTLETS TO PREVENT SHORT-CIRCUITING AND THE DISCHARGE OF FLOATING DEBRIS. [MINN. R. 7090] 14.6 PERMITTEES MUST DESIGN THE OUTLET STRUCTURE TO WITHDRAW WATER FROM THE SURFACE TO MINIMIZE THE DISCHARGE OF POLLUTANTS. PERMITTEES MAY TEMPORARILY SUSPEND THE USE OF A SURFACE WITHDRAWAL MECHANISM DURING FROZEN CONDITIONS. THE BASIN MUST INCLUDE A STABILIZED EMERGENCY OVERFLOW TO PREVENT FAILURE OF POND INTEGRITY. [MINN. R. 7090] 14.7 PERMITTEES MUST PROVIDE ENERGY DISSIPATION FOR THE BASIN OUTLET WITHIN 24 HOURS AFTER CONNECTION TO A SURFACE WATER. [MINN. R. 70901 14.8 PERMITTEES MUST LOCATE TEMPORARY BASINS OUTSIDE OF SURFACE WATERS AND ANY BUFFER ZONE REQUIRED IN ITEM 23.11. [MINN. R. 70901 14.9 PERMITTEES MUST CONSTRUCT THE TEMPORARY BASINS PRIOR TO DISTURBING 10 OR MORE ACRES OF SOIL DRAINING TO A COMMON LOCATION. [MINN. R. 70901 14.10 WHERE A TEMPORARY SEDIMENT BASIN MEETING THE REQUIREMENTS OF ITEM 14.3 THROUGH 14.9 IS INFEASIBLE, PERMITTEES MUST INSTALL EFFECTIVE SEDIMENT CONTROLS SUCH AS SMALLER SEDIMENT BASINS AND/OR SEDIMENT TRAPS, SILT FENCES, VEGETATIVE BUFFER STRIPS OR ANY APPROPRIATE COMBINATION OF MEASURES AS DICTATED BY INDIVIDUAL SITE CONDITIONS. IN DETERMINING WHETHER INSTALLING A SEDIMENT BASIN IS INFEASIBLE, PERMITTEES MUST CONSIDER PUBLIC SAFETY AND MAY CONSIDER FACTORS SUCH AS SITE SOILS, SLOPE, AND AVAILABLE AREA ON-SITE. PERMITTEES MUST DOCUMENT THIS DETERMINATION OF INFEASIBILITY IN THE SWPPP. [MINN. R. 70901 tl 'rr ^^%ATI/%\1 RA Ar% %J I L_ W%08 -t I v116 lrlr%l = 9 • 11, �� �9\\` ~� CIO 410 R 9 � A, �R° rTF. yea G 7,,,o\ ' 9so 9ST �,� - �; 8?BYO F 2 .,9y �m O � \ F ,: -- �- ,N \•'•\ ''a - - --- I I s I P \ \ �,_"' . - talsT.wE __J EL \�� �o l \ \. Misr.-._ _ JE { ,` _ Vii\ Ss� - R, y ,84�� SSSS/pc rl ' - - s w .> RivER I: MIt D 11 rys DR _ x pe Od is i o cy��s11 w w RD9��P �o� «� n 5q a 87TH 5.TNE J-_ _J_/ CI . T~. [� � ----,, A8 AVE- MMC9, _ , S�j a % ' f i �;A I 11 J� �; V' � p q I � {y _ l� f- O D 4 a' w X I!i I .- : -{ �� ,i - _-, " � r �� � ' ,,. q , /'_Q,'/�;/ i - / � . 1 Li' a.Sib .% �/ C... "f` I 11 DEER, T I � ` ?,o '. - - - r-- O i . i, I Q - -_Y , -,_ S z - p. _� - �.. n O Lr) U Ln 6 Z U 2m 0 O = Z 00 Y U U § O Of � F Lu - w tY LQ 1�0 WN N Z O Z r_ = N Lu > � L0 0,� J �w Co H 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 NAME: JOSEPH T RADACH PE SIGNATURE: G� -I . DATE: 01/08/24 LIC #: 45889 I- m IZI- N 0o CD CD L Q 0 w co N = Lu Z O Ln N 0 L0 J � J =) N M N Lu Ln Z Q 2 LL] UQ Z Z y a o W Lu >_ LL 0 CD �.D r- a L0 O LuqqT Z m Z W 2 O �/ J = J Lu o _U H m Z O 2 SHEET NUMBER C5.3 Z O N > Lu = Lu Z O Ln N 0 L0 J � J =) N M N Lu Ln Z Q 2 LL] UQ Z Z y a o W Lu >_ LL 0 CD �.D r- a L0 O LuqqT Z m Z W 2 O �/ J = J Lu o _U H m Z O 2 SHEET NUMBER C5.3 z ONSITE PAVEMENT -LIGHT DUTY co o Lo U CASTING SHALL BE MARKED SANITARY OR CO N Z U z (CLEAN OUT) AS APPROVED BY ENGINEER NEENAH R-1 914-A O PVC THREADED PLUG Z C) 13 OU HEAVY DUTY HDPE DOME TOP BOLLARD 4" CONCRETE PAD FINISHED GRADE U COVER (COLOR PER OWNER) O 1.5" BITUMINOUS WEAR COURSE, SPWEA340C, MNDOT 2360 f)f 3: TACK COAT, MNDOT 2357 6" DIA. GALVANIZED SCHEDULE 40 PIPE Lu — 2" BITUMINOUS BASE COURSE, SPNWA330C, MNDOT 2360 L Lu Lo 20 6" CLASS 5 AGGREGATE BASE, MNDOT 3138 N 1 APPROVED SUBGRADE, MIN. COMPACTION 95%0 z o co co EXPANSION FELT z r_ C) w� ONSITE PAVEMENT -HEAVY DUTY > Lo ON (iw PVC c EMBED IN CONCRETE M NOTES 45° BEND WYE 1. BOLLARDS TO BE PLACED 12" BEHIND BACK OF CURB ORAS NOTED ON THE SITE PLAN. 2" BITUMINOUS WEAR COURSE, SPWEA340C, MNDOT 2360 - 2. CONCRETE FOOTING TO BE HELD BELOW PVC TACK COAT, MNDOT 2357 FINISHED CONCRETE SURFACE. 2" BITUMINOUS BASE COURSE, SPNWA330C, MNDOT 2360 MINIMUM 6" CLASS 5 AGGREGATE BASE, MNDOT 3138 18" 1 %SLOPE APPROVED SUBGRADE, MIN. COMPACTION 95% 1 HEREBY CERTIFY THAT THIS PLAN, NOTES NOTES: SPECIFICATION OR REPORT WAS ALL JOINTS SHALL BE SOLVENT WELD EXCEPT AS NOTED. PREPARED BY ME OR UNDER MY 1. FINAL PAVEMENT SECTIONS AND SUBGRADE COMPACTION REQUIREMENTS CLEAN OUTS ARE REQUIRED AT 100' SPACING AND AT DIRECT SUPERVISION AND THAT I AM TO BE CONFIRMED BY GEOTECHNICAL ENGINEER OF RECORD CHANGE OF DIRECTION. A DULY LICENSED PROFESSIONAL ALL CLEAN OUTS SHALL BE EQUIPPED WITH A FROST SLEEVE. ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA NAME: JOSEPH T RADACH PE FLEXIBLE PAVEMENT SECTIONS 6" CONCRETE FILLED PIPE BOLLARD CLEANOUT NOT USED SIGNATURE: 1 O NO SCALE NO SCALE NO SCALE NO SCALE DATE: 01/08/24 LIC #: 45889 R8 -3a RED ON WHITE 12" X 18" CONRETE WALK R7 -8m � WHITEBLUE � 12" X 18"" ° I ° NO R7-8bP ��° ° [7 -- PARKING WHITE ON BLUE PARKING 12"X6" \ / 2" DIA. GALVANIZED SCHEDULE 40 PIPE. EMBED IN CONCRETE FILLED BOLLARD. ° °00 N VARIES ~�HAY BALES OR ° ° CD 4" PORTLAND CEMENT CONCRETE, MNDOT 3101 HEAVY DUTY HDPE DOME TOP BOLLARD COMPACTED EARTH a 4" CLASS 5 AGGREGATE BASE, MNDOT 3138 (OR COMPACTED SAND SUBGRADE) COVER (COLOR PER OWNER) ° _ _ ° BERM APPROVED SUBGRADE, MIN. COMPACTION 95% Q 6" DIA. GALVANIZED SCHEDULE 40 PIPE Ow CONRETE PAVEMENT N Ln 10 MIL M EXPANSION FELT POLYETHYLENE VARIES SHEETING SAND BAG TO SECURE SHEETING Z O Q > y Q Lu CV M lzi u� � ---- -� A EMBED IN CONCRETE 6" PORTLAND CEMENT CONCRETE, MNDOT 3101 m NOTES NOTES 6" CLASS 5 AGGREGATE BASE, MNDOT 3138 1. BOLLARDS TO BE PLACED 12" BEHIND BACK OF 1. THE WASHOUT MUST HAVE SUFFICIENT VOLUME TO CONTAIN ALL LIQUID AND CONCRETE WASTE APPROVED SUBGRADE, MIN. COMPACTION 95% CURB OR AS NOTED ON THE SITE PLAN. GENERATED BY WASHOUT OPERATIONS. 2. CONCRETE FOOTING TO BE HELD BELOW 2. LIQUID AND SOLID WASHOUT WASTE SHALL NOT CONTACT THE GROUND. NOTES FINISHED CONCRETE SURFACE TO PROVIDE 3. LIQUID AND SOLID WASHOUT WASTE SHALL BE DISPOSED OF IN COMPLIANCE WITH MPCA RULES. N SMOOTH CONCRETE FINISH. 4. A SIGN SHALL BE INSTALLED INDICATING THE LOCATION OF THE WASHOUT FACILITY. Lo 1. FINAL PAVEMENT SECTIONS AND SUBGRADE COMPACTION REQUIREMENTS3. CENTER SIGN AT HEAD OF PARKING SPACE NOT w J TO BE CONFIRMED BY GEOTECHNICAL ENGINEER OF RECORD 18� MORE THAN 96" FROM HEAD OF PARKING SPACE. � J 4. SIGN HARDWARE PER MANUFACTURER. N M v7 RIGID PAVEMENT SECTIONS 6" CONCRETE FILLED PIPE BOLLARD W/SIGN CONCRETE WASHOUT NOT USED NLJ z 2 5 8 NO SCALE NO SCALE NO SCALE NO SCALE Z Q U Q STANDARD SECTION y z o > w w _ LL 25' 20' 0 r__ 5' 5' 15' 15' 5' CD 2% 4% 2.5% 2.5% 4-% Lu z O CONCRETE WALK (SEE PLAN FOR SOD W/4" TOPSOIL STABILIZE ALL EXPOSED SOIL AREAS, INCLUDING STOCKPILES. STABILIZATION MUST BE INITIATED IMMEDIATELY TO LOCATION) PAVEMENT SECTION LIMIT SOIL EROSION WHEN CONSTRUCTION ACTIVITY HAS PERMANENTLY OR TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 7 CALENDAR DAYS. STABILIZATION MUST BE B618 CURB & COMPLETED NO LATER THAN 7 CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY HAS CEASED. STABILIZATION IS SOD W/4" TOPSOIL HEAVY-DUTY PAVEMENT SECTION GUTTER NOT REQUIRED ON CONSTRUCTED BASE COMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES. PER DETAIL 1 TCL = C + 0.10 STABILIZATION IS NOT REQUIRED ON TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANIC COMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) BUT PERMITTEES MUST PROVIDE SEDIMENT CONTROLS AT THE BASE OF THE STOCKPILE. STANDARD SECTION W/ RIGHT TURN LANE TEMPORARY SEEDING SHALL BE IN ACCORDANCE WITH MNDOT 2575 AND SHALL BE AS FOLLOWS: LO o 25' 25' SEED: 21-111 AT 100 LBS PER ACRE OR 21-112 AT 100 LBS PER ACRE W qct MULCH: TYPE 1 AT 2 TONS PER ACRE Z 5' 5' 16' 14' 12' 5' FERTILIZER: 10-20-20 AT 300 LBS PER ACRE J = Z LEFT TURN RIGHT TURN — W PERMANENT SEEDING SHALL BE IN ACCORDANCE WITH MNDOT 2575 AND SHALL BE AS FOLLOWS, UNLESS SHOWN Q 2% 4% a 4% OTHERWISE ON THE PLANS: W � O 2.5/o 2 5% 2 5% — NO PARKING SEED: 25-131 AT 220 LBS PER ACRE OR 25-141 AT 59 LBS PER ACRE Lu U 4" STRIPING MULCH: TYPE 1 AT 2 TONS PER ACRE (TYP) /12" FERTILIZER: 10-10-10 AT 200 LBS PER ACRE H m z CONCRETE WALK HIGH LETTERS O (SEE PLAN FOR SOD W/ 2 LOCATION) PAVEMENT SECTION 4" TOPSOIL HANDICAP PARKING 8618 CURB & SYMBOL (TYP) SOD W/4" TOPSOIL HEAVY-DUTY PAVEMENT SECTION PER DETAIL 1 GUTTER TCL =C+0.10 TYPICAL STREET SECTIONS HANDICAP PARKING SPACE PAVEMENT MARKINGS TURF ESTABLISHMENT NOT USED SHEET NUMBER 9 2 3 6 NO SCALE NO SCALE NO SCALE NO SCALE C6• 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. Cone Section, Casting Steps, :Standard Plate Library and Adjusting Rings City of Monticello I Plate No. 03-05 Revised: 03-15 1001 STEEL T -STYLE FENCE POST PAINTED BLUE WITH AN OIL BASED PAINT FOR WATERMAIN STUB PAINTED GREEN WITH AN OIL BASED PAINT FOR SANITARY AND/OR STORM SEWER STUB AND A MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST. POST SHALL BE BURIED 2' BELOW FINISHED GRADE WITH 4' ABOVE FINISHED GRADE (INCIDENTAL) SANITARY SEWER IERMAIN Title: Utility Stub Markers Standard Plate Library City of Monticello Date: 04-08 Plate No. Revised`03-15 1006 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 NEENAH R-1642 WITH TYPE B SOLID UD MACHINE BEARING OR EQUAL 25 3/4 BEARINSURFACE TO BE MACHINED �a a� COVER CONCEALED PICKHOLES (2) EAT OPPOSITE SI EXCEPT FOR LEFTERI 7•� I_ 24' 28 1/2 38' Standard Plate Library City of Monticello TOP OF PROPOSED SUBGRADE FRAME Title: Standard Frame and Cover )ate: Plate No. 03-05 Revised` 03-15 1002 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 CONSOUDATED 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 3149.21' 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 NOTE: CASTINGS AND VALVE BOXES NOT ADJUSTED WITHIN THE TOLERANCES SHOWN SHALL BE READJUSTED AT THE CONTRACTOR'S EXPENSE. ZFINISHED BITUMINOUS WEAR COURSE GRADE 3/8 ' MIN. 5/8 MAX. FRAME CASTING AND GATE VALVE NOT ON CENTERLINE CENTERLINE ROADWAY FINISHED BITUMINOUS WEAR 5/8 ' MIN COURSE GRADE 5/8 MMAX. 3/4 "MAX 2.0X 2,00x FRAME CASTING ON CENTERLINE Title: Adjustment of Standard Standard Plate Library Frame and Cover City of Monticello Date: Plate No. 03-05 "Bed: 03-15 1003 1'- 0' BEARING AREA STANDARD MANHOLE 4.0 SQ FT 8" FRAME AND COVER GROUTING BETWEEN PIPE AND 12.0 SQ FT ADJUSTING RINGS MANHOLE BARREL SHALL BE MIN 4" - MAX 12" WITH NON -SHRINKING CEMENT 27• DIA WITH EXTERNAL OR o INTERNAL CHIMNEY SEAL I 'a YELLOW OUT OF ORDER TAG USE R-2 JOINT FOR TO BE INSTALLED ON PUMPER CONN. ALL MANHOLE JOINTS BREAKOFFFUNGE EXISTING OR FUTURE STREET 1" TO 2' MAXIMUM CURB OR GUTTER UNE s" BARREL TO CONFORM TO ASTM C-478 LATEST REVISION I TO 2 .. 48• DIA ., Cone Section, Casting Steps, :Standard Plate Library and Adjusting Rings City of Monticello I Plate No. 03-05 Revised: 03-15 1001 STEEL T -STYLE FENCE POST PAINTED BLUE WITH AN OIL BASED PAINT FOR WATERMAIN STUB PAINTED GREEN WITH AN OIL BASED PAINT FOR SANITARY AND/OR STORM SEWER STUB AND A MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST. POST SHALL BE BURIED 2' BELOW FINISHED GRADE WITH 4' ABOVE FINISHED GRADE (INCIDENTAL) SANITARY SEWER IERMAIN Title: Utility Stub Markers Standard Plate Library City of Monticello Date: 04-08 Plate No. Revised`03-15 1006 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 NEENAH R-1642 WITH TYPE B SOLID UD MACHINE BEARING OR EQUAL 25 3/4 BEARINSURFACE TO BE MACHINED �a a� COVER CONCEALED PICKHOLES (2) EAT OPPOSITE SI EXCEPT FOR LEFTERI 7•� I_ 24' 28 1/2 38' Standard Plate Library City of Monticello TOP OF PROPOSED SUBGRADE FRAME Title: Standard Frame and Cover )ate: Plate No. 03-05 Revised` 03-15 1002 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 CONSOUDATED 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 3149.21' 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 NOTE: CASTINGS AND VALVE BOXES NOT ADJUSTED WITHIN THE TOLERANCES SHOWN SHALL BE READJUSTED AT THE CONTRACTOR'S EXPENSE. ZFINISHED BITUMINOUS WEAR COURSE GRADE 3/8 ' MIN. 5/8 MAX. FRAME CASTING AND GATE VALVE NOT ON CENTERLINE CENTERLINE ROADWAY FINISHED BITUMINOUS WEAR 5/8 ' MIN COURSE GRADE 5/8 MMAX. 3/4 "MAX 2.0X 2,00x FRAME CASTING ON CENTERLINE Title: Adjustment of Standard Standard Plate Library Frame and Cover City of Monticello Date: Plate No. 03-05 "Bed: 03-15 1003 1'- 0' BEARING AREA OR 5' IN BACK OF CURB 4.0 SQ FT 8" IF CONCRETE WALK OR 10" - 12" 12.0 SQ FT BITUMINOUS PATH ARE HYDRAFINDER PRESENT FLAG WATEROUS MODEL 67 HYDRANT YELLOW OUT OF ORDER TAG wl TO BE INSTALLED ON PUMPER CONN. BREAKOFFFUNGE EXISTING OR FUTURE STREET 1" TO 2' MAXIMUM CURB OR GUTTER UNE ABOVE BURY LINE (FINISHED GRADE) FINISHED GRADE Q VALVE BOX AS WATERMAIN SPECIFIED TO 2 I rcy 2 LAYERS OF z 2'- 8" AS REQUIRED 10' POLY (4 mil) v `T4PT1W i 3' DIAMETER BY 3' DEEP PR I 3 UNDER HYDRANT FILLED WTTH ro 1/4 ' STEEL VALVE BOX ADAPTOR A MINIMUM OF 1 C.Y. OF 1 1-1/2" CLEAR STONE WITH PROTECTIVE COATING AS T` MANUFACTURED BY ADAPTOR INC. O OR APPROVED EQUAL MEGALUG MEGALUG GATE VALVE TEE THRUST IMEGALUG BLOCKNG BLOCKING BEH ND BELOW GATE THRUST HYDRANT PRECAST CONCRETE BASE BLOCKING AS SPECIFIED (15'x 15'x 4') VALVE BEHIND TEE Standard Plate Library City of Monticello Typical Hydrant Installation ate: 03-05 Plate No. tevised:2001 03-17 3, 5, 3/8' MIN. 5/8' MAX. UMINOUS 4 -WEAR COURSE BITUMINOUS BASE COURSE ADJUSTMENT DETAIL ERS SUPER GLUE ENGINEER APPROVED /4' BEAD, 360 DEG.) UMINOUS WEAR COURSE IA'AN\\\ j/,I \ \ � BITUMINOUS NON -WEAR COURSE GST IRON OR DUCTILE IRON ADJUSTMENT RING AS MANUFACTRURED BY ESS BROTHERS AND SONS INC. j OR ENGINEER APPROVED EQUAL NOTES: 1. THE HEIGHT OF THE CAST IRON OR DUCTILE IRON ADJUSTMENT RING 2 ISDETERMINEDIROMINOR DUCTILE IRON ADJUSTMENT ERINGGSS TO BE INSTALLED BITUMINOUS W EAR COURSE AS 3. FACTURERS RECOMMENDATION. A 5YEAR WPER UARRANTY Is REQUIRED FOR ADJUSTMENT RINGS INCLUDING LABOR de MATERIALS ADJUSTMENT DETAIL f, 61 Standard Plate Library Metal Casting Ring Adjustment Detail City of Monticello Date: 03-08 Plate No. Revised: 03-15 1004 MEGALUG MEGALUG TEE AND BEND BEND NOTES: 1. THRUST BLOCKING TO BE USED FOR BEND 22 1/2' AND OVER. 2. THRUST BLOCKING SKALL 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 SQ FT 8" 6.0 SO FT 10" - 12" 12.0 SQ FT 16 20.0 SG 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 1Ote' 03-05 Plate No. Revised:2002 03-17 F M E H 0111 1 1 11 0 0 0 0 1. STRUCTURE RIICIUAE AURKER SIGNS AND 3' TUBING WITH 2-1' REFLECTORIZED STRIPS SHALL BE FURNISHED AND INSTALLED FOR ALL STRUCTURES LOCATED OFF THE STREET SURFACE. 0(INCIDENTAL) 2. 3' TUBING SHALL BE ATTACHED TO SIGN POST 3. THE SIGNS MAYBE OMITTED AS PER THE ENGINEER 4. THE SIGNS SHNl BE BURIED 2' BELOW FINISHED GRADE WITH 4' OF POST EXPOSED 5. SIGNS SHALL FACE TRAFFIC 0.063" THICK ALUMINUM SIGN. BLACK LETTERS ON WHITE HIGH INTENSITY REFLECTORIZED BACKGROUND. U—CHANNEL POST, MINIMUM 1.2 LB./FT. 6' LONG, GALVANIZED. Title: 0 0 C Standard Plate Library Structure Marker Sign City of Monticello Date: 03-05 Plate No. Revised. 100503-15 i EXISTING (OR FINISHED) GRADE PLUGGED END zi NOTES: 1. RE -USE EXISTING AIR BLEED ONES AND PLUGS 1::7; ON PROPOSED STUBS. INSTALLATION TO BE MADE AT NO ADDITIONAL COMPENSATION. FURNISH NEW GASKETS WHERE REQUIRED. 2. NEW UNES WILL BE PAID FOR AT UNIT PRICE BID FOR 1" COPPER AND 1" CORPORATION STOP. ALL OTHER 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 4, INSTALLATION (INCIDENTAL) NOTE: GROUND UNE IF GATE VALVE BOXES ARE EXTENDED, THERE SHALL BE A GATE VALVE NUT EXTENSION TO 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 WTTFT PROTECTIVE COATING AS MANUFACTURED BY ADAPTOR INC. OR APPROVED EQUAL WATERMAIN J GATE VALVE VALVE BOX INSTALLATION Title: Air Bleed Detail And AStandard Plate Library Valve Box Installation City of Monticello Date: Plate No. 03-05 Revised:03-15 2003 �z M "L)OU Ln 0 N Z U 02 W o0 O =Z 00 Y U _ U 2 W Ix Ln 1 i �O {�i 0N N Z 0 O ch 0 Z I - Of N W >� E) (31, J W 00I— L r 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 NAME: JOSEPH T RADACH PE SIGNATURE: DATE: 01/08/24 LIC #: 45889 N ao 0 0 Iii a 0 W Z) r� Z O 0 > W = � N M '4: Ln A,6 r--� W z 3r 0 Lfi N Ln LILIJ J L) M N L /� /U Ln N W Z a O W Q U Z Z LU LL SHEET NUMBER N O O �z M mOU Ln 0 N z U W o0 It - 02 =0 z LL U U _ WLL1 — Ln �Jo 0 0 N N {�i (n N Z 0 O ch Z r - STEEL T -SME FENCE POST PAINTED N SEALS OR EXTERNAL) GREEN WITH AN OIL BASED PAINT ANDA TAPE MINIMUM 2 RADE) W � CHIMNEY (INTERNAL "CRETEX OR APPROVED EQUAL" AT THE THE (ENGINEER GRADE) AT THE TOP l[i FOR COMPLETE TYPE "A" DROP SECTION B POST T MARK THE SERVICE SNB IC BE INSTALLED AT THE TIME OF SERVICE J UNIT PRICE SHALL INCLUDE ANY CUTTING INTO MANHOLE BASE REQUIRED. ELBOW, TEE, PIPE, DEPTH OF COVER OVER - _ INSTALLATION (INCIDENTAL) TOP OF PIPE TO SUR 4 OR 6' PVC 4- W 00 (— STANDARD MANHOLE FRAME AND COVER SUPPORT AS REQUIRED. FIELD CONDITIONS MIN GROUTING BETWEEN PIPE AND MANHOLE BARREL SHALL BE WITH NON -SHRINKING CEMENT PIPE SHALL BE COMPLETELY ENTRENCHED AND SHALL HAVE CLASS "B" BEDDING WHERE DIRECTED BY THE ENGINEER — CONCRETE OR GRASSY AREA BITUMINOUS SURFACE ALL MANHOLES WITH ADJUSTING RINGS INSIDE DROP SECTION MIN a" -MAX 12' SHALL BE 5' DIA (I.D.) c 27' DIA I a C MIN SEE JOINT DETAIL BELOW 6 4' R 8'WIDE - 4"IHICKPLACE LESS THAN 5' 8'x 4' x 4' THICK LESS THAN 6' NEARLY HORIZONTAL FOR LOW 12 BASEMENTS AND SHALLOW SEWER AS DRAINAGE AND g• DIRECTED BY THE ENGINEER UTILITY EASEMENT GROUND 6" 6' MANHOLE SECTION TO BE ASTM C-478 CUSS II PRE -CAST CONCRETE MANHOLE SECTIONS 1• UNE TYPICAL SERVICE WHERE COVER OVER CIRCULAR REINF I DUCTILE IRONTEE TOP OF SEWER IS 12' OR LESS 2' LATEST REVISION PROPOSED STORM SEWER e'x 1z' INsuunoN AT PIPE CROSSING 8'X 20' INSULATION 48^ plA USE R-2 JOINT FOR ALL MANHOLE JOINTS ONE LENGTH (20'- 0-) OF DIP IN UEU OF PVC CORE DRILL CONN CT TO MANHOLE NOTES: 5' PVC - POLY -VINYL CHLORIDE SDR 26 DEPTH OF COVER OVER TOP OF PIPE TO SUR ALL SERVICE CONNECTIONS INCLUDING NECESSARY FIELD CONDITIONS BENDS AND SPECIAL FITTINGS SHALL BE PAID FOR AT 1 HEREBY CERTIFY THAT SPECIFICATION OR REPORT THIS PLAN, WAS FOR BOX SEE PLATE 2006 45" BENDS MEGALUG FOR DETAILS (TYPICAL) MEGALUG 116' Oc T THE CONTRACT UNIT PRICE BID PER UNEAR FOOT OF 4" OR 6". NO ADDITIONAL COMPENSATION SHALL BE ALLOWED FOR CONCRETE ENCASEMENT OR PIPE BEDDING. - PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM MEGALUG 6' MEGALUG �l a, g a" OR 6" PVC 45•BEND A DULY LICENSED PROFESSIONAL 0 8" "CRE ENGINEER UNDER THE LAWS OF THE _ -SEAL"; RESEAL", OR APPROVED EQUAL o Ci �' ELEV TO BE SET BY THE WYE STATE OF MINNESOTA F WATERMAIN 12 VARIES EN TO OMANHOLE BE USED FORPRECCONNECTIKET ON CONNECTION CONCRETE CONCRETE CONCRETE MORTAR �'HALL SI ES 4' ENGINEER -CONTRACTOR /" TO VERIFY PRIOR TO BURY MIN PIPE SHALL BE COMPLETELY ENTRENCHED NAME: JOSEPH T RADACH PE AND SHALL HAVE CUSS "B" BEDDING WHERE DIRECTED BY THE ENGINEER VARIABLE�a I SIGNATURE: CONCRETE ENCASEMENT ..,� �h. STYROFOAM HI -35 BRAND PLASTIC FOAM OR APPROVED EQUAL 20• MAX. 24" D o m �I�) SEE DETAIL BELOW FOR CAULKING BETWEEN �`f"ft DATE: 01/08/24 LIC #: 45889 Y�+" // "L4• 6' MIN .. J w CORE DRILL DISSIMILAR PIPES MIN - I90.g: PRECAST BOTTOM SECTION WITH INVERT p CONNECT TO MANHOLE STAGGER SHEETS 4' LENGTH WISE AND 2' WIDTH WISE ALL PIPE JOINTS WITHIN 10' OFA BEND SHALL BE RESTRAINED USING TIE RODS. #5 AT 12' OC EACH WAY MAINLINE SEWER RISER BASE TYPICAL SERVICE WHERE COVER OVER STANDARD MANHOLE FOR ADAPTER TO BE RESILIENTTOP OF SEWER IS 12' OR MORE SANITARY SEWER ASTM 0425-64 TYPE III OR NO SCALE APPROVED EQUAL FOR DISSIMILAR PIPES CONCRETE ENCASEMENT (TYPICAL) NOTE: INSULATION REQUIRED FOR WATERMAIN WITH LESS THAN 5' COVER IN GRASSY AREAS AND 6' COVER UNDER PAVED SURFACES. NOTES: OQ-. F� — PVC WYE �— VCP R PVC ALL BE ENCASED IN CONCRETE SHALL BE REQUIRED 11) MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS -I -PF '�: �� WHEN CONNECTING TO EXISTING m (BY MA INDUSTRIAL INC.) CONFORMING TO ALL OSHA REGULATIONS AND SPACED 16" OC. .:: . ••. •. ..,.,., VCP SEWER MAIN (INCIDENTAL). 20 1F DROP IS GREATER THAN 24" INCHES, USE OUTSIDE DROP. DETAIL CONCRETE ENCASELIENT THRUST BLOCKING FOR CLEANING EQUIPMENT Title: Insulation Standard Plate Library Detail rn1e' Standard Plate Library Watermain Offset City of Monticello Title: DropSection for Standard Plate Library Sanitary Manhole Title: Standard Plate Library Typical Service Connection N 00 o Title: Standard SanitaryOutside Standard Plate Library Manhole City of Monticello Date: Plate No. Date: 03-05 Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. LL; 03-05 2005 03-05 03-04 03-05 2004 Revised: 3001 3 0 02 -9 30 0 4 a _ Revised: 03-15 Revised: 03-15 Revised: 03-15 = - Revised: 03-15 W Z) N Z O N LU N co -q Lo %.O r-, C CASTING ADJUSTING RINGS 4' MIN - 12" MAX STANDARD FRAME &COVER A O D O A A D INSTALL INFRA SHIELD O 35 1/4 43" O 35-1/4" 43" TIES REQUIRED TO CLEAN OUTS IMEQUAL) APPROVED EXTERNALCHIMNEYSEAL ROADWAY SURFACE SEE MnDOT STANDARD PLATE 4020 CURB INLET FRAME AND CURB BOX O O FOR COVER REQUIREMENTS NEENAH NO. R -3067-V USE 4" OR 6" CISP PLUG AND CAP,r TOP To BE 1/2 "BELOW FINISHED GRADE WALL CONSTRUCTION SHALL BE CLASS II •• .•• PRECAST PIPE, EXCEPT 48' DIA MAY BELO FINISHED GRADE ASTM C 478 CONCRETE PIPE, SEE MnDOT STANDARD zo z 8" CAST -IN-PLACE PLATE 3000 (NO TONGUE OR GROOVE AT TOP F ®�itl.CONCRETE OR BOTTOM OF THIS SECTION). CAST -IN-PLACE N PLAN N L0 W C4 CONCRETE OR MASONRY CONSTRUCTION g 4' TO 10' (BRICK OR BLOCK) ALLOWED ONLY IF APPROVED PLAN Z z BY ENGINEERCARTING TO BE SET 0.10' { 6" MAX J w v CONCRETE DOGHOUSE REQUIRED ON 4" CONCRETE COLLAR ALL STORM SEWER CASTING ELEVATIONS BELOW GUTTER ELEVATION (� ^ o OUTSIDE AND INSIDE OF STRUCTURE z AND PIPE CONNECTION INSTALL INFRA SHIELD SHOWN ON THE PLANS HAVE BEEN APPROVED EQUAL) DEPRESSED 0.10' BELOW GUTTER INSTALL INFRA SHIELD CURB INLET FRAME AND CURB BOX (OR APPROVED EQUAL) STANDARD CASTING - NEENAH R -3067-V L0 � EXTERNAL CHIMNEY SEAL ELEVATION (SEE DETAIL 5003) EXTERNAL CHIMNEY SEAL _ ■ w `V c=a w x x ADJUSTING RINGS 4" MIN - 12" MAX ADJUSTING RINGS 4' MIN - 12' MAX ENCASE WITH CONCRETE TRANSVERSE g LONGITUDINAL BARS \ z / 6" PVC RISER FOR NON-RESIDENTIAL 4' PVC RISER FOR RESIDENTIAL VARIES 10' TO 20' U < a m ENCASE IN CONCRETE COLLAR USE CONCRETE 6" CURB MIX FOR COLLAR MANHOLE COVER IT BE 48' DIA COLLAR CRETEX TYPE II WITH 24"x 36" 8" OPENING 5/8 FOR 18" TO RG APRONS 3/4 FOR 30" d[ LARGER APRONS. Q LLJ O/ z z 4" OR 6" VERTICAL WYE (PVC) STRUCTURE 24" FINISH 31- GRADE •15" 24' 9" \/+ Q Q 2 2" CONCRETE DOGHOUSE REQUIRED ON OUTSIDE AND INSIDE OF STRUCTURE �6- > W 1/B BEND 8" POURED CONCRETE BASE, FOR ALTERNATE PRECAST CONCRETE BASE. SEE MnDOT STANDARD PLATE 4011 (MODIFY DIAMETER AND 3'- 6" AND PIPE CONNECTION � - •48" P ANCHOR TOP LL CONCRETE ENCASEMENT 12' ALL AROUND (INCIDENTAL) 2" RAISED AREA TO FIT REQUIRED DIAMETER. 5' 34' *DIMENSION VARIES &BOTH ENDS r O WATER TIGHT GASKET OR CEMENTED PLUG 4' MIN. .. ` BADIAMSED STRUCTURE NOTE: 1. ALL TRASH GUARDS SHALL BE GALVANIZED AFTER FABRICATION I\ RCP PIPE PER MNDOT SPEC. 3392 8: 3394. z. APPLIES To FLARED END SECTIONS 12" OR LARGER. Q1 REFER TO STANDARD PLANS FOR HEIGHT AND DIAMETER REQUIRED. , !.. 4' MIN. . 3. ALL NUTS AND BOLT ATTACHING TRASH GUARD TO THE FLARED • PVC END SECTION SHALL BE LEFT EXPOSED z HORIZONTAL WYE (PVC) Q2 MANHOLE STEPS SHALL BE CAST IRON OR MA MODEL PS -I -PF BY MA STRIAL CONFORMING TO ALL OSHA REGULATIONS A CONCRETE CATCH BASIN MANHOLE NOTES: W THRUST BLOCKING FOR CLEANING EQUIPMENT D SPACED 16" OC. 4" 4" CONCRETE COLLAR AND BASE TO BE CRETEX TYPE 433B OR APPROVED EQUAL O3 MINIMUM STEEL REINFORCEMENT NOTES: SECTION A—A 1. BASE TO BE GROUTED TO FORM A SMOOTH INVERT TO OUT ET. O 1. PAYMENT FOR 6" RISER PIPE, 6" VERTICAL WYE 45' BEND AND PLUG WILL BE PAID FOR AT UNIT �• �" POUR A 3" TO 4' CONCRETE COLLAR SECTION 2. PIPE CUT-OUTS TO BE LOCATED WHERE PRICE BID PER EACH. 4 EQUIVALENT STEEL AREA IN WIRE MESH MANHOLE 2. CLEAN -OUTS REQUIRED AT 70' INTERVALS FROM MAY BE USED OR PLASTERED MANHOLE ,,; AROUND RINGS EXTENDING FROM THE REQUIRED. OR CASTING TO THE PRECAST SECTION MAIN SEWER UNE. CATCH - EXTERIOR CATCH c�{ © GENERAL DIMENSIONS FOR CONCRETE APPLY IN BASIN :": TO BRICK AND CONCRETE MASONRY UNIT '. �' DIA `i: CATCH BASINS LOCATED IN DRIVEWAYS SHALL BE TYPE MnDOT DESIGN H. THE CATCH BASIN MANHOLES REQUIRED IN GREEN SPACES SHALL BE CONSTRUCTED OF CONSTRUCTION ALSO, EXCEPT AS NOTED. SEWER BRICK (MnDOT SPEC 3616) BLOCK CASTING SHALL BE NEENAH R -3508-A2. THE PRECASTCGNSHALL ONLYINACCORDANCE WITH Mn/DOT STANDARD PLATE 4006L CAS® 12" MINIMUM FOR PRECAST, 3 BRICKS OR MASONRY CONSTRUCTION 1 BLOCK MINIMUM FOR MASONRY CONSTUCTION CATCH BASIN MANHOLES LOCATED IN DRIVEWAYS SHALL BE CONSTRUCTED WITH AN ECCENTRIC TOP SLAB WITH A 27" ROUND OPENING. THE CASTING SHALL BE © REINFORCEMENT AS PER MnDOT SPEC 3301, GRADE 60. NEENAH R -3508-A2. Title: Sanitary Clean -Out Standard Plate LibraryY City of Monticello Title: Standard Manhole forD Standard Plate Library Storm Sewer City of Monticello Date: Plate No. Title: Standard Standard Plate Library Catch Basin City of Monticello Date: Plate No. Title: Catch Basin Standard Plate Library Manhole City of Monticello Date: Plate No. Title: Trash Guard for Standard Plate Library Y End Section Cit of Monticello � U) O w Date: Plate No. 03-05 03-05 --03-05 03-05 Y Date: Plate No. 03-05 Z 3006 -- Revised: 40 01 03-17 Rel,;ted: 4002 03-17 Revised: 4003 03-17 4007 J Z � — Revised: 03-15 Revised: 03-15 � - — Q W O >LU LU U m z O SHEET NUMBER C6.3 NOTE: THIS DRAWING IS TYPICAL FOR ALL FLARED END SECTIONS 24' OR LARGER SHEET PILING AS SHOWN SHALL BE CONSIDERED INCIDENTAL TO FLARED END. NUTS AND BOLTS ON TRASH GUARD MUST REMAIN EXPOSED. 4000 PSI CONCREFE ,) ISE (3) 1" BOLTS ABUTMENT IO PSI CONCRETE 14 REBAR EACH FACE Standard Plate Library City of Monticello Title: Piling for Flared End Section 0 m o o m o IIJ DO L DOp zp ga & c aj ~ °d dtY o O z z N `. z O O V W v) �g Lt_VJ. W� r 4 I I I O 1V l 3 Z mixW a Fq Qac W azo E �� F pip W �~ o I O a a U W ZLn H U a 7 N N zz ma O a6 Z K — a J m Wm F F< iu Z O W m mj w; Z 2 Title: Standard Plate Library Riprap Detail City of Monticello Dom; Plate No. 03-05 Revised: 03-15 4009 N�?�nin aenmmmmmamammoa >� NO hfmmm Gr)mmN NMrmI c� 0 Up N�LL 'h<ul l�°iO"i l�m,C m,GN Oi♦O♦N p� U �NNM)rf�Wlan �rc ]kl MIEN mm�pm N�mmN nOrl � N mQTj ��C1 riQmm mG�Mm mNiV � 2� aOa o D_ U m g � o m�a Qmma mmnmN m<aom Q— � N-0.0-60--44 ^ N N M M Q ]gyWpo m'�MINNLNY UpaUfMmOl7m m'171��pOom Aja ZNmmIVNN�rmly��tOm rEDW Om 2 0 S P Q ° Np�almmmmaeNmmmm Nf Om �Wp��Nf mmGre aimlY ralhMON Z N II Q g voi a< O InU C rm NOmmam Nalmam00 o a+va orioi ren�m���ae ai ad aiw Zpg � �NNnnmmnnae� J ,�j��rymmmNmmoa�ammm � ZN mp��(>JN"fOaim °e�amiVNNM� N I�L� g O op la ammNwmnmam.-mroO��mWLLI ���NNMmmmnm x m ¢<J p m�J�>m��Vlm Mlmm Nm OWN Q a � •I� aa� I o_ U �o �qqg Qmm�ommm�amonna � �,'•„a tri "i m.=rimae "i of � p—a. p �NMY�Omn a a ao� K SAME SLOPE AS ROADWAY HORIZONTAL (FORMS MAY BE TILTED) REVERSE SLOPE GUTTER SECTION DIVIDER PLATE 3'R t 6 1/2 " 3'R 3V SLOPE 0.06 FT/FTOR - 6' 13 1/2 " SLOPE 3/4"/FT 1 ?2"IN `- HORIZONTAL LINE / '`�' MNDOT 0 SLOPE 0.06 FT/FT NORMAL, UNLESS / STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 GUTTER MAY BE TILTED IS PERMITTED, THE FORM 8612 CONCRETE CURB & GUTTER CONCRETE - 21a77 Fr / CU, DS �LI(BB jB612) DIVIDER PLATE 3'R 3� - 1/2 R. 3'R 6" 13 1/2 SLOPE 0.06 FT/FT OR O SLOPE 3/4 -/Fr 2' MIN 2' 7'j r HORIZONTAL LINE / A0 MNDOT SLOPE ISE FT/FT NORMAL, UNLESS STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 MAY BE TILTED IS PERMITTED, THE FORM CONCRETE - 8618 CONCRETE CURB & GUTTER CONCRETE - 17.2 Fr / CU.YD.0582 CU YDS s. (BB 8)UN Fr (8616) 12' 3/4 ' /PER FT 1/2 "R 1/2 -R 7"0. HORIZONTAL UNE Imo- 0" �I MODIFIED DESIGN 'b" CURB & GUTTER Title: Concrete Curb & Gutter Standard Plate Library for Streets City of Monticello Date: Plate No. 03-05 Revised: 5005 03-15 CONTRACTION JOINTS a Street Sign 0 o TRAFFIC SIGN SPECIFICATIONS o TRAFFIC SIGN SPECIFICATIONS o MATERIAL: ° MATERIAL: 7' 3#/FT o ALUMINUM SHALL BE 5052-H38 OR 6061-T6 ALLOY. 6 0 GAUGE SHALL BE: .080 ON THE LONGEST SIDE ALUMINUM SHALL BE: 5052-H38 OR 6061-T6 ALLOY L\plE e . •'A . o UP TO 30" GAUGE SHALL BE: .080 ON THE LONGEST SIDE 2% MAXIMUM OPE ° .100 ON THE LONGEST SIDE UP TO 30" CROSS SLOPE PR D, 0• D, 0OVER 30" 100 ON THE LONGEST SIDE IL :� .e ° r OVER 30" SIGNS SHALL BE NOTCHED FOR USE WITH ° E-450 BRACKETS REFLECTING SHEETING SHALL BE DIAMOND GRADE. s" STREET NAME slcNs SHALL HAVE s" UPPER CASE e e • e • e 6' 3#/FT. ALL SIGNS CONFORM TO SECTIONS 2564 AND 3352, 2-3/8" O.D. LETTERS WHITE ON GREEN HIGH INTENSITY GRADE SHEETING A •' •'A SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR WITH WHITE SERIES E BORDER + ° HIGHWAY CONSTRUCTION. b ALL SIGNS SHALL CONFORM TO SECTIONS 2564 AND 3352, 3" ° r SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR ....:...:....... . . . . s,` 0 \ HIGHWAY CONSTRUCTION. ° CHANNEL POST SPECIFICATIONS 12" GRANULAR BORROW OR 6" CLASS 5 ° GALVANIZED STEEL CHANNEL POSTS SHALL BOULEVARD 4" OR 6" CONCRETE WALK ° o Z) BE USED, 2.5 LB/FT POSTS SHOULD BE GRADE M z USED THAT ARE PUNCHED ON 1" CC. BOULEVARD WIDTH VARIES(AVERAGE 8') GALVANIZED POSTS SHALL BE OF THE =11111111=111111111=11111111 =1111111 =111111111 11111111 ° 4 -RIB DESIGN. POSTS ARE TO BE 7 FEET JIIIII ° IflI11— 1 - IN HEIGHT BETWEEN BOTTOM OF SIGN AND -IIIIIIIIIz11111°�� IIIIII TUBULAR POSTS SPECIFICATIONS FINISHED GROUND. 1 1111111=11111111 TUBULAR POSTS USED FOR MOUNTING STREET NAME/TRAFFIC 11111111 BOLTS, NUTS, AND WASHERS — CONTROL SIGNS, SHALL VARY IN LENGTH, SHALL HAVE ^q° 11111111 L`i A DIMPLED TUBE BELOW GRADE OR INSTALL A ANTI- ROTATION HARDWARE SHALL BE GRADE 5 11111111 q, DEVICE TO PREVENT TUBE FROM TURNING, SHALL BE MINIMUM AND BE GALVANIZED = s° 11111111 2-3/8" O.D., SHALL BE GALVINIZED AND SHALL HAVE OR CADMIUM PLATED. 4 =_ A WEIGHT OF 2LB./FT. SIDEWALK DIMENSIONS CONCRETE GROUT-� 11111111=11111111 NOTE: CONCRETE GROUT TO BE MIXED THOROUGHLY WITH WATER BEFORE WIDTH - 6' INSTALLATION 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.) TYPICAL SIGN INSTALLATION WHEN STREET *MATCH EXISTING DEPTH, 4" MINIMUM NAME SIGNS ARE NOT INSTALLED NOTE: TYPIEET INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS NAME SIGNSSIGNARE TOO BE�NSTALLEDN WHEN B Title: Title: Title: Typical Sidewalk Typical Traffic Sign Typical Traffic Sign Standard Plate Library Standard Plate Library Installation Standard Plate Library Installation City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. Revised:03-05 5012 __ 03-05 03-05 03-17 Revised: 03-17 5016 Rev'sed:03-15 5017 EXPANSION JOINTS EXPANSION \ JOINTS1. \,1 B 6' 5' 18„ ° CONCRETE TO BE EXPANSION EXPANSION POURED INTEGRALLY JOINTS A JOINTS WITH CURB W. � 8618 CONCRETE CURB AND GUTTER 7" MIN. 7" 1/41EPER/M1�=n Q— 3/4 .��. 7" WIDTH VARIES 5' MIN. 18" SECTION B—B SECTION A—A Title: Commercial Driveway Standard Plate Library Entrance City of Monticello Date: Plate No. 03-05 Revised: 03-15 5008 5' MIN. NOTES: DEAD END ROADWAY SIGNS SHALL BE X4-11 WITH THE FOLLOWING COLORS: REFLECTORS - RED (DIAMOND GRADE) BACKGROUND - RED MEDIAN SIGNS SHALL BE X4-2 WITH THE FOLLOWING COLORS REFLECTORS - YELLOW (DIAMOND GRADE) BACKGROUND - BLACK OR YELLOW STEEL CHANNEL POSTS SHALL WIGH 3LB./FT. AS REQUIRED. POSTS SHALL BE PUNCHED ON 1" CC AND GALVANIZED. POSTS SHALL BE OF THE 4 -RIB DESIGN. HARDWARE SHALL BE GRADE 5 MINIMUM AND BE GALVANIZED OR CADMIUM PLATED. Title: Permanent Barricade Standard Plate Library & Hazard Markers City of Monticello Date: Plate No. 03-05 Revl8ed:03-15 5018 F L 0 *W Y EXPANSION JOINT (TYPICAL) REMOVE CROWN TYPE B6 CONCRETE IN 50' CURB & GUTTER GUTTER OUT -a A FLOW B-618 - 3' WIDE �3' MIN. B-624 - 4' WIDE SLOPE 3/4 "/FT. SECTION A—A Typical Concrete Standard Plate Library Valley Gutter City of Monticello 03-05 Plate No. Revised: 5009 03-15 Gravel pod(s) MnDOT Class CA -15 or CA -25 Riprap Bedding Geotextile fabric Original grade SECTION B -B (not to scale) Ribbed or Corrugated steel plates Original Geotextile fabric SECTION A -A grade (not to scale) NOTES: Channelize runoff to sediment Sediment Trapping Device trapping device A I Ribbed or Corrugated steel plates �1 A B Q 0 Q O CC of w Q CL z XI w Match Existing Grade "!WE �I� •!.,11.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII��/I• .� _ /� .��!''IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII'�. �. ��� I or Right of Way PLAN Standard Plate Library City of Monticello Commercial Gravel Construction Entrance 06-14 Plate No. 03-15 6002 �z M "L"-) U Ln 0 N Z U W o0 �=0 Y U _ U W — LU Ln / 1 � vo {n1 cn N N Z p O ch Z r1_10 - 0 � N W � � J E) e L — W 00 H i - r 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 NAME: JOSEPH T RADACH PE SIGNATURE:/— DATE: 01/08/24 LIC #: 4588900 M = N 0 0 I:Li Q 0 LU N Z O N LU = , N M -q 6 ,6 r--� ll W Z O J_ Q H W LTi ♦' N V LO J �_ J Z)Cn M C'6 L(7 N w Ln Z Q � O W Q U Z (n Z _ Q C) > W _ W 0 O SHEET NUMBER " C6.4 0 0 2 0 S P Q ° Np�almmmmaeNmmmm Nf Om �Wp��Nf mmGre aimlY ralhMON Z N II Q g voi a< O InU C rm NOmmam Nalmam00 o a+va orioi ren�m���ae ai ad aiw Zpg � �NNnnmmnnae� J ,�j��rymmmNmmoa�ammm � ZN mp��(>JN"fOaim °e�amiVNNM� N I�L� g O op la ammNwmnmam.-mroO��mWLLI ���NNMmmmnm x m ¢<J p m�J�>m��Vlm Mlmm Nm OWN Q a � •I� aa� I o_ U �o �qqg Qmm�ommm�amonna � �,'•„a tri "i m.=rimae "i of � p—a. p �NMY�Omn a a ao� K SAME SLOPE AS ROADWAY HORIZONTAL (FORMS MAY BE TILTED) REVERSE SLOPE GUTTER SECTION DIVIDER PLATE 3'R t 6 1/2 " 3'R 3V SLOPE 0.06 FT/FTOR - 6' 13 1/2 " SLOPE 3/4"/FT 1 ?2"IN `- HORIZONTAL LINE / '`�' MNDOT 0 SLOPE 0.06 FT/FT NORMAL, UNLESS / STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 GUTTER MAY BE TILTED IS PERMITTED, THE FORM 8612 CONCRETE CURB & GUTTER CONCRETE - 21a77 Fr / CU, DS �LI(BB jB612) DIVIDER PLATE 3'R 3� - 1/2 R. 3'R 6" 13 1/2 SLOPE 0.06 FT/FT OR O SLOPE 3/4 -/Fr 2' MIN 2' 7'j r HORIZONTAL LINE / A0 MNDOT SLOPE ISE FT/FT NORMAL, UNLESS STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 MAY BE TILTED IS PERMITTED, THE FORM CONCRETE - 8618 CONCRETE CURB & GUTTER CONCRETE - 17.2 Fr / CU.YD.0582 CU YDS s. (BB 8)UN Fr (8616) 12' 3/4 ' /PER FT 1/2 "R 1/2 -R 7"0. HORIZONTAL UNE Imo- 0" �I MODIFIED DESIGN 'b" CURB & GUTTER Title: Concrete Curb & Gutter Standard Plate Library for Streets City of Monticello Date: Plate No. 03-05 Revised: 5005 03-15 CONTRACTION JOINTS a Street Sign 0 o TRAFFIC SIGN SPECIFICATIONS o TRAFFIC SIGN SPECIFICATIONS o MATERIAL: ° MATERIAL: 7' 3#/FT o ALUMINUM SHALL BE 5052-H38 OR 6061-T6 ALLOY. 6 0 GAUGE SHALL BE: .080 ON THE LONGEST SIDE ALUMINUM SHALL BE: 5052-H38 OR 6061-T6 ALLOY L\plE e . •'A . o UP TO 30" GAUGE SHALL BE: .080 ON THE LONGEST SIDE 2% MAXIMUM OPE ° .100 ON THE LONGEST SIDE UP TO 30" CROSS SLOPE PR D, 0• D, 0OVER 30" 100 ON THE LONGEST SIDE IL :� .e ° r OVER 30" SIGNS SHALL BE NOTCHED FOR USE WITH ° E-450 BRACKETS REFLECTING SHEETING SHALL BE DIAMOND GRADE. s" STREET NAME slcNs SHALL HAVE s" UPPER CASE e e • e • e 6' 3#/FT. ALL SIGNS CONFORM TO SECTIONS 2564 AND 3352, 2-3/8" O.D. LETTERS WHITE ON GREEN HIGH INTENSITY GRADE SHEETING A •' •'A SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR WITH WHITE SERIES E BORDER + ° HIGHWAY CONSTRUCTION. b ALL SIGNS SHALL CONFORM TO SECTIONS 2564 AND 3352, 3" ° r SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR ....:...:....... . . . . s,` 0 \ HIGHWAY CONSTRUCTION. ° CHANNEL POST SPECIFICATIONS 12" GRANULAR BORROW OR 6" CLASS 5 ° GALVANIZED STEEL CHANNEL POSTS SHALL BOULEVARD 4" OR 6" CONCRETE WALK ° o Z) BE USED, 2.5 LB/FT POSTS SHOULD BE GRADE M z USED THAT ARE PUNCHED ON 1" CC. BOULEVARD WIDTH VARIES(AVERAGE 8') GALVANIZED POSTS SHALL BE OF THE =11111111=111111111=11111111 =1111111 =111111111 11111111 ° 4 -RIB DESIGN. POSTS ARE TO BE 7 FEET JIIIII ° IflI11— 1 - IN HEIGHT BETWEEN BOTTOM OF SIGN AND -IIIIIIIIIz11111°�� IIIIII TUBULAR POSTS SPECIFICATIONS FINISHED GROUND. 1 1111111=11111111 TUBULAR POSTS USED FOR MOUNTING STREET NAME/TRAFFIC 11111111 BOLTS, NUTS, AND WASHERS — CONTROL SIGNS, SHALL VARY IN LENGTH, SHALL HAVE ^q° 11111111 L`i A DIMPLED TUBE BELOW GRADE OR INSTALL A ANTI- ROTATION HARDWARE SHALL BE GRADE 5 11111111 q, DEVICE TO PREVENT TUBE FROM TURNING, SHALL BE MINIMUM AND BE GALVANIZED = s° 11111111 2-3/8" O.D., SHALL BE GALVINIZED AND SHALL HAVE OR CADMIUM PLATED. 4 =_ A WEIGHT OF 2LB./FT. SIDEWALK DIMENSIONS CONCRETE GROUT-� 11111111=11111111 NOTE: CONCRETE GROUT TO BE MIXED THOROUGHLY WITH WATER BEFORE WIDTH - 6' INSTALLATION 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.) TYPICAL SIGN INSTALLATION WHEN STREET *MATCH EXISTING DEPTH, 4" MINIMUM NAME SIGNS ARE NOT INSTALLED NOTE: TYPIEET INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS NAME SIGNSSIGNARE TOO BE�NSTALLEDN WHEN B Title: Title: Title: Typical Sidewalk Typical Traffic Sign Typical Traffic Sign Standard Plate Library Standard Plate Library Installation Standard Plate Library Installation City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. Revised:03-05 5012 __ 03-05 03-05 03-17 Revised: 03-17 5016 Rev'sed:03-15 5017 EXPANSION JOINTS EXPANSION \ JOINTS1. \,1 B 6' 5' 18„ ° CONCRETE TO BE EXPANSION EXPANSION POURED INTEGRALLY JOINTS A JOINTS WITH CURB W. � 8618 CONCRETE CURB AND GUTTER 7" MIN. 7" 1/41EPER/M1�=n Q— 3/4 .��. 7" WIDTH VARIES 5' MIN. 18" SECTION B—B SECTION A—A Title: Commercial Driveway Standard Plate Library Entrance City of Monticello Date: Plate No. 03-05 Revised: 03-15 5008 5' MIN. NOTES: DEAD END ROADWAY SIGNS SHALL BE X4-11 WITH THE FOLLOWING COLORS: REFLECTORS - RED (DIAMOND GRADE) BACKGROUND - RED MEDIAN SIGNS SHALL BE X4-2 WITH THE FOLLOWING COLORS REFLECTORS - YELLOW (DIAMOND GRADE) BACKGROUND - BLACK OR YELLOW STEEL CHANNEL POSTS SHALL WIGH 3LB./FT. AS REQUIRED. POSTS SHALL BE PUNCHED ON 1" CC AND GALVANIZED. POSTS SHALL BE OF THE 4 -RIB DESIGN. HARDWARE SHALL BE GRADE 5 MINIMUM AND BE GALVANIZED OR CADMIUM PLATED. Title: Permanent Barricade Standard Plate Library & Hazard Markers City of Monticello Date: Plate No. 03-05 Revl8ed:03-15 5018 F L 0 *W Y EXPANSION JOINT (TYPICAL) REMOVE CROWN TYPE B6 CONCRETE IN 50' CURB & GUTTER GUTTER OUT -a A FLOW B-618 - 3' WIDE �3' MIN. B-624 - 4' WIDE SLOPE 3/4 "/FT. SECTION A—A Typical Concrete Standard Plate Library Valley Gutter City of Monticello 03-05 Plate No. Revised: 5009 03-15 Gravel pod(s) MnDOT Class CA -15 or CA -25 Riprap Bedding Geotextile fabric Original grade SECTION B -B (not to scale) Ribbed or Corrugated steel plates Original Geotextile fabric SECTION A -A grade (not to scale) NOTES: Channelize runoff to sediment Sediment Trapping Device trapping device A I Ribbed or Corrugated steel plates �1 A B Q 0 Q O CC of w Q CL z XI w Match Existing Grade "!WE �I� •!.,11.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII��/I• .� _ /� .��!''IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII'�. �. ��� I or Right of Way PLAN Standard Plate Library City of Monticello Commercial Gravel Construction Entrance 06-14 Plate No. 03-15 6002 �z M "L"-) U Ln 0 N Z U W o0 �=0 Y U _ U W — LU Ln / 1 � vo {n1 cn N N Z p O ch Z r1_10 - 0 � N W � � J E) e L — W 00 H i - r 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 NAME: JOSEPH T RADACH PE SIGNATURE:/— DATE: 01/08/24 LIC #: 4588900 M = N 0 0 I:Li Q 0 LU N Z O N LU = , N M -q 6 ,6 r--� ll W Z O J_ Q H W LTi ♦' N V LO J �_ J Z)Cn M C'6 L(7 N w Ln Z Q � O W Q U Z (n Z _ Q C) > W _ W 0 O SHEET NUMBER " C6.4 0 0 SAME SLOPE AS ROADWAY HORIZONTAL (FORMS MAY BE TILTED) REVERSE SLOPE GUTTER SECTION DIVIDER PLATE 3'R t 6 1/2 " 3'R 3V SLOPE 0.06 FT/FTOR - 6' 13 1/2 " SLOPE 3/4"/FT 1 ?2"IN `- HORIZONTAL LINE / '`�' MNDOT 0 SLOPE 0.06 FT/FT NORMAL, UNLESS / STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 GUTTER MAY BE TILTED IS PERMITTED, THE FORM 8612 CONCRETE CURB & GUTTER CONCRETE - 21a77 Fr / CU, DS �LI(BB jB612) DIVIDER PLATE 3'R 3� - 1/2 R. 3'R 6" 13 1/2 SLOPE 0.06 FT/FT OR O SLOPE 3/4 -/Fr 2' MIN 2' 7'j r HORIZONTAL LINE / A0 MNDOT SLOPE ISE FT/FT NORMAL, UNLESS STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 MAY BE TILTED IS PERMITTED, THE FORM CONCRETE - 8618 CONCRETE CURB & GUTTER CONCRETE - 17.2 Fr / CU.YD.0582 CU YDS s. (BB 8)UN Fr (8616) 12' 3/4 ' /PER FT 1/2 "R 1/2 -R 7"0. HORIZONTAL UNE Imo- 0" �I MODIFIED DESIGN 'b" CURB & GUTTER Title: Concrete Curb & Gutter Standard Plate Library for Streets City of Monticello Date: Plate No. 03-05 Revised: 5005 03-15 CONTRACTION JOINTS a Street Sign 0 o TRAFFIC SIGN SPECIFICATIONS o TRAFFIC SIGN SPECIFICATIONS o MATERIAL: ° MATERIAL: 7' 3#/FT o ALUMINUM SHALL BE 5052-H38 OR 6061-T6 ALLOY. 6 0 GAUGE SHALL BE: .080 ON THE LONGEST SIDE ALUMINUM SHALL BE: 5052-H38 OR 6061-T6 ALLOY L\plE e . •'A . o UP TO 30" GAUGE SHALL BE: .080 ON THE LONGEST SIDE 2% MAXIMUM OPE ° .100 ON THE LONGEST SIDE UP TO 30" CROSS SLOPE PR D, 0• D, 0OVER 30" 100 ON THE LONGEST SIDE IL :� .e ° r OVER 30" SIGNS SHALL BE NOTCHED FOR USE WITH ° E-450 BRACKETS REFLECTING SHEETING SHALL BE DIAMOND GRADE. s" STREET NAME slcNs SHALL HAVE s" UPPER CASE e e • e • e 6' 3#/FT. ALL SIGNS CONFORM TO SECTIONS 2564 AND 3352, 2-3/8" O.D. LETTERS WHITE ON GREEN HIGH INTENSITY GRADE SHEETING A •' •'A SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR WITH WHITE SERIES E BORDER + ° HIGHWAY CONSTRUCTION. b ALL SIGNS SHALL CONFORM TO SECTIONS 2564 AND 3352, 3" ° r SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR ....:...:....... . . . . s,` 0 \ HIGHWAY CONSTRUCTION. ° CHANNEL POST SPECIFICATIONS 12" GRANULAR BORROW OR 6" CLASS 5 ° GALVANIZED STEEL CHANNEL POSTS SHALL BOULEVARD 4" OR 6" CONCRETE WALK ° o Z) BE USED, 2.5 LB/FT POSTS SHOULD BE GRADE M z USED THAT ARE PUNCHED ON 1" CC. BOULEVARD WIDTH VARIES(AVERAGE 8') GALVANIZED POSTS SHALL BE OF THE =11111111=111111111=11111111 =1111111 =111111111 11111111 ° 4 -RIB DESIGN. POSTS ARE TO BE 7 FEET JIIIII ° IflI11— 1 - IN HEIGHT BETWEEN BOTTOM OF SIGN AND -IIIIIIIIIz11111°�� IIIIII TUBULAR POSTS SPECIFICATIONS FINISHED GROUND. 1 1111111=11111111 TUBULAR POSTS USED FOR MOUNTING STREET NAME/TRAFFIC 11111111 BOLTS, NUTS, AND WASHERS — CONTROL SIGNS, SHALL VARY IN LENGTH, SHALL HAVE ^q° 11111111 L`i A DIMPLED TUBE BELOW GRADE OR INSTALL A ANTI- ROTATION HARDWARE SHALL BE GRADE 5 11111111 q, DEVICE TO PREVENT TUBE FROM TURNING, SHALL BE MINIMUM AND BE GALVANIZED = s° 11111111 2-3/8" O.D., SHALL BE GALVINIZED AND SHALL HAVE OR CADMIUM PLATED. 4 =_ A WEIGHT OF 2LB./FT. SIDEWALK DIMENSIONS CONCRETE GROUT-� 11111111=11111111 NOTE: CONCRETE GROUT TO BE MIXED THOROUGHLY WITH WATER BEFORE WIDTH - 6' INSTALLATION 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.) TYPICAL SIGN INSTALLATION WHEN STREET *MATCH EXISTING DEPTH, 4" MINIMUM NAME SIGNS ARE NOT INSTALLED NOTE: TYPIEET INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS NAME SIGNSSIGNARE TOO BE�NSTALLEDN WHEN B Title: Title: Title: Typical Sidewalk Typical Traffic Sign Typical Traffic Sign Standard Plate Library Standard Plate Library Installation Standard Plate Library Installation City of Monticello Date: Plate No. City of Monticello Date: Plate No. City of Monticello Date: Plate No. Revised:03-05 5012 __ 03-05 03-05 03-17 Revised: 03-17 5016 Rev'sed:03-15 5017 EXPANSION JOINTS EXPANSION \ JOINTS1. \,1 B 6' 5' 18„ ° CONCRETE TO BE EXPANSION EXPANSION POURED INTEGRALLY JOINTS A JOINTS WITH CURB W. � 8618 CONCRETE CURB AND GUTTER 7" MIN. 7" 1/41EPER/M1�=n Q— 3/4 .��. 7" WIDTH VARIES 5' MIN. 18" SECTION B—B SECTION A—A Title: Commercial Driveway Standard Plate Library Entrance City of Monticello Date: Plate No. 03-05 Revised: 03-15 5008 5' MIN. NOTES: DEAD END ROADWAY SIGNS SHALL BE X4-11 WITH THE FOLLOWING COLORS: REFLECTORS - RED (DIAMOND GRADE) BACKGROUND - RED MEDIAN SIGNS SHALL BE X4-2 WITH THE FOLLOWING COLORS REFLECTORS - YELLOW (DIAMOND GRADE) BACKGROUND - BLACK OR YELLOW STEEL CHANNEL POSTS SHALL WIGH 3LB./FT. AS REQUIRED. POSTS SHALL BE PUNCHED ON 1" CC AND GALVANIZED. POSTS SHALL BE OF THE 4 -RIB DESIGN. HARDWARE SHALL BE GRADE 5 MINIMUM AND BE GALVANIZED OR CADMIUM PLATED. Title: Permanent Barricade Standard Plate Library & Hazard Markers City of Monticello Date: Plate No. 03-05 Revl8ed:03-15 5018 F L 0 *W Y EXPANSION JOINT (TYPICAL) REMOVE CROWN TYPE B6 CONCRETE IN 50' CURB & GUTTER GUTTER OUT -a A FLOW B-618 - 3' WIDE �3' MIN. B-624 - 4' WIDE SLOPE 3/4 "/FT. SECTION A—A Typical Concrete Standard Plate Library Valley Gutter City of Monticello 03-05 Plate No. Revised: 5009 03-15 Gravel pod(s) MnDOT Class CA -15 or CA -25 Riprap Bedding Geotextile fabric Original grade SECTION B -B (not to scale) Ribbed or Corrugated steel plates Original Geotextile fabric SECTION A -A grade (not to scale) NOTES: Channelize runoff to sediment Sediment Trapping Device trapping device A I Ribbed or Corrugated steel plates �1 A B Q 0 Q O CC of w Q CL z XI w Match Existing Grade "!WE �I� •!.,11.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII��/I• .� _ /� .��!''IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII'�. �. ��� I or Right of Way PLAN Standard Plate Library City of Monticello Commercial Gravel Construction Entrance 06-14 Plate No. 03-15 6002 �z M "L"-) U Ln 0 N Z U W o0 �=0 Y U _ U W — LU Ln / 1 � vo {n1 cn N N Z p O ch Z r1_10 - 0 � N W � � J E) e L — W 00 H i - r 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 NAME: JOSEPH T RADACH PE SIGNATURE:/— DATE: 01/08/24 LIC #: 4588900 M = N 0 0 I:Li Q 0 LU N Z O N LU = , N M -q 6 ,6 r--� ll W Z O J_ Q H W LTi ♦' N V LO J �_ J Z)Cn M C'6 L(7 N w Ln Z Q � O W Q U Z (n Z _ Q C) > W _ W 0 O SHEET NUMBER " C6.4 0 0 EXISTING CURB U U 011 OIL U WING NUT OVERFLOW SLOT IN SHROUD ATTACHMENTHOOK SILT FABRIC SLEEVE PER MnDOT SPECIAL / PROVISION 3886 II II -WALKABLE OR KABLE SURFACE 4 0 FLARE m m- NON -WALKABLE OR 4 WALKABLE SURFACI 0 FLARE L TIERED PERPENDICULAR • • • 0 ,Q F icwi4 o z. .0 OVERFLOW IS Y2 OF W II II 0 0 0 0 0 4 Z � T • 3 I II II II 1w THE CURB BOX HEIGHT II II MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE 10 oil all O1 orz MOIj Wz zQ z =pNp UKO C c s w x E" c 2:�o.; 0 0 0 ® w PARALLEL x w_ CURB OR VAR. 4' 0" MIN. �4i CURB AND RAMP m� w� o� 3 0 000 GUTTER 1/4" R. WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY z= Ja o 000 IMPAIRED. > 0.05 FT./FT. AND TREE PLANTING. AREA d( ax `° F�Za > S 0.083 FT./FT PREFERRED 61' CONCRETE WALK aI A -A PERPENDICULAR/TIERED/DIAGONAL CURB CURB > S n wW Hi So GUTTE CURB OR A Fw m ZWZ6p <1 Om j PLAN 4'0" MIN. .4 • IRED LANDING 0.02FT./FT. AX. . AND WIMCO ROAD DRAIN CG -23* HIGH FLOW TPREFERRED �m INLET PROTECTION CURB AND GUTTER MODEL DEFLECTOR PLATE SECTION B -B FAN zm o� OR CITY APPROVED EQUAL. e OVERFLOW IS Y2 OF •.: A. • <N V- R, rK THE CURB BOX HEIGHT OVERFLOW AT TOP OF F�U�O� rn w Lal FILTER ASSEMBLY • A' ZD18N.: �Jw Z lil z w URB z17�� co Ln �3 Ho j T w' z w woo Nwa F o� mY daWU Wf-7 ,Y, F �"LL aN7 G p w S< ogam oH-�' 3 nii aO wzd z w ..,¢ow g a ® w- z= ZJ OD] VmjW DoRD: � ,Z}o wm i U 9 u]i aaLc� w 0 C N W w w�ma So� z. OVERFLOW SLOT IN SHROUD �.D G��o I- Y Lj a w le Mo o� im5 pz`^ FILTER ASSEMBLY DIAMETER, SILT FABRIC SLEEVE PER MnDOT SPECIAL rn 80 W. w. o a � z 6" ON -GRADE 10" AT LOW POINTo. PROVISION 3886 z 9 w � mt IL W w F �q HIGH-FLOW FABRIC o 41 � N "T * FOR THE NEW R -3290 -VB STANDARD CASTING, INSTALL WIMCO ROAD DRAIN CG -3290 OR CITY APPROVED EQUAL. Title: Inlet Protection :Standard Plate Library Catch Basin Insert City of Monticello pate: Plate No. 03-07 Revised:03-15 6004 BACK OF CURB FLOW LINE FRONT OF GUTTER A PERPENDICULAR Afl Title: Standard Plate Library City of Monticello Date: Revise N01 WAI FAN @ DEPRESSED CORNER Inlet Protection Grate Inlet Cover NOTES: W 0ss U U 011 OIL U U II II -WALKABLE OR KABLE SURFACE 4 0 FLARE S NON -WALKABLE OR 4 WALKABLE SURFACI 0 FLARE L TIERED PERPENDICULAR oa wow ,Q F icwi4 o C 7 FAN @ DEPRESSED CORNER Inlet Protection Grate Inlet Cover NOTES: W 0ss U U 011 OIL U U II II RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. A II L TIERED PERPENDICULAR oa wow ,Q F icwi4 o C 7 >, ii s W II II 5 Z � T • 3 I II II II _ � &_ TlJ II II MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE 10 oil all O1 o =pNp UKO C c s w x E" c 2:�o.; T T w PARALLEL TELEVISION CURB OR VAR. 4' 0" MIN. �4i CURB AND RAMP REQUIRED LANDING CI O�Q n al,.oa GUTTER 1/4" R. WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY 3�Fl R Q 4 Q 0.02 FT./FT. MAX. IMPAIRED. > 0.05 FT./FT. AND TREE PLANTING. AREA O S 0.083 FT./FT PREFERRED 61' CONCRETE WALK SECTION A -A PERPENDICULAR/TIERED/DIAGONAL CURB CURB GUTTE CURB OR CURB AND VAR. 4'0" MIN. GUTa"F IRED LANDING 0.02FT./FT. AX. . AND TPREFERRED SECTION B -B FAN FAN @ DEPRESSED CORNER Inlet Protection Grate Inlet Cover NOTES: W 0ss II THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL W Cp � nipe II II RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. U, � pMl II L 6" CONCRETE WALK oa wow ,Q F icwi4 o II II II >, ii s W II II O Z � T • 3 I II II II E N E 1'7 TELEPHONE Nwo D. II II MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE i 0 a I I G G o =pNp UKO Er c s w x E" c 2:�o.; T T w vmy o yi• a TELEVISION PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. �on z to �'EmN jj �4i U um Or TYPICAL po� CI O�Q n al,.oa II II VU =I A,,. N F 0 3 &S. W NIX m Of H- J LL z z w W VI Q tL 0 z O U of of (n z 0 0 0 z Z W W g o_ D. HK 1.0% MIN. THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL ONZw ,mss RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. WALKABLE SURFACE 0. L 6" CONCRETE WALK oa wow ,Q F icwi4 o Wiibe >, ii s U. Z M1. Q O 7 m 'B II V E N E 1'7 TELEPHONE Nwo D. 0 MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE G / G �a G G o =pNp UKO Er Nie T T w �olow TELEVISION PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. in ® w ti a oA CALL TO GOPHER STATE ONE (454-0002) TYPICAL TYPICAL OF TRAVEL F_,,, i,.m IS REQUIRED A MINIMUM OF 48 HOURS NON -WALKABLE WALK OR WALKABLE Q• SURFACE 0 MAX. WALK C4 Standard Plate Library City of Monticello O " NON -WALKABLE OR WALKABLE O4 DIAGONAL SURFACE 2X „ MAX. O SHALL ONLY BE USED AFTER ALL Q OTHER CURB RAMP TYPES HAVE BEEN EVALUATED AND DEEMED IMPRACTICAL LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE (PAR)CHANGES DIRECTION. AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.0X. AND IF THE APPROACHING WALK IS INVERSE GRADE GREATER THAN 2Y,. INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15'FROM THE BACK OF CURB WITH 6'FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE. ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.0X. SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE WHEN THE LONGITUDINAL RUNNING SLOPE IS GREATER THAN 5.0X. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAKS WITHIN THE PAR. 1/4n DEEP VISUAL JOINTS SHALL BE USED AT THE TOPS OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL.JHUS BOTH SIDES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENGTH.IEXCEPT AS STATED IN 6 BELOW. TO ENSURE RAMPS AND LANDINGS ARE PROPERLY CONSTRUCTED ALL INITIAL LANDINGS AT A TOP OF A RAMPED SURFACE (RUNNING SLOPE GREATER THAN 2XISHALL BE FORMED AND PLACED SEPARATELY IN AN INDEPENDENT CONCRETE POUR. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 OF 6 FOR ALL SEPARATELY POURED INITIAL LANDINGS. WHEN SIDEWALK IS AT BACK OF CURB. TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. MAINTAIN POSITIVE BOULEVARD DRAINAGE TO TOP OF CURB. ALL RAMP TYPES SHOULD HAVE A MINIMUM 3'LONG RAMP LENGTH. 0"�"�3° OFFSET�IS ALLOYfED�L.nLI� T.T,�. AMMA.�LI I" I ,."�. A,MA.�LI IL........... WHENDESIGNING OR ORDERING RECTANGULAR DETECTABLE WARNING SURFACES SHOULD BE 6" LESS THAN THE INCOMING PAR. ARC LENGTH OF THE RADIAL DETECTABLE WARNINGS SHOULD NOT BE GREATER THAN 20 FEET. RECTANGULAR DETECTABLE WARNINGS SHALL BE SETBACK 3" FROM THE BACK OF CURB. RADIAL DETECTABLE WARNINGS SHALL BE SETBACK 3" MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB. 01 MATCH FULL HEIGHT CURB. 02 4' MINIMUM DEPTH LANDING REQUIRED ACROSS TOP OF RAMP. Q3 3" HIGH CURB WHEN USING A 3- LONG RAMP, 411 HIGH CURB WHEN USING A 41 LONG RAMP. ® SEE SHEET 4 OF 6. TYPICAL SIDE TREATMENT OPTIONS. FOR DETAILS ON FLARES AND RETURNED CURBS. 05 DETECTABLE WARNINGS MAY BE PART OF THE 4'X 4' MIN. LANDING AREA IF IT IS NOT FEASIBLE TO CONSTRUCT THE LANDING OUTSIDE OF THE DETECTABLE WARNING AREA. © THE GRADE BREAK SHALL BE PERPENDICULAR TO THE BACK OF WALK. THIS WILL ENSURE THAT THE GRADE BREAK IS PERPENDICULAR TO THE DIRECTION OF TRAVEL. (TYPICAL FOR ALL) Q7 WREN AOJ��ENT TOe ASS, -11% GRADIING SHALLTArLNAYS BETUSEDT WHEN NU FEASIBIJI LE. V CURB,- 8 A 7- MIN TOP RADIUS GRADE BREAK IS REQUIRED TO BE CONSTRUCTIBLE. 4 PAVE FULL WALK WIDTH. ® "S" SLOPES ON FANS SHALL ONLY BE USED WHEN ALL OTHER FEASIBLE OPTIONS HAVE BEEN EVALUATED AND DEEMED IMPRACTICAL. © INTERMEDIATE CURB HEIGHTS TAPER SHALL RISE AT B -10Y. TO A MINIMUM W CURB HEIGHT. REDUCE INTERMEDIATE CURB HEIGHT TO 2+ INCHES IF NECESSARY TO MATCH ADJACENT LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT. IF SITE CONDITIONS WARRANT, LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. Q INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN 1r 5.0% MINIMUM AND BI MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.0X. INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE GREATER THAN 2.OX AND LESS THAN 5.0% IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0%. ®LANDING AREA - 4'X 4' MIN. (5' X 5' MIN. PREFERRED) DIMENSIONS AND MAX 2.0% SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. X" CURB HEIGHT PRIOR TO PERFORMING ANY EXCAVATION. Title: Residential Building Erosion Control )ate: 03-05 Plate No. Revised: 03-15 6006 WALKABLE SURFACE 0 F O 6 o 2' MAX G11 0.7 STAPLES PER SQ. YD. 1.15 STAPLES PER S0. YD. 41 SLOPES 3:1 SLOPES ALL £KCAVARON & MCKRLL TO COMPLY WITH CRY EYCAVAWN ORDINANCES AND REQUIRE EKCA10AWN PERMIT FROM PUBUC WORKS OFFICE. 1. PREPARE SOIL BEFORE INSTALLING BUNKETS, INCLUDING ANY NECESSARYAPPUCATION OF LIME FERTILIZER AND SEED. 2. BEGINATTHETOPOFTHE SLOPE BYANCHORINGTHE BLANKET IN AW(15-)DEEPXW(15-) WIDETRENCH WTMAP MM MY1rM-)OFBUNIa:TEXTENDEDBEYONDTHEUPSLOPEPORTIONOFTHETRENCH. ANCHORTHE BLANKET WITH A ROW OF STANEWAKE$ APPROXIMATELY Ir (3D-) APART IN THE BOTTOM OFTHE TRENCH. BACITILL AND CONPACTTHE TRENCH AFTER $TARING. APPLY SEED TO COMPACTED SOIL AND FOLD REMMNING it (30RR) PORTIONOFBLANIQ':TBACKOVERSEEDANDCOMPACTEDWIL SEWREBL,TNI(ETOVEROOATACTEDWILWITHAROWOF STARESbTAKE3 $PACED APPROXIMATELY it (3 -)APARTACROSS THE WIDTH OF THE BWID:T. 3.ROLLTHEBIANKETS(A.)DOWNOR(B.)HORIZONTALLYACROSSTHESLOPE. BUNKETEWILLUNROLLWITHAPPROPRIATE5IDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLESISTAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STARE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLESISTAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS GORNESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4.W EDGES OF PARALLEL BLANIO:T$ MUST BE STAPLED WffN APPROXIMATELY Si• (5vn12.5cm) OVERLAP DEPENDING ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE WE EDGE OF THE OVERLAPPING BLANIIET (1IUNKET BEING INSTALLED ON TOP) EVEN MATH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET. 5. CONSECUTIVE BLANI0=T5 SRICED DOWN THE SLOPE MUST BE RACED END OVER END (SHINGLE STYLE) WITH AN APPIROXIMATE BLANI(ETWID RLM. STAPLE TRRWGH OVERLAPPED AREA, APPROlOMATELr 1Y (90cvn)APART ACROSS ENTIRE BLANKET WIDTH. NOTE: IN LOOSE SOIL CONDIRONS. THE USE OF STARE ORSTAKE LENGTHS GREATER THAN S' (15"B) MAY BE NECESSMYTO PROPERLYSECURETHEBLANKETS. I Title: AErosion Control Blanket Standard Plate Library Stapling Patterns & Installal City of Monticello pate: Plate No. 03-08 Revised: 03-15 6011 NON -WALKABLE SURFACE COMBINED DIRECTIONAL GRADE RAMP BREAK MAX. 2.0% SLOPE IN ALL DIRECTIONS TO 1O% SLOPE DIRECTIONAL RAMP WALKABLE FLARE NON -WALKABLE SURFACE BACK OF CURB 1O FLOW LINE FRONT OF GUTTER IF NON -CONCRETE BLVD.IS CONSTRUCTED AND IS LESS THAN 2' IN WIDTH AT TOP OF CURB TRANSITION, PAVE CONCRETE RAMP WIDTH TO ADJACENT BACK OF CURB. GRADE RAMP BREAK MAX. 2.OX SLOPE IN ALL DIRECTIONS DETECTABLE WARNING PLACEMENT WHEN SETBACK CRITERIA IS EXCEEDED ONE-WAY DIRECTIONAL WITH DETECTABLE WARNING AT BACK OF CURB ' 1.0% MIN. THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL 2.0% MAX VAR. RAMP NON -WALKABLE OR RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. WALKABLE SURFACE 0. L 6" CONCRETE WALK BACK OF CURB 2.OX-3.0X Dl FLOW LINE 12' P/L UTILITY EASEMENT ' 20'� • • SECTION D -D FRONT OF GUTTER LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS CONCRETE OR BITUMINOUS TAPERS CURB FOR DIRECTIONAL RAMPS E N E 1'7 TELEPHONE r G 0 MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE G / G G G A3' 2' 3' 1' T T E T T w TELEVISION PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. in ® PROPERTY LINE .. ., STREET TYPICAL TYPICAL OF TRAVEL ADJACENT WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY 3�Fl R Q 4 Q 3.75 STAPLES PER SQ. VD. IMPAIRED. TREE PLANTING. AREA O HIGHFLOWCHANNEL& SHORELINE 1. PREPARE SOIL BEFORE INSTALLING BUNKETS, INCLUDING ANY NECESSARYAPPUCATION OF LIME FERTILIZER AND SEED. 2. BEGINATTHETOPOFTHE SLOPE BYANCHORINGTHE BLANKET IN AW(15-)DEEPXW(15-) WIDETRENCH WTMAP MM MY1rM-)OFBUNIa:TEXTENDEDBEYONDTHEUPSLOPEPORTIONOFTHETRENCH. ANCHORTHE BLANKET WITH A ROW OF STANEWAKE$ APPROXIMATELY Ir (3D-) APART IN THE BOTTOM OFTHE TRENCH. BACITILL AND CONPACTTHE TRENCH AFTER $TARING. APPLY SEED TO COMPACTED SOIL AND FOLD REMMNING it (30RR) PORTIONOFBLANIQ':TBACKOVERSEEDANDCOMPACTEDWIL SEWREBL,TNI(ETOVEROOATACTEDWILWITHAROWOF STARESbTAKE3 $PACED APPROXIMATELY it (3 -)APARTACROSS THE WIDTH OF THE BWID:T. 3.ROLLTHEBIANKETS(A.)DOWNOR(B.)HORIZONTALLYACROSSTHESLOPE. BUNKETEWILLUNROLLWITHAPPROPRIATE5IDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLESISTAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STARE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLESISTAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS GORNESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4.W EDGES OF PARALLEL BLANIO:T$ MUST BE STAPLED WffN APPROXIMATELY Si• (5vn12.5cm) OVERLAP DEPENDING ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE WE EDGE OF THE OVERLAPPING BLANIIET (1IUNKET BEING INSTALLED ON TOP) EVEN MATH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET. 5. CONSECUTIVE BLANI0=T5 SRICED DOWN THE SLOPE MUST BE RACED END OVER END (SHINGLE STYLE) WITH AN APPIROXIMATE BLANI(ETWID RLM. STAPLE TRRWGH OVERLAPPED AREA, APPROlOMATELr 1Y (90cvn)APART ACROSS ENTIRE BLANKET WIDTH. NOTE: IN LOOSE SOIL CONDIRONS. THE USE OF STARE ORSTAKE LENGTHS GREATER THAN S' (15"B) MAY BE NECESSMYTO PROPERLYSECURETHEBLANKETS. I Title: AErosion Control Blanket Standard Plate Library Stapling Patterns & Installal City of Monticello pate: Plate No. 03-08 Revised: 03-15 6011 NON -WALKABLE SURFACE COMBINED DIRECTIONAL GRADE RAMP BREAK MAX. 2.0% SLOPE IN ALL DIRECTIONS TO 1O% SLOPE DIRECTIONAL RAMP WALKABLE FLARE NON -WALKABLE SURFACE BACK OF CURB 1O FLOW LINE FRONT OF GUTTER IF NON -CONCRETE BLVD.IS CONSTRUCTED AND IS LESS THAN 2' IN WIDTH AT TOP OF CURB TRANSITION, PAVE CONCRETE RAMP WIDTH TO ADJACENT BACK OF CURB. GRADE RAMP BREAK MAX. 2.OX SLOPE IN ALL DIRECTIONS DETECTABLE WARNING PLACEMENT WHEN SETBACK CRITERIA IS EXCEEDED ONE-WAY DIRECTIONAL WITH DETECTABLE WARNING AT BACK OF CURB ' 1.0% MIN. THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL 2.0% MAX VAR. RAMP NON -WALKABLE OR RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. WALKABLE SURFACE FIBER OPTIC L 6" CONCRETE WALK BACK OF CURB 2.OX-3.0X Dl FLOW LINE GUTTER SLOPE GRADING SHALL ALWAYS BE USED WHEN FEASIBLE.V CURB, IF USED. SHALL BE PLACED OUTSIDE THE SIDEWALK SECTION D -D FRONT OF GUTTER LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS CONCRETE OR BITUMINOUS TAPERS CURB FOR DIRECTIONAL RAMPS ELECTRICAL TRANSFORMERS ARE TYPICALLY PLACED WITHIN 15' OF THE BUILDING DRAINAGE B UTILITY SEWER AND WATER STUBBED EASEMENT LINE 11' INSIDE PROPERTY LINE - BACK OF CURB ALL ROAD CROSSINGS TO BE RIGID NMC CONDUITS R/W TO R/W WHERE SIDEWALK OR PATHWAY IS INSTALLED. ,. Non Joint Trench Utility for Standard Plate Library CommerciaVIndustrial Developments City of Monticello Date: 03-05 Plate No. 9 Revised: 7003 03-15 NOTESe LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE (PAR)CHANGES DIRECTION AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.0X, AND IF WE APPROACHING WALK IS INVERSE GRAOE. INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15'FROM THE BACK OF CURB. WITH 6'FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE. ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.0%. SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE WHEN THE LONGITUDINAL SLOPE IS GREATER THAN 5.0%. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAKS WITHIN THE PAR. 1/4" DEEP VISUAL JOINTS SHALL BE USED AT THE TOP GRADE BREAK OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES. ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL. THUS BOTH SIDES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENGTH. TO ENSURE INITIAL RAMPS AND INITIAL LANDINGS ARE PROPERLY CONSTRUCTED LANDINGS SHALL BE CAST SEPARATELY. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 AND THE ADA SPECIAL PROVISION (PROSECUTION OF WORK). TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. WHEN THE BOULEVARD IS 4'WIDE OR LESS,THE TOP OF CURB TAPER SHALL MATCH THE RAMP SLOPES TO REDUCE NEGATIVE BOULEVARD SLOPES FROM THE TOP BACK OF CURB TO THE PAR. ALL RAMP TYPES SHOULD HAVE A MINIMUM 3'LONG RAMP LENGTH. 41 uiuTul lu WTnTu nr nl7TCPTA9tI r WADMTUC YC Drnl (Torn r(SD AN I DAuoC nrrrrTAGI r WADMTMrC CLIAI 1 IM ASL LPI .,UPILRL 1 L RPILIN AUJALLPI I I U 1 IIR1, 11i"LN AUJALLPI 1 IU LUPA,PIL 1 L r LAPID U" - J" UP r �L 1 / IS ALLOWED. WHEN DESIGNING OR ORDERING RECTANGULAR DETECTABLE WARNING SURFACES SHOULD BE 6" LESS THAN THE INCOMING PAR. ARC LENGTH OF THE RADIAL DETECTABLE WARNINGS SHOULD NOT BE GREATER THAN 20 FEET. RADIAL DETFCTAEILE WARNINGS SHALL BE SETBACK 311 MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB. SEE NOTES 40 & Qq FOR INFORMATION REGARDING RECTANGULAR DETECTABLE WARNING PLACEMENT. 01 MATCH FULL CURB HEIGHT. Q 311 HIGH CURB WHEN USING A -5- LONG RAMP 41' HIGH CURB WHEN USING A 4'LONG RAMP. STANDARD ONE-WAY DIRECTIONAL 90 O 411 PREFERRED°WMIN DISTANCE REQUIRED DISTANCE ETWEENRDOMES)WEEN DOMES) Q THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL CJ TELEPHONE OR FIBER PEDESTAL RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. FIBER OPTIC L WALKABLE SURFACE, DIRECTIONAL RAMP FLARES SHALL BE USED. SEE THE DETAIL ON THIS SHEET. F F GRADING SHALL ALWAYS BE USED WHEN FEASIBLE.V CURB, IF USED. SHALL BE PLACED OUTSIDE THE SIDEWALK F (ELECTRIC LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS CONCRETE OR BITUMINOUS TAPERS E E E N E 1'7 TELEPHONE r G 0 MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE G / G G G ABLE T T E T T w TELEVISION PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. in ® PROPERTY LINE TV TV TV TV OF TRAVEL ADJACENT WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY •. IMPAIRED. TREE PLANTING. AREA - BACK OF CURB ALL ROAD CROSSINGS TO BE RIGID NMC CONDUITS R/W TO R/W WHERE SIDEWALK OR PATHWAY IS INSTALLED. ,. Non Joint Trench Utility for Standard Plate Library CommerciaVIndustrial Developments City of Monticello Date: 03-05 Plate No. 9 Revised: 7003 03-15 NOTESe LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE (PAR)CHANGES DIRECTION AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.0X, AND IF WE APPROACHING WALK IS INVERSE GRAOE. INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15'FROM THE BACK OF CURB. WITH 6'FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE. ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.0%. SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE WHEN THE LONGITUDINAL SLOPE IS GREATER THAN 5.0%. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAKS WITHIN THE PAR. 1/4" DEEP VISUAL JOINTS SHALL BE USED AT THE TOP GRADE BREAK OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES. ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL. THUS BOTH SIDES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENGTH. TO ENSURE INITIAL RAMPS AND INITIAL LANDINGS ARE PROPERLY CONSTRUCTED LANDINGS SHALL BE CAST SEPARATELY. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 AND THE ADA SPECIAL PROVISION (PROSECUTION OF WORK). TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. WHEN THE BOULEVARD IS 4'WIDE OR LESS,THE TOP OF CURB TAPER SHALL MATCH THE RAMP SLOPES TO REDUCE NEGATIVE BOULEVARD SLOPES FROM THE TOP BACK OF CURB TO THE PAR. ALL RAMP TYPES SHOULD HAVE A MINIMUM 3'LONG RAMP LENGTH. 41 uiuTul lu WTnTu nr nl7TCPTA9tI r WADMTUC YC Drnl (Torn r(SD AN I DAuoC nrrrrTAGI r WADMTMrC CLIAI 1 IM ASL LPI .,UPILRL 1 L RPILIN AUJALLPI I I U 1 IIR1, 11i"LN AUJALLPI 1 IU LUPA,PIL 1 L r LAPID U" - J" UP r �L 1 / IS ALLOWED. WHEN DESIGNING OR ORDERING RECTANGULAR DETECTABLE WARNING SURFACES SHOULD BE 6" LESS THAN THE INCOMING PAR. ARC LENGTH OF THE RADIAL DETECTABLE WARNINGS SHOULD NOT BE GREATER THAN 20 FEET. RADIAL DETFCTAEILE WARNINGS SHALL BE SETBACK 311 MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB. SEE NOTES 40 & Qq FOR INFORMATION REGARDING RECTANGULAR DETECTABLE WARNING PLACEMENT. 01 MATCH FULL CURB HEIGHT. Q 311 HIGH CURB WHEN USING A -5- LONG RAMP 41' HIGH CURB WHEN USING A 4'LONG RAMP. STANDARD ONE-WAY DIRECTIONAL 90 O 411 PREFERRED°WMIN DISTANCE REQUIRED DISTANCE ETWEENRDOMES)WEEN DOMES) SEMI -DIRECTIONAL RAMP 30012 T DOME SETBACK. 4' LONG RAMP AND PUSH BUTTON T FROM THE BACK OF CURB PRIMARILY USED FOR APS APPLICATIONS WHERE THE PAR DOES NOT CONTINUE PAST THE PUSH BUTTON (DEAD-END SIDEWALK) © RECTANGULAR DETECTABLE WARNINGS MAY BE SETBACK UP TO 9" FROM THE BACK OF CURB WITH CORNERS SET 3" FROM BACK OF CURB. IF 9" SETBACK IS EXCEEDED USE RADIAL DETECTABLE WARNINGS. ® FOR DIRECTIONAL RAMPS WITH THE DETECTABLE WARNINGS PLACED AT THE BACK OF CURB THE DETECTABLE WARNINGS SHALL COVER THE ENTIRE WIDTH OF THE WALK/PATH.THIS ENSURES A DETECTABLE EDGE AND HELPS ELIMINATE THE CURB TAPER OBSTRUCTING THE PATH OF PEDESTRIAN TRAVEL. ® THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED PERPENDICULAR TO THE BACK OF CURB. MAINTAIN 3" BETWEEN EDGE OF DOMES AND EDGE OF CONCRETE. ® TO BE USED FOR ALL DIRECTIONAL RAMPS.EXCEPT WHERE DOMES ARE PLACED ALONG THE BACK OF CURB. PLACE 2 N0.4 BARS 4 INCHES FROM SIDE OF FORMS WITH A MINIMUM 2 INCHES LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT.IF SITE CONDITIONS WARRANT. LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. (S� INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN T1 5.OX MINIMUM AND 8.3X MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.OX. QF INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE GREATER 1i THAN 2.OY, AND LESS THAN 5.OX IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0X. ®LANDING AREA - 4'X 4'MIN.(SIX 5'MIN. PREFERRED) DIMENSIONS AND MAX 2.OX SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. XI' CURB HEIGHT �z M U 3Ln0 N z U 0 2 D W o0 o =0 z LL U _ U W LLJ Ln {�i/ 1 �O (nN N Z p O cy) Z 1- � N W � >� E)1.10 (31 J W 00 1-- I 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 NAME: JOSEPH T RADACH PE SIGNATURE: G�o a _I . /- DATE: 01/08/24 LIC #: 45889 LL M� DO N 00 0 0 Iii a O W Z) In In N Z O N W = � N C6 6 6 r--� CY- W Z 3r O N J Q W G L0 + N V LO J � J Z) c) N co UI U) N W Ln Z < 2W Q / U V Z_ n z I\LLLLLL. / = LLJ 0 0 CD ^^ L,,Q + o w LUZ Z W O J J W o _) MILLLLLL. � W z CO G SHEET NUMBER C6.5 Q THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL RAMPS. IF THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER. O WHEN USING CONCRETE PAVED FLARES ON THE OUTSIDE OF DIRECTIONAL RAMPS AND ADJACENT TO A WALKABLE SURFACE, DIRECTIONAL RAMP FLARES SHALL BE USED. SEE THE DETAIL ON THIS SHEET. © GRADING SHALL ALWAYS BE USED WHEN FEASIBLE.V CURB, IF USED. SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT OF WAY ALLOWS.WHEN ADJACENT TO PARKING LOTS CONCRETE OR BITUMINOUS TAPERS SHOULD BE USED OVER V CURB TO REDUCE TRIPPING HAZARDS AND FACILITATE SNOW & ICE REMOVAL. 0 MAX. 2.OX SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE. SHALL BE CONSTRUCTED INTEGRAL WITH CURB AND GUTTER. ABLE E O BX TO 10% WALKABLE FLARE. O PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. ® OF DETECTABLESHALL BE PEDESTRIAN PATH SURFACEE,AND WHEN ADJACENT SURFACE WITH ONE CORNER SET T. FROM OF TRAVEL ADJACENT WITHOUT RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BSEERWHO ISCVISUALLY IMPAIRED. SEMI -DIRECTIONAL RAMP 30012 T DOME SETBACK. 4' LONG RAMP AND PUSH BUTTON T FROM THE BACK OF CURB PRIMARILY USED FOR APS APPLICATIONS WHERE THE PAR DOES NOT CONTINUE PAST THE PUSH BUTTON (DEAD-END SIDEWALK) © RECTANGULAR DETECTABLE WARNINGS MAY BE SETBACK UP TO 9" FROM THE BACK OF CURB WITH CORNERS SET 3" FROM BACK OF CURB. IF 9" SETBACK IS EXCEEDED USE RADIAL DETECTABLE WARNINGS. ® FOR DIRECTIONAL RAMPS WITH THE DETECTABLE WARNINGS PLACED AT THE BACK OF CURB THE DETECTABLE WARNINGS SHALL COVER THE ENTIRE WIDTH OF THE WALK/PATH.THIS ENSURES A DETECTABLE EDGE AND HELPS ELIMINATE THE CURB TAPER OBSTRUCTING THE PATH OF PEDESTRIAN TRAVEL. ® THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED PERPENDICULAR TO THE BACK OF CURB. MAINTAIN 3" BETWEEN EDGE OF DOMES AND EDGE OF CONCRETE. ® TO BE USED FOR ALL DIRECTIONAL RAMPS.EXCEPT WHERE DOMES ARE PLACED ALONG THE BACK OF CURB. PLACE 2 N0.4 BARS 4 INCHES FROM SIDE OF FORMS WITH A MINIMUM 2 INCHES LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT.IF SITE CONDITIONS WARRANT. LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. (S� INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN T1 5.OX MINIMUM AND 8.3X MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.OX. QF INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE GREATER 1i THAN 2.OY, AND LESS THAN 5.OX IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0X. ®LANDING AREA - 4'X 4'MIN.(SIX 5'MIN. PREFERRED) DIMENSIONS AND MAX 2.OX SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. XI' CURB HEIGHT �z M U 3Ln0 N z U 0 2 D W o0 o =0 z LL U _ U W LLJ Ln {�i/ 1 �O (nN N Z p O cy) Z 1- � N W � >� E)1.10 (31 J W 00 1-- I 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 NAME: JOSEPH T RADACH PE SIGNATURE: G�o a _I . /- DATE: 01/08/24 LIC #: 45889 LL M� DO N 00 0 0 Iii a O W Z) In In N Z O N W = � N C6 6 6 r--� CY- W Z 3r O N J Q W G L0 + N V LO J � J Z) c) N co UI U) N W Ln Z < 2W Q / U V Z_ n z I\LLLLLL. / = LLJ 0 0 CD ^^ L,,Q + o w LUZ Z W O J J W o _) MILLLLLL. � W z CO G SHEET NUMBER C6.5 - INSET B VAR. RAMP 6" CONCRETE WALK ® BACK OF CURB/ EDGE OF WALK PROJECTED FRONT OF GUTTER FLOW LINE O Q 1/4 1/4,I 5X MAX - : v -o 24" INSET B OUTFLOW GUTTER 20' MAX. RECOMMENDED TO NOT AFFECT PARKING HOLD TANGENT 5' / PAST OUTSIDE ZERO 1:3 MIN. TAPER (DOWNSTREAM SIDE) FRONT OF GUTTER INSET A ®o 1/4" FLOW LINE 2 -SX 04 w . Pe e .6 .e•' .s P' qe : ,o p. a 24" 8-12" PERPENDICULAR QQ ' 1/4" MIN. TO 1/2" MAX. • o: ' 0'4:0'. P�:�. 4"q •'. P�''. a INSET A 1:3 MIN. TAPER 1:5 PREFERRED TAPER (UPSTREAM SIDE) TANGENT 5' OUTSIDE ZERO ADA CURB EXTENSION WITH COMPOUND RADIUS (BUMP OUT)® DIRECTION OF TRAFFIC MAIN STREET 1.3 EXISTING�4........`�� a `1/2" R. ��. WALK ,, �. :`Ir• V CURB ADJACENT TO LANDSCAPE CURB WITHIN SIDEWALK LIMITS INSET A INSET A BACK OF CURB/ FRONT OF GUTTER BACK OF CURB/ FRONT OF GUTTER BACK OF CURB/ EDGEOFWALK 1/ ® 0 2-3%FLOW4LINE EDGEOOF WALK 1/ ® FLO O INE EDGEOFWALK 3x. 1/4 1/4 a e.'a o °w�:' o e. °d�a 1/4 71, 24" 6-12" 24" NON PERPENDICULAR OO FOR CURB MACHINE PLACEMENT AROUND RADIUS PEDESTRIAN ACCESS ROUTE CURB & GUTTER DETAIL (REGARDLESS OF RAMP TYPE) MILL VERTICAL SAWCUT BIT. EDGE 05 & 4O PAVEMENT SO & O4 n REMOVE & REPLACE 2 BITUMINOUS EXISTING BIT. EXISTING BIT. PAVEMENT MILL & PATCH PAVEMENT BIT. PAVEMENT ..p -°":p 4.°. .0 p�. "4 O � . •4 . •4 . 'a . •4 ..o'• a. y'a..'. a-d.•a a. v."•.: e..a :.4,. .a ••'•' 4 o•4, e• 4•'�a•,"c. 4''-'a •4a a':'o o,4v :.a :��'P'a. s':'P �''. ?'a e''P'' .A'4. ^'. �P �'''?'i'r:'P 24'r 'MIN 24'r 'MIN SAWCUT SAWCUT BIT. VARIABLE DEPTH CONCRETE PAVEMENT PAVEMENT CONCRETE BASE EXISTING EXISTING BIT. 2" BIT. PATCH CONCRETE PAVEMENT PAVEMENT O & ® 4 .. a' 4'a .: a' 4'a .. •v:. .'o:. 4:.- # 944'4:.4.,at ° i 4'4 Q • ... ''. 24 MIN. 9�; ONLY ALLOWED PER ENGINEER'S APPROVAL PAVEMENT TREATMENT OPTIONS IN FRONT OF CURB & GUTTER FOR USE ON CURB RAMP RETROFITS III R. 1/2" R. VARIABLE HE H " '1" R _ V CURB INTERSECTION EXISTING - _ ` 1/2" R. WALK, nporr. f • :,v,,t "R VARIABLE HEIGHT 4' H ••4'•1 'n�4' '�':`T. 611 2 V CURB ADJACENT TO LANDSCAPE CURB OUTSIDE SIDEWALK LIMITS 4' MIN. LANDING DISTANCE FROM APS PUSH 5" WIDE B BUTTON TO EDGE OF SIDEWALK V -CURB MUST NOT EXCEED 10 INCHES I :2 112 6" WIDE V -CURB 4" PEDESTAL POLE B PEDESTAL��FOUNDATION (LINE UP CENTER OF POLE (MUST BE FLUSH WITH WITH THE BACK OF V -CURB) THE SURROUNDING WALK) PLAN VIEW APS PUSH BUTTON MOUNTING SPACERS (SADDLE ADAPTORS) 15" ' SECTION B -B SIGNAL PEDESTAL & PUSH BUTTON (V -CURB) • EXIS1 ,.: WALK p lbw. V CURB ADJACENT TO BUILDING OR BARRIER 4' MIN. LANDING DISTANCE FROM APS PUSH 6" WIDE BUTTON TO EDGE OF SIDEWALK V�URB A-, MUST NOT EXCEED 10 INCHES 6" WIDE V -CURB 4" PUSH BUTTON STATION POLE A I 18" WIDE BY 18' LONG, +' MIN. 12" THICK CONCRETE. MODIFY THE PUSH BUTTON PLAN VIEW STATION TO ALLOW A SQUARE FOUNDATION. APS PUSH BU MOUNTING SP (SADDLE DAF 18' WIDE CONCRETE MATCH HEIGHT ADJACENT 611 WIDE V -C SECTION A -A PUSH BUTTON STATION (V -CURB) CONCRETE CURB DESIGN V CURB HEIGHT CURB WIDTH H W <6" 4" t6" 6" TNcrT A EXISTING -------------� VARIABLE NOTES: I POSITIVE FLOW LINE DRAINAGE SHALL BE MAINTAINED THROUGH THE PEDESTRIAN ACCESS ROUTE (PAR)AT A 2X MAXIMUM. -------------gpCK NO PONDING SHALL BE PRESENT IN THE PAR. H ANY VERTICAL LIP THAT OCCURS AT THE FLOW LINE SHALL NOT BE GREATER THAN 1/4 INCH. 1 O FOR USE AT CURB CUTS WHERE THE PEDESTRIAN'S PATH OF TRAVEL IS ASSUMED PERPENDICULAR TO THE GUTTER SMALL RADIUS - �/ FLOW LINE. RAMP TYPES INCLUDE: PERPENDICULAR, TIERED PERPENDICULAR, PARALLEL, AND DIAGONAL RAMPS. 2'-10'TYPICAL FOR USE AT CURB RAMPS WHERE THE PEDESTRIAN'S PATH OF TRAVEL IS ASSUMED NON 1 PERPENDICULAR TO THE GUTTER FLOW LINE.RAMP TYPES INCLUDE:FANS & DEPRESSED CORNERS. 1.5X TRANSITION PANEL ®05 Or 1 BEGIN GUTTER SLOPE TRANSITION 10- OUTSIDE OF ALL CURB RAMPS. THERE SHALL BE NO VERTICAL DISCNTINUITIES GREATER THAN 1/4". / i 05 ELEVATION CHANGE TAKES PLACE FROM THE EXISTING TO NEW FRONT OF GUTTER. / PATCH IS USED TO MATCH THE NEW GUTTER FACE INTO THE EXISTING ROADWAY. LARGE RADIUS © VARIABLE WIDTH FOR DIRECTIONAL CURB APPLICATIONS. SEE SHEET 2 FOR DIRECTIONAL CURB SLOPE REQUIREMENTS. 20'-40'TYPICAL TO 4X CHANGE ,1 0T TOP FRONT OF GUTTER SHALL BE CONSTRUCTED FLUSH WITH PROPOSED ADJACENT PAVEMENT ELEVATION. TOP 1.5" OF THE GUTTER FACE MUST BE A FORMED EDGE. PAR GUTTER SHALL NOT BE OVERLAID. FLOW LINE PROFILE "TABLE" - FAN t�B SHOULD BE USED AT VERTICALLY CONSTRAINED AREAS WHEN AT A DRAINAGE HIGH POINT OR SUPER SMALL RADIUS ELEVATED ROADWAY SEGMENTS. 2'-10'TYPICAL Q9 DRILL AND GROUT NO.4 EPDXY-COATED 1811 LONG TIE BARS AT 30" CENTER TO CENTER INTO EXISTING CONCRETE PAVEMENT 1'MINIMUM FROM ALL JOINTS. COMBINED DIRECTIONAL ® ® HELPS PROVIDE TWO SEPARATE RAMPS, REDUCES THE DOME SETBACK LENGTH AND MINIMIZES DIRECTIONAL CURB. (COMPOUND RADIUS) THIS RADIUS DESIGN CLOSELY FOLLOWS THE TURNING VEHICLE PATH WHILE OPTIMIZING CURB RAMP LENGTH. © CURB EXTENSIONS SHOULD BE USED IN VERTICALLY CONSTRAINED AREAS, USUALLY IN DOWNTOWN ROADWAY 4 ° CROSSING SEGMENTS WHERE ON -STREET PARKING IS AVAILABLE. CURB EXTENSIONS SHOULD BE CONSIDERED FOR TURF OR SLOPING ADJACENT PAVEMENT IS PREFERRED. APS INTERSECTIONS WHERE SPACE IS LIMITED. I 4' 8.5" PUSH BUTTONS MUST MEET APS CRITERIA AS DESCRIBED IN THE PUSH BUTTON LOCATION DETAIL SHEET. III R. 1/2" R. VARIABLE HE H " '1" R _ V CURB INTERSECTION EXISTING - _ ` 1/2" R. WALK, nporr. f • :,v,,t "R VARIABLE HEIGHT 4' H ••4'•1 'n�4' '�':`T. 611 2 V CURB ADJACENT TO LANDSCAPE CURB OUTSIDE SIDEWALK LIMITS 4' MIN. LANDING DISTANCE FROM APS PUSH 5" WIDE B BUTTON TO EDGE OF SIDEWALK V -CURB MUST NOT EXCEED 10 INCHES I :2 112 6" WIDE V -CURB 4" PEDESTAL POLE B PEDESTAL��FOUNDATION (LINE UP CENTER OF POLE (MUST BE FLUSH WITH WITH THE BACK OF V -CURB) THE SURROUNDING WALK) PLAN VIEW APS PUSH BUTTON MOUNTING SPACERS (SADDLE ADAPTORS) 15" ' SECTION B -B SIGNAL PEDESTAL & PUSH BUTTON (V -CURB) • EXIS1 ,.: WALK p lbw. V CURB ADJACENT TO BUILDING OR BARRIER 4' MIN. LANDING DISTANCE FROM APS PUSH 6" WIDE BUTTON TO EDGE OF SIDEWALK V�URB A-, MUST NOT EXCEED 10 INCHES 6" WIDE V -CURB 4" PUSH BUTTON STATION POLE A I 18" WIDE BY 18' LONG, +' MIN. 12" THICK CONCRETE. MODIFY THE PUSH BUTTON PLAN VIEW STATION TO ALLOW A SQUARE FOUNDATION. APS PUSH BU MOUNTING SP (SADDLE DAF 18' WIDE CONCRETE MATCH HEIGHT ADJACENT 611 WIDE V -C SECTION A -A PUSH BUTTON STATION (V -CURB) CONCRETE CURB DESIGN V CURB HEIGHT CURB WIDTH H W <6" 4" t6" 6" TNcrT A EXISTING -------------� VARIABLE I ------------------ 1 I HEIGHT -------------gpCK ' H 1 1 6" I 14.5x, I TO 4x. CHANGE CHANGE 1 I 1.5X TRANSITION PANEL ®05 Or 1 (VAR.) , I I �Q I 2.OY. MAX. OR UP -------- (VAR.) -------- INSET A TO 4X CHANGE NOTES: I FLOW LINE PROFILE "TABLE" - FAN A WALKABLE FLARE IS AN 8-IOX CONCRETE FLARE THAT IS REQUIRED WHEN THE FLARE IS ADJACENT TO A WALKABLE SURFACE, OR WHEN THE PEDESTRIAN PATH OF TRAVEL OF A 1 4�R TAPS PUSH BUTTON TRAVERSES THE FLARE. ALL V CURB CONTRACTION JOINTS SHALL MATCH CONCRETE WALK JOINTS. CL> WHERE RIGHT-OF-WAY ALLOWS, USE OF V CURB SHOULD BE MINIMIZED. GRADING ADJACENT 4 ° CROSSING TURF OR SLOPING ADJACENT PAVEMENT IS PREFERRED. 3" MINIMUM CURB HEIGHT, 4" PREFERREDTIL I 4' 8.5" V CURB SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT OF WAY ALLOWS. �''°'°' SURFACE V CURB NEXT TO BUILDING SHALL BE A 4" WIDTH AND SHALL MATCH PREVIOUS TOP (MEASURED AT FRONT FACE OF CURB) OF SIDEWALK ELEVATIONS. P. . O1 END TAPERS AT TRANSITION SECTION SHALL MATCH INPLACE SIDEWALK GRADES. FOR A MIN. 6" LENGTH (MEASURED ALONG FLOW LINE) I 2O ALL V CURB SHALL MATCH BOTTOM OF ADJACENT WALK. O CONSTRUCT USING APPROVED EXPANSION MATERIAL PER MNDOT TYPE A-E EXPANSION. LEAVE A MINIMUM /z' TOP GAP AND SEAL WITH MNDOT APPROVED SILICONE PER DETECTABLE EDGE WITH QQ I MNDOT SPEC 3722. �•°'.P.'..o°:"�.e'.P. s.a°: 4Q THE MAX. RATE OF CROSS SLOPE TRANSITIONING IS I -LINEAR FOOT OF SIDEWALK CURB AND GUTTER PER HALF PERCENT CROSS SLOPE.WHEN PAR WIDTH IS GREATER THAN G'OR THE RUNNING SLOPE IS GREATER THAN SX,DOUBLE THE CALCULATED TRANSITION LENGTH. 50 TRANSITION PANELS ARE TO ONLY BE USED AFTER THE RAMP,OR IF NEEDED,LANDING I GATEARM ARE AT THE FULL CURB HEIGHT ITYPICAL SECTION). EDGE OF ©EXISTING CROSS SLOPE GREATER THAN 2.0%. LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT. IF SITE CONDITIONS WARRANT, LONGITUDINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. S INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN 5.0% MINIMUM AND B.3% MAXIMUM IN THE DIRECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.0%. ®LANDING AREA - 4'X 4'MIN.15'X 5' MIN. PREFERRED) DIMENSIONS AND MAX 2.0% SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. Q TRANSITION PANEL(S)- TO BE USED FOR TRANSITIONING THE CROSS -SLOPE OF A RAMP TO THE EXISTING WALK CROSS -SLOPE. RATE OF TRANSITION SHOULD BE 0.5x. PER 1 LINEAR FOOT OF WALK. SEE THIS SHEET FOR ADDITIONAL INFORMATION. : LANDING ; WALKABLE WALKABLE FLARE FLARE RAMP WALKABLE WALKABLE SURFACE SURFACE 8-lOX 8 -IDX FLARE m FLARE 2 1 2 PAVED FLARES ADJACENT TO WALKABLE SURFACE : LANDING ; A NON WALKABLE RAMP ON -WALKABLE SURFACE SURFACE 8 -IDX 8 -IDX CONCRETE m CONCRETE FLARE FLARE V MINIMUM 2 I I 1 I I 2 PAVED FLARES ADJACENT TO NON -WALKABLE SURFACE LANDING ' RAMP ♦\ NON -WALKABLE / ♦ NON -WALKABLE SURFACE // ♦♦ SURFACE 8-l07 B-107 ♦ / GRADED m GRADED / FLARE FLARE 2 I I 1 I I 2 GRADED FLARES LANDING ; CURB DESIGN V CURB DESIGN V SEE PEDESTRIAN RAMP SEE PEDESTRIAN APPROACH NOSE APPROACH NOSE DETAIL DETAIL NON -WALKABLE NON -WALKABLE SURFACE SURFACE 2 1 2 RETURNED CURB 04 TYPICAL SIDE TREATMENT OPTIONS 03 EDGE OF THROUGH LANE EDGE OF THROUGH LANE MATCH INPLACE CURB HEIGHT MATCH INPLACE PLACE DETECTABLE FACE OF CURB/PROJECTED WARNINGS ENTIRE FACE OF CURB WALK/ ATH WIDTH CURB HEIGHT I DETECTABLE , -------------gpCK C i UP TO 2.0% WARNINGS UP TO 2.0% C( CHANGE TO 4x. CHANGE CHANGE T4 I PEDESTRIAN RAMP R /1 1 �Q I 2.OY. MAX. OR UP 11 A iw- TO 4X CHANGE CUgB I FLOW LINE PROFILE "TABLE" - FAN ' p :e.o:.�v�:':'e;�_o a°� NEAREST 1 4�R TAPS CL> 4 ° CROSSING 3" MINIMUM CURB HEIGHT, 4" PREFERREDTIL I 4' 8.5" �''°'°' SURFACE (MEASURED AT FRONT FACE OF CURB) P. . FOR A MIN. 6" LENGTH (MEASURED ALONG FLOW LINE) I DETECTABLE EDGE WITH QQ I �•°'.P.'..o°:"�.e'.P. s.a°: CURB AND GUTTER I PEDESTRIAN I GATEARM EDGE OF ROAD RAILROAD GATE ARM O 0 DETECTABLE , 9X875' LI 4.5'--}-4.25L- \; 5 sRAILROAD CROSSING 5 PLAN VIEW NOTES: EDGE OF INTERMEDIATE CURB HEIGHTS TAPER SHALL RISE AT 8-I0X TO A MINIMUM 3 INCH CURB HEIGHT.INCREASE CURB TAPER ROAD LENGTH AT LESS THAN 8% OR REDUCE INTERMEDIATE CURB HEIGHT TO 2+ INCHES IF NECESSARY TO MATCH 6 ADJACENT BOULEVARD OR SIDEWALK GRADES. RADIAL DETECTABLE WARNING RECTANGULAR DETECTABLE WARNING SEE STANDARD PLATE 7038 AND THIS SHEET FOR ADDITIONAL DETAILS ON DETECTABLE WARNING. A WALKABLE SURFACE IS DEFINED AS A PAVED SURFACE ADJACENT TO A CURB RAMP WITHOUT DETECTABLE EDGE WITHOUT CURB AND GUTTER RAISED OBSTACLES THAT COULD MISTAKENLY BE TRAVERSED BY A USER WHO IS VISUALLY IMPAIRED. CONCRETE FLARE LENGTHS ADJACENT TO NON -WALKABLE SURFACES SHOULD BE LESS THAN 8'LONG MEASURED ALONG THE RAMPS FROM THE BACK OF CURB. Ol 0" CURB HEIGHT. SEE INSET A ON SHEET 3 OF 6. 2 FULL CURB HEIGHT. 3 SIDE TREATMENTS ARE APPLICABLE TO ALL RAMP TYPES AND SHOULD BE IMPLEMENTED AS NEEDED AS FIELD ENGINEER DETERMINEM BASED MAINTENANCE CONDITIONSI TREATMENTS O ITH ON OFB BOTH ROADWAY ALJACENTPR PER Y CONS DER TONS,AND ITIGATTINGCONS CONSTRUCTION IMPACTS. TYPICALLY USED FOR MEDIANS AND ISLANDS. /f / X13;;�,♦� 8 QS WHEN NO CONCRETE FLARES ARE PROPOSED,THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED 9 PERPENDICULAR TO THE EDGE OF ROADWAY. MAINTAIN 3" MAX. BETWEEN EDGE OF DOMES AND EDGE OF CONCRETE. }�♦4�� rfl IF NO CURB AND GUTTER IS PLACED IN RURAL SECTIONS, DETECTABLE WARNINGS SHALL BE PLACED 1' FROM THE EDGE OF BITUMINOUS ROADWAY AND/OR BITUMINOUS SHARED -USE PATH TO PROVIDE VISUAL CONTRAST. r 70 ALL CONSTRUCTED CURBS MUST HAVE A CONTINUOUS DETECTABLE EDGE FOR THE VISUALLY IMPAIRED. THIS DETECTABLE 2' ® EDGE REQUIRES DETECTABLE WARNINGS WHEREVER THERE IS ZERO -INCH HIGH CURB. CURB TAPERS ARE CONSIDERED A CURB DETECTABLE EDGE WHEN THE TAPER STARTS WITHIN 3" OF THE EDGE OF THE DETECTABLE WARNINGS. AND UNIFORMLY RISES DESIGN V TO A 3 -INCH MINIMUM CURB HEIGHT. ANY CURB NOT PART OF A CURB TAPER AND LESS THAN 3 INCHES IN HEIGHT IS NOT 1/2" R. CONSIDERED A DETECTABLE EDGE AND THEREFORE IS NOT COMPLIANT WITH VAR. B B ACCESSIBILITY STANDARDS. TURF OR 61I 4 © DRILL AND GROUT 1 - NO. 4 12 LONG REINFORCEMENT BAR (EPDXY COATED) WITH T. MIN. COVER. CONCRETE TOP OF GUTTER A REINFORCEMENT BARS ARE NOT NEEDED IF THE APPROACH NOSE IS POURED INTEGRAL WITH THE V CURB. ' ® DRILL AND GROUT 2 - NO. 4 12" LONG REINFORCEMENT BARS (EPDXY COATED) WITH 3" MIN. COVER. REINFORCEMENT a.4.i., CURB & 0 BARS ARE NOT NEEDED IF THE APPROACH NOSE IS POURED INTEGRAL WITH THE CURB AND GUTTER. v. CUTTER 7 � ® SIDE TREATMENT EXAMPLES SHOWN ARE WHEN THE INITIAL LANDING IS APPROXIMATELY LEVEL WITH THE FULL HEIGHT CURB ° 2' (LE. W LDNG RAMP FOR 6" HIGH CURB). WHEN THE INITIAL LANDING IS MORE THAN V BELOW FULL HEIGHT CURB REFER TO SHEETS I& 2 TO MODIFY THE CURB HEIGHT TAPERS AND MAINTAIN POSITIVE BOULEVARD DRAINAGE, CONSTRUCT THESE SECTION A -A O TAPERS AT 0"-3" AT 8-IOxn,THEN LESS THAN 5% FROM 3" CURB TO FULL CURB HEIGHT. © NEAREST EDGE OF DETECTABLE WARNING SURFACES SHALL BE PLACED 12'MINIMUM TO 15'MAXIMUM FROM THE NEAREST 20 RAIL. FOR SKEWED RAILWAYS IN NO INSTANCE SHALL THE DETECTABLE WARNING BE CLOSER THAN 12'MEASURED 10 A PERPENDICULAR TO THE NEAREST RAIL. TURF OR 6"� ® ® WHEN PEDESTRIAN GATES ARE PROVIDED, DETECTABLE WARNING SURFACES SHALL BE PLACED ON THE SIDE OF THE GATES CONCRETE TOP OF SIDEWALK OPPOSITE THE RAIL. 2'FROM THE APPROACHING SIDE OF THE GATE ARM. THIS CRITERIA GOVERNS OVER NOTE © . ®CROSSING SURFACE SHALL EXTEND 2'MINIMUM PAST THE OUTSIDE EDGE OF WALK OR SHARED -USE PATH. h h/2 PEDESTRIAN APPROACH (a 3' FOR MEDIANS AND SPLITTER ISLANDS. NOSE CAN BE REDUCED TO 2' ON FREE RIGHT ISLANDS. 6 NOSE DETAIL ® SIDEWALK TO BE PLACED 8.75' MIN. FROM THE FACE OF CURB/PROJECTED FACE OF CURB. THIS ENSURES MIN. CLEARANCE 8 3„ BETWEEN THE SIDEWALK AND GATE ARM COUNTERWEIGHT SUPPORTS. (FOR RETURNED CURB SIDE TREATMENT) ®CONSTRUCT WITH EXPNSION MATERIAL PER MNDOT SPECIFICATION 3702 TYPES A-E. SECTION B -B EXPANSION MATERIAL SHALL MATCH FULL HEIGHT OF ADJACENT CONCRETE. NON -CONCRETE BOULEVARD 1.0% MIN. 5 LANDING S.Oxn MAX. CONCRETE BOULEVARD w \ z J TYPIC A TABLING o ca REA \ w 'o cv cc \\ LOX MIN. 5.OX MAX. CURB LINE AND ROAD CROSSING ADJUSTMENTS EXPANSION MATERIAL PLACEMENT CURB LINE REINFORCEMENT Q4 FOR CONCRETE ROADWAYS PLACEMENT ON BITUMINOUS ROADWAYS 1.0% MIN. 1.0% MIN. LOX MIN. 1.07 MIN. LOX MIN. S.OX MAX. 1.5X PREFERRED 5.0% MAX. 1.5% PREFERRED 5.0X MAX. FLOW LINE PROFILE RAISE - TWIN PERPENDICULARS PEDESTRIAN RAMP 1.0% MIN. 1.OX MIN. 1.OX MINn S.OY. MAX. 1.5X PREFERRED 5.OX MAX. FLOW LINE PROFILE RAISE - FAN GENERAL NOTES: "TABLING" OF CROSSWALKS MEANS MAINTAINING LESS THAN 2% CROSS SLOPE WITHIN A CROSSWALK, IS REQUIRED WHEN A ROADWAY IS IN A STOP OR YIELD CONDITION AND THE PROJECT SCOPE ALLOWS. RECONSTRUCTION PROJECTS: ON FULL PAVEMENT REPLACEMENT PROJECTS "TABLING" OF ENTIRE CROSSWALK SHALL OCCUR WHEN FEASIBLE. "TABLING" MILL & OVERLAY PROJECTS: TABLING OF FLOW LINES IN FRONT OF THE PEDESTRIAN RAMP IS REQUIRED WHEN THE EXISTING FLOW LINE IS GREATER THAN 2X. WARPING OF THE BITUMINOUS PAVEMENT CAN NOT EXTEND INTO THE THROUGH LANE. TABLE THE FLOW LINE TO 2% OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA: DLOx. MIN.CROSS-SLOPE OF THE ROAD 2) 5.OX MAX. CROSS -SLOPE OF THE ROAD „ „ 31 TABLE FLOW LINE UP TO 4% CHANGE FROM EXISTING SLOPE IN FRONT OF PEDESTRIAN RAMP 4)UP TO 2% CHANGE IN FLOW LINE FROM EXISTING SLOPE BEYOND THE PEDESTRIAN CURB RAMP STAND-ALONE ADA RETROFITS: FOLLOW MILL & OVERLAY CRITERIA ABOVE HOWEVER ALL PAVEMENT WARPING IS DONE WITH BITUMINOUS PATCHING ON BITUMINOUS ROADWAYS AND FULL -DEPTH APRON REPLACEMENT ON CONCRETE ROADWAYS. RAISING OF CURB LINES SHOULD OCCUR IN VERTICALLY CONSTRAINED AREAS. RAISE THE CURB LINES ENOUGH TO ALLOW COMPLIANT RAMPS OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA: 1)1.0% MIN. AND 5.OX MAXIMUM CROSS -SLOPE OF THE ROAD 2)1.0% MIN. FLOW LINE (ON EITHER SIDE OF PEDESTRIAN RAMP)TO MAINTAIN POSITIVE DRAINAGE 3) S.OX RECOMMENDED MAX. FLOW LINE 4)LONGITUDINAL THROUGH LANE ROADWAY TAPERS SHOULD BE 1" VERTICAL PER 15'HORIZONTAL 6" WALK ti �" w �' a x^ 9' - . 6„ pe °.8 2" MIN. p'. .p. SECTION VIEW A -A THICKENED SECTION THROUGH CURB RAMP FLARES END SILL CURB AT TOP OF CURB RAMP AND DRIVEWAY FLARES. 3611 MAX. ROPOSED PAR CURB AND GUTTER lr' T/21 PROPOSED PAR CURB AND GUTTER CURB RAMP REINFORCEMENT DETAILS O2 O4 611 CONCRETE WALK 4" MINIMUM AGGREGATE BASE a - a ". a. 0'a, o' 4.-.:0'4. TYPICAL SIDEWALK SECTION WITHIN INTERSECTION CORNER SAWCUT 3' MIN. 36" MIN. I CURB AND GUTTER REINFORCEMENT 36" MAX. LANDING 36" MAX, sve t MAX. MAX. 36" MAX. 12" 12" 312" 12 1. SEPARATE LANDING 0 3" POUR REINFORCEMENT NOTES: (DTO ENSURE RAMPS AND LANDINGS ARE PROPERLY CONSTRUCTED. ALL INITIAL LANDINGS AT A TOP OF A RAMPED SURFACE (RUNNING SLOPE GREATER THAN 2%)SHALL BE FORMED AND PLACED SEPARATELY IN AN INDEPENDENT CONCRETE POUR. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON THIS SHEET FOR ALL SEPARATELY POURED INITIAL LANDINGS. Q2 DRILL AND GROUT NO.4 12" LONG REINFORCEMENT BARS (EPDXY COATED)AT 36" MAXIMUM CENTER TO CENTER MINIMUM 12" SPACING FROM CONSTRUCTION JOINTS.BARS TO BE ADJUSTED TO MATCH RAMP GRADE.BARS TO BE PAID BY EACH. Q3 DRILL AND GROUT 2 - NO.4 X 12" LONG (6" EMBEDDED) REINFORCEMENT BARS (EPDXY COATED). REINFORCEMENT REQUIRED FOR ALL CONSTRUCTION JOINTS.BARS TO BE PAID BY EACH. ® THIS CURB LINE REINFORCEMENT DETAIL SHALL BE USED ON BITUMINOUS ROADWAYS. FOR CONCRETE ROADWAYS. SEE NOTE S. Q5 CONSTRUCT WITH EXPANSION MATERIAL PER MNDOT SPECIFICATION 3702 TYPES A-E. EXPANSION MATERIAL SHALL MATCH FULL HEIGHT OF ADJACENT CONCRETE. © USE AN APPROVED TYPE F (1/4 INCH THICK) SEPARATION MATERIAL. SEPARATION MATERIAL SHALL MATCH FULL HEIGHT DIMENSION OF ADJACENT CONCRETE. �z M ms z U � 0 N z U 2 W o0 cl O �z O O LL U HU i O LL W N N Li N z O oM zr W >� m C1 J W E) CO F- L L r 1 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 NAME: JOSEPH T RADACH PE SIGNATURE: Gam' a -� . /- DATE: 01/08/24 LIC #: 45889 0-1 H m N 00 0 O W Q O W Z) In In In Z O N W N co Lo %0 W Z 3r O J_ Q W In Lf) + N V LO J �_ J Z M 0 � L1i Ln N W Ln Z a O W Q U Z (n Z / =LL Lu 0 0 CD Q Ln o Lu � Z Z UJ / 0 J li W cD _U W Z O SHEET NUMBER C6.6 PEDESTRIAN RAMP PEDESTRIAN RAMP UP TO 2.OX CHANGE 2.0% MAX. OR UP TO 4xn CHANGE UP TO 2.0% 2.OX MAX. OR UP UP TO 2.0% CHANGE TO 4x. CHANGE CHANGE FLOW LINE PROFILE "TABLE" - TWIN PERPENDICULARS PEDESTRIAN RAMP UP TO 2.OY. CHANGE 2.OY. MAX. OR UP UP TO 2.OX TO 4X CHANGE CHANGE FLOW LINE PROFILE "TABLE" - FAN 1.0% MIN. 1.0% MIN. LOX MIN. 1.07 MIN. LOX MIN. S.OX MAX. 1.5X PREFERRED 5.0% MAX. 1.5% PREFERRED 5.0X MAX. FLOW LINE PROFILE RAISE - TWIN PERPENDICULARS PEDESTRIAN RAMP 1.0% MIN. 1.OX MIN. 1.OX MINn S.OY. MAX. 1.5X PREFERRED 5.OX MAX. FLOW LINE PROFILE RAISE - FAN GENERAL NOTES: "TABLING" OF CROSSWALKS MEANS MAINTAINING LESS THAN 2% CROSS SLOPE WITHIN A CROSSWALK, IS REQUIRED WHEN A ROADWAY IS IN A STOP OR YIELD CONDITION AND THE PROJECT SCOPE ALLOWS. RECONSTRUCTION PROJECTS: ON FULL PAVEMENT REPLACEMENT PROJECTS "TABLING" OF ENTIRE CROSSWALK SHALL OCCUR WHEN FEASIBLE. "TABLING" MILL & OVERLAY PROJECTS: TABLING OF FLOW LINES IN FRONT OF THE PEDESTRIAN RAMP IS REQUIRED WHEN THE EXISTING FLOW LINE IS GREATER THAN 2X. WARPING OF THE BITUMINOUS PAVEMENT CAN NOT EXTEND INTO THE THROUGH LANE. TABLE THE FLOW LINE TO 2% OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA: DLOx. MIN.CROSS-SLOPE OF THE ROAD 2) 5.OX MAX. CROSS -SLOPE OF THE ROAD „ „ 31 TABLE FLOW LINE UP TO 4% CHANGE FROM EXISTING SLOPE IN FRONT OF PEDESTRIAN RAMP 4)UP TO 2% CHANGE IN FLOW LINE FROM EXISTING SLOPE BEYOND THE PEDESTRIAN CURB RAMP STAND-ALONE ADA RETROFITS: FOLLOW MILL & OVERLAY CRITERIA ABOVE HOWEVER ALL PAVEMENT WARPING IS DONE WITH BITUMINOUS PATCHING ON BITUMINOUS ROADWAYS AND FULL -DEPTH APRON REPLACEMENT ON CONCRETE ROADWAYS. RAISING OF CURB LINES SHOULD OCCUR IN VERTICALLY CONSTRAINED AREAS. RAISE THE CURB LINES ENOUGH TO ALLOW COMPLIANT RAMPS OR AS MUCH AS POSSIBLE WHILE ADHERING TO THE FOLLOWING CRITERIA: 1)1.0% MIN. AND 5.OX MAXIMUM CROSS -SLOPE OF THE ROAD 2)1.0% MIN. FLOW LINE (ON EITHER SIDE OF PEDESTRIAN RAMP)TO MAINTAIN POSITIVE DRAINAGE 3) S.OX RECOMMENDED MAX. FLOW LINE 4)LONGITUDINAL THROUGH LANE ROADWAY TAPERS SHOULD BE 1" VERTICAL PER 15'HORIZONTAL 6" WALK ti �" w �' a x^ 9' - . 6„ pe °.8 2" MIN. p'. .p. SECTION VIEW A -A THICKENED SECTION THROUGH CURB RAMP FLARES END SILL CURB AT TOP OF CURB RAMP AND DRIVEWAY FLARES. 3611 MAX. ROPOSED PAR CURB AND GUTTER lr' T/21 PROPOSED PAR CURB AND GUTTER CURB RAMP REINFORCEMENT DETAILS O2 O4 611 CONCRETE WALK 4" MINIMUM AGGREGATE BASE a - a ". a. 0'a, o' 4.-.:0'4. TYPICAL SIDEWALK SECTION WITHIN INTERSECTION CORNER SAWCUT 3' MIN. 36" MIN. I CURB AND GUTTER REINFORCEMENT 36" MAX. LANDING 36" MAX, sve t MAX. MAX. 36" MAX. 12" 12" 312" 12 1. SEPARATE LANDING 0 3" POUR REINFORCEMENT NOTES: (DTO ENSURE RAMPS AND LANDINGS ARE PROPERLY CONSTRUCTED. ALL INITIAL LANDINGS AT A TOP OF A RAMPED SURFACE (RUNNING SLOPE GREATER THAN 2%)SHALL BE FORMED AND PLACED SEPARATELY IN AN INDEPENDENT CONCRETE POUR. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON THIS SHEET FOR ALL SEPARATELY POURED INITIAL LANDINGS. Q2 DRILL AND GROUT NO.4 12" LONG REINFORCEMENT BARS (EPDXY COATED)AT 36" MAXIMUM CENTER TO CENTER MINIMUM 12" SPACING FROM CONSTRUCTION JOINTS.BARS TO BE ADJUSTED TO MATCH RAMP GRADE.BARS TO BE PAID BY EACH. Q3 DRILL AND GROUT 2 - NO.4 X 12" LONG (6" EMBEDDED) REINFORCEMENT BARS (EPDXY COATED). REINFORCEMENT REQUIRED FOR ALL CONSTRUCTION JOINTS.BARS TO BE PAID BY EACH. ® THIS CURB LINE REINFORCEMENT DETAIL SHALL BE USED ON BITUMINOUS ROADWAYS. FOR CONCRETE ROADWAYS. SEE NOTE S. Q5 CONSTRUCT WITH EXPANSION MATERIAL PER MNDOT SPECIFICATION 3702 TYPES A-E. EXPANSION MATERIAL SHALL MATCH FULL HEIGHT OF ADJACENT CONCRETE. © USE AN APPROVED TYPE F (1/4 INCH THICK) SEPARATION MATERIAL. SEPARATION MATERIAL SHALL MATCH FULL HEIGHT DIMENSION OF ADJACENT CONCRETE. �z M ms z U � 0 N z U 2 W o0 cl O �z O O LL U HU i O LL W N N Li N z O oM zr W >� m C1 J W E) CO F- L L r 1 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 NAME: JOSEPH T RADACH PE SIGNATURE: Gam' a -� . /- DATE: 01/08/24 LIC #: 45889 0-1 H m N 00 0 O W Q O W Z) In In In Z O N W N co Lo %0 W Z 3r O J_ Q W In Lf) + N V LO J �_ J Z M 0 � L1i Ln N W Ln Z a O W Q U Z (n Z / =LL Lu 0 0 CD Q Ln o Lu � Z Z UJ / 0 J li W cD _U W Z O SHEET NUMBER C6.6 PER THE CITY OF MONTICELLO LANDSCAPE ORDINANCE, REQUIRED LANDSCAPE QUANTITIES FOR THIS PROJECT ARE DETERMINED USING A VARIETY OF METHODS BASED ON AUTO USE ZONES, ADJACENT PROPERTY LAND USE, AND TOTAL SITE AREA. ALSO, AS THIS IS A PLANNED UNIT DEVELOPMENT, FLEXIBILITY IS EXPECTED ON OVERALL LANDSCAPE QUANTITIES. THE PLAN BELOW SHOWS TREE PLANTING QUANTITIES FOR THE ENTIRE DEVELOPMENT. SUBSEQUENT PAGES SHOW MORE DETAILED PLANS FOR LOTS #1 & #2 WHERE THE USERS ARE KNOWN AND SITE PLANS ARE MORE REFINED.. TREES WILL BE PLANTED AT THE MINIMUM SIZES AS SHOWN ON THE PLANT SCHEDULE. PROPOSED MINIMUM SIZES ARE: 1. 2" CAL. FOR DECIDUOUS TREES 2. 1.5" CAL. FOR ORNAMENTAL TREES 3. 6' HEIGHT FOR CONIFEROUS TREES LANDSCAPE CALCULATIONS: 2 a W TREES SHALL BE PLUMB IN BOTH DIRECTIONS AFTER PLANTING. STAKING IS SUGGESTED, BUT IS AT THE CONTRACTOR'S DISCRETION. THE TREE MUST BE MAINTAIN PLUMB THOUGH THE WARRANTY PERIOD AND CONFORM WITH A.N.A. GUIDELINES FOR STANDARD LANDSCAPE PRACTICES PRUNE ANY DAMAGED OR CROSSING BRANCHES REMOVE ALL FLAGGING AND LABELING AND DISPOSE FROM SITE INSTALL BACKFILL IN 8-12" DEEP LAYERS & SATURATE SOIL WITH WATER. DO NOT COMPACT MORE THAN NEEDED TO MAINTAIN PLUMB BACKFILL SHALL FORM WATERING RING AT OUTER EDGE AND BE FILLED WITH WATER AT TIME OF INITIAL PLANTING PRIOR TO MULCHING TREE WRAP TO FIRST BRANCH SAFETY FLAGGING IF STAKING IS USED VERIFY ROOT FLARE ELEVATION AND PLACE AT OR JUST ABOVE SURROUNDING GRADE. 4" DEEP MULCH - NO MULCH IN DIRECT CONTACT WITH TRUNK CUT BACK WIRE BASKET AND REMOVE BURLAP FROM TOP OF BALL SCARIFY BOTTOM AND SIDES OF HOLE - III LOAM PLANTING SOIL UNDISTURBED NATIVE SOIL- CONTRACTOR SHALL FIELD TEST PERCOLATION RATES PRIOR TO PLANTING AND NOTIFY LANDSCAPE ARCHITECT IF POOR DRAINAGE 2 x ROOT BALL WIDTH IS SUSPECTED DECIDUOUS TREE PLANTING DETAIL SCALE: 1l2" = V-0" TREES SHALL BE PLUMB IN BOTH DIRECTIONS AFTER PLANTING. STAKING IS SUGGESTED, BUT IS AT THE CONTRACTOR'S DISCRETION. THE TREE MUST BE MAINTAIN PLUMB THOUGH THE WARRANTY PERIOD AND CONFORM WITH A.N.A. GUIDELINES FOR STANDARD LANDSCAPE PRACTICES CONIFEROUS TREES GROWN FOR COMMERCIAL CHRISTMAS TREE PRODUCTION CANNOT BE USED FOR THIS PROJECT, TREE SPECIMENS SHOULD HAVE NATURAL FORMS OTHER THAN LIMITED PRUNING FOR HEALTHY GROWTH AND PLANT STRUCTURE. PRUNE ANY DAMAGED OR CROSSING BRANCHES REMOVE ALL FLAGGING AND LABELING AND DISPOSE FROM SITE INSTALL BACKFILL IN 8-12" DEEP LAYERS & SATURATE SOIL WITH WATER. DO NOT COMPACT MORE THAN NEEDED TO MAINTAIN PLUMB BACKFILL SHALL FORM WATERING RING AT OUTER EDGE AND BE FILLED WITH WATER AT TIME OF INITIAL PLANTING PRIOR TO MULCHING VERIFY ROOT FLARE ELEVATION AND PLACE AT OR JUST ABOVE SURROUNDING GRADE. 4" DEEP MULCH - NO MULCH IN DIRECT CONTACT WITH TRUNK CUT BACK WIRE BASKET AND REMOVE BURLAP FROM TOP OF BALL _ - SCARIFY BOTTOM AND SIDES OF HOLE LOAM PLANTING SOIL UNDISTURBED NATIVE SOIL= 1 RAPERCOLATION TE PR OR TO PLANTING AND NOTIFY % LANDSCAPE ARCHITECT IF POOR DRAINAGE 2 x ROOT BALL WIDTH IS SUSPECTED CONIFEROUS TREE PLANTING DETAIL SCALE: 1/2" = V-0" GRAPHIC MATERIAL SPECIFICATION NOTES GROUNDCOVER SCHEDULE: LOT #1 = 47,171 SF = 11 ACI BUFFER TYPE W ON SOUTH SIDE LOT #2 = 39,291 SF = 10 ACI BUFFER TYPE 'A' ON SOUTH SIDE LOT #3 = 43,209 SF = 10 ACI BUFFER TYPE W ON SOUTH SIDE LOT #4 = 27,876 SF = 7 ACI BUFFER TYPE 'A' ON SOUTH SIDE LOT #5 = 58,824 SF = 14 ACI BUFFER TYPE W ON SOUTH SIDE LOT #6 = 78,239 SF = 18 ACI AUTO USE ZONE BUFFER ON NORTH SIDE LOT #7 = 60,486 SF = 14 ACI LOT #8 = 80,503 SF = 19 ACI NO AUTO USE BUFFER ON EAST- MORE THAN 50' FROM R.O.W. LANDSCAPE CALCULATIONS FOR EACH LOT TREE PLANTING DETAILS: TREE PLANTING PLAN: 300' VEHICLE USE AREA BUFFER 12 - 2" OVERSTORY TREES DECIDUOUS OVERSTORY TREES (83 TOTAL) o o� 0 0 ROCK MULCH 1.5" DIAMETER GRANITE RIVER ROCK MULCH 3" DEPTH Quercus bicolor SOD BLUEGRASS PEAT SOD N/A 23 = Quantity @ 2" Caliper TURF SEED MN/DOT SEED MIX #25-131 220 LBS/ACRE GROUNDCOVER SCHEDULE: LOT #1 = 47,171 SF = 11 ACI BUFFER TYPE W ON SOUTH SIDE LOT #2 = 39,291 SF = 10 ACI BUFFER TYPE 'A' ON SOUTH SIDE LOT #3 = 43,209 SF = 10 ACI BUFFER TYPE W ON SOUTH SIDE LOT #4 = 27,876 SF = 7 ACI BUFFER TYPE 'A' ON SOUTH SIDE LOT #5 = 58,824 SF = 14 ACI BUFFER TYPE W ON SOUTH SIDE LOT #6 = 78,239 SF = 18 ACI AUTO USE ZONE BUFFER ON NORTH SIDE LOT #7 = 60,486 SF = 14 ACI LOT #8 = 80,503 SF = 19 ACI NO AUTO USE BUFFER ON EAST- MORE THAN 50' FROM R.O.W. LANDSCAPE CALCULATIONS FOR EACH LOT TREE PLANTING DETAILS: TREE PLANTING PLAN: 300' VEHICLE USE AREA BUFFER 12 - 2" OVERSTORY TREES DECIDUOUS OVERSTORY TREES (83 TOTAL) TREE PLANTING KEY: ORNAMENTAL TREES (48) SWAMP WHITE OAK �e@ RIVER BIRCH • Quercus bicolor Betula nigra 23 = Quantity @ 2" Caliper 8 = Quantity @ 2" Caliper 0 PRINCETON ELM BOULEVARD LINDEN 0 Ulmus americana 'Princeton' Tilia americana 'Boulevard 11 = Quantity @ 2" Caliper 14 = Quantity @ 2-1/2" Caliper FALL FIESTA MAPLE HACKBERRY (SD Acer sacharum 'Bailsta' Celtis occidentalis 14 = Quantity @ 2 Caliper 13 = Quantity @ 2-1/2" Caliper TREE PLANTING KEY: ORNAMENTAL TREES (48) CONIFEROUS TREES (27) tl6 SPRING SNOW CRABAPPLE �e@ Malus x'Spring Snow' 20 = Quantity @ 2" Caliper JAPANESE TREE LILAC Syringa reticulata 12 = Quantity @ 2" Caliper AUT. BRILL. SERVICEBERRY 0 Amelanchier x grandiflora 'A.B.' 16 = Quantity @ 2" Caliper CONIFEROUS TREES (27) tl6 BLACK HILLS SPRUCE �e@ 8 = Quantity @ 6' Height COLORADO SPRUCE 5 = Quantity @ 6' Height AUSTRIAN PINE 11 = Quantity @ 6' Height SCOTCH PINE 3 = Quantity 6' Height @ 0 25' 50' 1000' %7 SCALE: 1" = 50'-0" LOTS #3 THRU #8 ARE CONCEPTUAL SITE PLANS AND BUILDING FOOTPRINTS. MORE DETAILED LANDSCAPE DESIGN WILL BE PROVIDED AT SITE PLAN SUBMITTAL, BUT WILL MEET MINIMUM SHRUB QUANTITIES BASED ON BUILDING PERIMETER. 23 - 2" ORNAMENTAL TREES SHEET L1-4 FOR MORE AILED LANDSCAPE DESIGN ==____==========__- , \F,OR LOTS #1 & 2 228' OF TYPE 'A' BUFFER 3 - 2" OVERSTORY TREES 12 - 2" ORNAMENTAL TREES 35 - SMALL SHRUBS Inside Outside Architecture Inc. 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER #445 Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Reaistration #: 26017 �Jtignatu Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: OVERALL TREE PLANTING PLAN Sheet Number: N ■ x x -- -- -- -- ------ -- - — — — _ -- -__--_-____-- - -_ -_-- __-- _ _ ►------- ------ -----------�-------------------------- -- -- -_-_ --__ - -_ -_-_ _ -- _- _—_-_—__ -_- _-__- --- - _ -- __--___--__ _ ------_-___----___----_ -_ ----- ---- — —_ — —_ �_ --- ——-- --——---------- — — — _ —_ — --- — ----- — — — —— ---- — — ---—— — — — — — — — — --- --- ——---— -— _ —=—--_----— ------------- ---------- --_____—___———--- - -- — — ---------------- --_ — -------- _--_ --_ ----- _ ------ -------------- __—___--_-- — I` -- --- - - ---- ---- _ - - - _ - --_ -_ -_----_-----____-- -- _________ - -- - - _-=___-_-__ _--------- 7L-_=__--------------------------------------______ _ ---- - ----- =- - --------- ____- _ __ ___—___--- __—_—___--_--_ — _--- _--_____—__— _--_ ----- --__�--_____�-------_ -__------------ 111\ ___________________--------------------____— -_-----------_-_________= - - _ - -- I__ ---------------------__--____ -- ------------- -- - -- - - - I--- ------------ - ---- - _=-__--________-________= _ _----- ------------ _;7 __ -_ _--------_-- -------_ - D a Fi L T ATI 014 -BASIN- --_ - - --_ __ -----$---- ----------- --_----- - TIM - - ---- - ---- ------------------------ B _ __ __ _ OUT = -- -- _-- _ _ _ - 1=00 YR HSV �- _ _ -� - _ _ - = - _ _- -_- -- _-__ _- __ - _- _-_ -_ - _- ---_- --- ------------------- _---_ _ ---_ _ _ -_ - -- I - - • -- - ----- --- --- - ------ --- - - - - - - - � - - -- i----_--- -- -- _ -- -----—_—_—_—_—_-------------_—_—---------- —-------- --- -— --- — _-----—_— ---___ ___—__— _----_---- — —__— ---- — -- ----- ---- _ --— — --_ -_—_ -- ----------- ------ -- - ----------- M-7 - rI _ -_---- -__ __�_-----=--___-----__----___ _-_ ----- ------------- - �-02M� P whpw — ■ � Y WMAZI1170 0 -____-_-_-_---------= =-------_ � _---------_______-_--- _= -- ------------ ---- - ------- 1- - = -- _- _----_----------- + 1�=== ---------_ f - x x 454' OF TYPE'A' BUFFER x 5 - 2" OVERSTORY TREES 23 - 2" ORNAMENTAL TREES lob- Is ■ EAST HALF ENLARGEMENT PLAN: vnm�� +) (*) F---] O O x ♦ x ■ ■ NATIVE SEED MIXy _--- _ OUT EL, 95 --�/ _----- 100 YR HWL = 55 228' OF TYPE 'A' BUFFER 3 - 2" OVERSTORY TREES 12 - 2" ORNAMENTAL TREES x x x X X 0 15' 30' 60 i■ NORTH Inside Outside Architecture Inc. 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER #445 Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. 7 I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Reaistration #: 26017 W Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: EAST HALF LANDSCAPE ENLARGEMENT Sheet Number: L i x x x x -------------- __ _ -------------- ----------- --- -_-_ - _ -- - - _-� __7L7L_L�� (Y --------- _-____-=lrl6��- _--__ __ -_---_ - - ------------ IN ---_ --- ----_ -_---_ --_ yp _ - - -_ -- - - - - - — _-__-- _--_ __-__--------_ _ _-_- _-_ FILTRATIaR- =_U T El_- --_3.7_- ---- z= _ - � 1-00 YR -H - 956.6�;- ___ 11 _ -_ _-_-- _ i - -_-_- __---�_ =�------- - - - - - -- _ ---_ 09M F===-==_ ---------------------------------- -- -- ----- - - --- ---- -- ------ -- - -- _____ __ ______________ __ _ _____ -________________-_-_----_ --_--_ - - - - - -- - _ _- _- - -_ _ _ _ - - _ - - - _ --- _- _ _ _� _-_ - _ _ - _-- _- - - - - _ _ t a - - _ -- -- _ -_ -- --- - - --- ------------- - -- - _-_ - _ --- - \ - - - - - --- - ----- - ---- . _- -- _ = = -_-_- _ _ _______ _ _ _ _ _ _ _ _ _ __ __ _ __ _ ____---------------_____________ _ _ ____ _ __— - __ - - _ � _ _-_-_-- - -_ _=-- _ =---- ---------- --- - = _-_ -= _ _ -= - ----- -= - -_ _- -_ - -- - - = - _ - --- ----- -_ _ _ -_-_-_-_-_------_ _ -_- - --- _ � ---_ ---_ _ � ---_ _ _ - _ - - -- _ _--___�-_- ----__-_---_-_---_ _ _ _ --_ __--_ __- - - --_--__- -_ __ - - - - - ------- - - - -----_ _ - � --- --- - - - - - - -- - - - - - - - --- - � - � - --- - - - - -- -- --- --_- - - - - --_ _ ----_ __ _--_ --_ --------- = - - --- __ _ - • --------------_-----_----_ __-_ _ - _ _ _ _ -_____7 --------------- . I L . I L . I L . I L . JT'_`;�'x WEST HALF ENLARGEMENT PLAN: 9 + 2/g, 14\' 7 e - — -- - - -- -- --- -- - 454' OF TYPEx'A' BUFFER x x 5 - 2" OVERSTORY TREES 23 - 2" ORNAMENTAL TREES 158 -,S)MALL: SHRUBS wof I AMMER! 00 0 15' 30' 60' SCALE: 1" = 30'-0" NORTH ki Inside Outside Architecture Inc. 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER #445 Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. 7 I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Reaistration #: 26017 Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: WEST HALF LANDSCAPE ENLARGEMENT Sheet Number: Ilk a i --- _ - - -_ -- -----_-- _ _--- -_--------�------------�-- 1 --_--_ _ - - -40 ------ � ---- L i x x x x -------------- __ _ -------------- ----------- --- -_-_ - _ -- - - _-� __7L7L_L�� (Y --------- _-____-=lrl6��- _--__ __ -_---_ - - ------------ IN ---_ --- ----_ -_---_ --_ yp _ - - -_ -- - - - - - — _-__-- _--_ __-__--------_ _ _-_- _-_ FILTRATIaR- =_U T El_- --_3.7_- ---- z= _ - � 1-00 YR -H - 956.6�;- ___ 11 _ -_ _-_-- _ i - -_-_- __---�_ =�------- - - - - - -- _ ---_ 09M F===-==_ ---------------------------------- -- -- ----- - - --- ---- -- ------ -- - -- _____ __ ______________ __ _ _____ -________________-_-_----_ --_--_ - - - - - -- - _ _- _- - -_ _ _ _ - - _ - - - _ --- _- _ _ _� _-_ - _ _ - _-- _- - - - - _ _ t a - - _ -- -- _ -_ -- --- - - --- ------------- - -- - _-_ - _ --- - \ - - - - - --- - ----- - ---- . _- -- _ = = -_-_- _ _ _______ _ _ _ _ _ _ _ _ _ __ __ _ __ _ ____---------------_____________ _ _ ____ _ __— - __ - - _ � _ _-_-_-- - -_ _=-- _ =---- ---------- --- - = _-_ -= _ _ -= - ----- -= - -_ _- -_ - -- - - = - _ - --- ----- -_ _ _ -_-_-_-_-_------_ _ -_- - --- _ � ---_ ---_ _ � ---_ _ _ - _ - - -- _ _--___�-_- ----__-_---_-_---_ _ _ _ --_ __--_ __- - - --_--__- -_ __ - - - - - ------- - - - -----_ _ - � --- --- - - - - - - -- - - - - - - - --- - � - � - --- - - - - -- -- --- --_- - - - - --_ _ ----_ __ _--_ --_ --------- = - - --- __ _ - • --------------_-----_----_ __-_ _ - _ _ _ _ -_____7 --------------- . I L . I L . I L . I L . JT'_`;�'x WEST HALF ENLARGEMENT PLAN: 9 + 2/g, 14\' 7 e - — -- - - -- -- --- -- - 454' OF TYPEx'A' BUFFER x x 5 - 2" OVERSTORY TREES 23 - 2" ORNAMENTAL TREES 158 -,S)MALL: SHRUBS wof I AMMER! 00 0 15' 30' 60' SCALE: 1" = 30'-0" NORTH ki Inside Outside Architecture Inc. 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER #445 Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. 7 I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Reaistration #: 26017 Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: WEST HALF LANDSCAPE ENLARGEMENT Sheet Number: REFER TO PLAN 18" MIN. LOOSEN ROOTS OF ALL CONTAINERIZED PLANTS. SCARIFY BOTTOM AND SIDES OF HOLE PRIOR TO PLANTING SHRUBS PLACED SO THAT TOP OF CONTAINER SITS FLUSH WITH PROPOSED GRADE. MULCH - 3" DEEP - SEE SPEC LANDSCAPE FABRIC - SEE SPEC. EDGING MATERIAL - SEE SPEC. /_ :4 EDGE VARIES - REFER TO PLAN PLANTING SOIL - SEE SPEC. BUILDING WALL (TYP) SHRUB PLANTING DETAIL SCALE: 3/4" = V-0" PLANTING DETAILS: PLANT SELECTIONS: SUBSTITUTIONS WILL BE CONSIDERED ONLY IF REQUESTED PRIOR TO BIDDING OF THE PROJECT. THE CONTRACTOR SHALL VERIFY AVAILABILITY OF THE SPECIFIED MATERIALS AND INFORM THE LANDSCAPE ARCHITECT OF ANY CONCERNS PRIOR TO SUBMITTING A BID. ALL PLANT MATERIAL SHALL COMPLY WITH THE LATEST EDITION OF THE NURSERY STOCK STANDARDS AS PUBLISHED BY THE AMERICAN NURSERY AND LANDSCAPE ASSOCIATION (ANLA). UNLESS NOTED OTHERWISE, DECIDUOUS SHRUBS SHALL HAVE AT LEAST 5 CANES AT THE SPECIFIED SHRUB HEIGHT. ORNAMENTAL TREES SHALL HAVE NO'V' CROTCHES AND SHALL BEGIN BRANCHING NO LOWER THAN 3' ABOVE THE ROOT FLARE. STREET AND BOULEVARD TREES SHALL BEGIN BRANCHING NO LOWER THAN 6' ABOVE THE ROOT FLARE ANY CONIFEROUS TREE PREVIOUSLY PRUNED FOR CHRISTMAS TREE SALES SHALL NOT BE USED. ALL CONIFEROUS TREES SHALL HAVE A FULL, NATURAL FORM CONSISTENT WITH THE SPECIES. THE LANDSCAPE PLAN TAKES PRECEDENCE OVER THE PLANT SCHEDULE IF ANY DISCREPANCIES IN QUANTITIES EXIST. SPECIFICATIONS TAKE PRECEDENCE OVER NOTES. STORAGE OF PLANTS ON CONSTRUCTION SITE: PLANTS SHALL NOT BE STORED ON SITE FOR EXTENDED TIME PERIODS. IF PLANTINGS CANNOT BE PLACED IN THE GROUND, AND WELL WATERED THAT SAME DAY, THE PLANTINGS SHALL HAVE MOIST MULCH COVERING THE ROOTS AT ALL TIMES. PLANTING INSTRUCTIONS: ALL PLANTINGS SHALL BE INSTALLED PER THE PLANTING DETAILS AS SHOWN IN THESE CONSTRUCTION DOCUMENTS. PARTICULAR ATTENTION WILL BE PAID TO OVERSIZING THE PLANTING HOLE AND CREATION OF A WATERING WELL TO ALLOW SOAKING OF THE PLANTING BACKFILL FOR EACH PLANTING. EDGING AND MAINTENANCE STRIPS: BLACK POWDER COATED STEEL EDGER TO BE USED TO CONTAIN SHRUBS AND MAINTENANCE STRIP AREAS. MAINTENANCE STRIPS SHALL HAVE EDGER AND MULCH AS SPECIFIED OR AS INDICATED ON DRAWINGS. MULCHING: A 3" DEPTH OF RIVER ROCK MULCH SHALL BE CLEAN AND FREE OF ANY SIGNIFICANT DIRT, SOIL, OR ORGANIC MATTER THAT WILL PROMOTE WEED GROWTH. HIGH QUALITY GEOTEXTILE FABRIC, WITH EDGES OVERLAPPED AT LEAST 12", SHALL BE PLACED UNDER ALL ROCK MULCH. ALL TREES SHALL HAVE A MULCH RING (MINIMUM 48" DIAMETER) OF 4" DEEP SHREDDED HARDWOOD MULCH WITH NONE IN DIRECT CONTACT WITH TREE TRUNK. STAKING: STAKING OF THE TREES IS OPTIONAL, BUT THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR CORRECTING ANY TREES THAT FALL OUT OF PLUMB DURING THE WARRANTY PERIOD. REMOVAL OF TAGGING: ALL TAGGING AND PLANT LABELS SHALL BE REMOVED AFTER PLANTING. BALLED AND BURLAPPED PLANTINGS SHALL HAVE ANY ROPE REMOVED FROM THE TRUCK AND THE TOP OF THE WIRE CAGE REMOVED FROM THE BALL AFTER PLACEMENT IN THE PLANTING PIT. WARRANTY PERIOD: ALL PLANTING SHALL BE COVERED BY A ONE YEAR WARRANTY PERIOD TO COVER REPLACEMENT OF ANY PLANTINGS THAT HAVE DIED OR ARE SHOWING OBVIOUS SIGNS OF STRESS AT THE WARRANTY INSPECTION. REPLACEMENT OF ANY FAILED PLANTINGS INCLUDES RE-ESTABLISHING CLEAN MULCH AROUND ANY REMOVALS AND OFF-SITE DISPOSAL OF ANY MATERIALS. IRRIGATION: ALL PLANTING AREAS, AND MOWN TURF AREAS, SHALL BE COVERED BY AN AUTOMATIC, UNDERGROUND IRRIGATION SYSTEM WITH PROGRAMMABLE CONTROL STATION, RAIN SENSOR, AND SEPARATE ZONES FOR TURF AND PLANTINGS. SODDING ALL TURF AREAS SHALL BE BLUEGRASS SOD LAID PERPENDICULAR TO ANY SLOPES. STAGGER JOINTS AT LEAST 2' AND STAKE IF NEEDED TO KEEP FROM BEING DISPLACED BY HEAVY RAIN. WARRANTY PERIOD: ALL PLANTING SHALL BE COVERED BY A ONE YEAR WARRANTY PERIOD TO COVER REPLACEMENT OF ANY PLANTINGS THAT HAVE DIED OR ARE SHOWING OBVIOUS SIGNS OF STRESS AT THE WARRANTY INSPECTION. REPLACEMENT OF ANY FAILED PLANTINGS INCLUDES RE-ESTABLISHING CLEAN MULCH AROUND ANY REMOVALS AND OFF-SITE DISPOSAL OF ANY MATERIALS. VARIES PERENNIAL PLANTING 3 SCALE: 3/4" =1'-0" PERENNIAL SPACING GUIDELINES SCALE: 3/4" = 1'-0" Ir— N H— H— O O SYM QTY QTY COMMON NAME SCIENTIFIC NAME SIZE CONT COMMENTS DECIDUOUS SHRUBS O.C. PLANT SPACING P = R = AREA PER PLANT IN SF = 12 12" 10.5" 0.87 SF S iraea x bumalda'Anthon Waterer' 15" 12.7" 1.35 SF MULCH - 3" DEPTH 18" 15.6" 24" 20.8" 1.SF AREA PER PLANT 3,4646 SF EDGER - SEE SPECS. DWARF BUSH -HONEYSUCKLE Diervilla lonicera 24" HGT. POT 5' O.C. EDGE VARIES -SEE PLAN 11 19 FIREDANCE DOGWOOD /7- k- % CENTER OF PLANT POT 2 MKL 12 DEPTH (MIN.) LOAM MISS KIM LILAC PLANTING SOIL �p� POT LOOSEN ROOTS OF P = TYPICAL PLANT SPACING - SEE PLANT SCHEDULE PLANT MATERIAL PRIOR R = PLANT ROW ASSUMING TRIANGULAR SPACING TO PLANTING NUMBER OF PLANTS = TOTAL AREA/AREA PER PLANT PERENNIAL PLANTING 3 SCALE: 3/4" =1'-0" PERENNIAL SPACING GUIDELINES SCALE: 3/4" = 1'-0" Ir— N H— H— O O SYM QTY QTY COMMON NAME SCIENTIFIC NAME SIZE CONT COMMENTS DECIDUOUS SHRUBS AWS 12 5 ANTHONY WATERER SPIREA S iraea x bumalda'Anthon Waterer' 24" HGT. POT 5' O.C. DBH -- 20 DWARF BUSH -HONEYSUCKLE Diervilla lonicera 24" HGT. POT 5' O.C. FDO 11 19 FIREDANCE DOGWOOD Cornus sericea 'Bailadeline' 24" HGT. POT 5' O.C. MKL 5 3 MISS KIM LILAC S rin a atula 'Miss Kim' 24" HGT. POT 5' O.C. SWP 11 16 SUMMER WINE PHYSOCARPUS Ph socar us o ulifolius'Seward' 24" HGT. POT 5' O.C. CONIFEROUS SHRUBS DFJ 9 3 DAUB'S FROSTED JUNIPER Juniperus x pfitzeriana'MonSan' 5 GAL POT 5' O.C. TYE 7 5 TAUNTON YEW Taunton x media 'Taunton' 5 GAL POT 5' O.C. PERENNIALS AND GRASSES BES 10 5 BLACK EYED SUSANS Rudbeckia 'Goldsturm' 1 GAL POT 30" O.C. HOF 4 3 HOSTA - FRANCES WILLIAMS Hosta x'Frances Williams' 1 GAL POT 36" O.C. HOV -- -- HOSTA - ALBO MARGINATA Hosta x'Albo Mar inata' 1 GAL POT 24" O.C. KFG 15 3 KARL FOERSTER GRASS Calama rostis x acutiflora 'Karl Foerster' 1 GAL POT 36" O.C. STD 9 17 STELLA d' ORO DAYLILY Hemerocallis x 'Stella d' Oro' 1 GAL POT 24" O.C. WLC 12 3 WALKER'S LOW CATMINT Ne eta faassenii 'Walker's Low' 1 GAL POT 36" O.C. PLANTING SCHEDULE: PLANTING NOTES: ENLARGEMENT AREA 'A' (SHRUB & PERENNIAL PLANTINGS): TH Inside Outside Architecture IncL 14165 James Road - Suite 200A Rogers, MN 55374 Phone: 612-237-8355 www.insideoutsidearchitecture.com Project Name: BIG RIVER Monticello, Minnesota COPYRIGHT 2024 This plan is copyrighted and shall be used only for the project shown and shall not be copied or reproduced without written permission from Inside Outside Architecture, Inc. I hereby certify that this plan was prepared by me or under my direct supervision and that I am Registered Landscape Architect under the laws of the State of Minnesota. Name: Paul Kangas Registration #: 26017 Project #: 23-018 Date: CITY SUBMITTAL 101-08-2024 Revision: Drawn By: PK Checked By: PK Sheet Title: FOUNDATION PLANTING PLAN AND DETAILS Sheet Number: L1-4 Big River 445 Retail Development SSTS Sz TRAFFIC SOLUTIONS TRAFFIC IMPACT STUDY in Monticello, MN September St", 2023 BIG RIVER 445 RETAIL DEVELOPMENT MONTICELLO, MN TRAFFIC IMPACT STUDY SEPTEMBER 5th, 2023 Prepared For: Division 25, LLC 706 Second Avenue South Minneapolis, MN 55402 Prepared By: SSTS, LLC 952-212-7625 PROJECT NO. 2023_024 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: Katie A Schmidt, P.E. Date: Lic. No.: Table of Contents I. Introduction.........................................................................................................................................1 II. Existing Conditions.........................................................................................................................3 A. Study Area Intersections................................................................................................................... 3 B. Roadway Descriptions...................................................................................................................... 3 C. Data Collection and Existing Traffic Volumes.................................................................................3 III. No -Build Alternative.......................................................................................................................6 A. Background Growth.......................................................................................................................... 6 B. Anticipated Improvements for No -Build Conditions........................................................................ 6 C. Results of Analysis........................................................................................................................... 6 IV. Build Alternative............................................................................................................................. 9 A. Site -Generated Traffic....................................................................................................................... 9 B. Trip Distribution and Assignment..................................................................................................... 9 C. Build Traffic Volumes...................................................................................................................... 9 V. Operational Analysis........................................................................................................................13 A. Intersection Operational Description..............................................................................................13 B. Results of Analysis — 2027 Conditions...........................................................................................14 C. Results of Analysis — 2045 Conditions...........................................................................................15 D. Assessment of Additional Development — West Side of the Site...................................................16 VI. Summary and Recommendations................................................................................................17 List of Tables Table 1. Study Area Intersections................................................................................................................. 3 Table 2. Roadway Descriptions.................................................................................................................... 3 Table3. Trip Generation...............................................................................................................................9 Table4.2027 Operations............................................................................................................................14 Table5.2045 Operations............................................................................................................................15 List of Figures Figure1. Vicinity Map.................................................................................................................................. 1 Figure2. Site Plan ......................................................................................................................................... 2 Figure3. Existing Geometrics...................................................................................................................... 4 Figure4. Existing Traffic Volumes.............................................................................................................. 5 Figure 5. 2027 No -Build Traffic Volumes.................................................................................................... 7 Figure 6. 2045 No -Build Traffic Volumes.................................................................................................... 8 Figure7. Trip Assignment..........................................................................................................................10 Figure 8.2027 Build Traffic Volumes........................................................................................................ l l Figure 9.2045 Build Traffic Volumes........................................................................................................12 TECHNICAL APPENDICES (Available Upon Request) A. Traffic Counts B. Trip Generation Calculations C. Detailed Results of the Operational Analysis I. Introduction An approximately 20 -acre site (termed "Proposed Project" in this study) is proposed to be developed in Monticello, Wright County, MN. The Proposed Project is comprised of a mix of retail land uses. Construction of the Proposed Project is anticipated to start in 2024 and assumed to be complete in 2026. The Proposed Project is located to the south of Interstate 94 and north of Chelsea Rd W, just west of CSAH 18 (Fenning Ave). The site location is illustrated on Figure 1, "Vicinity Map". Access to the site is proposed via four access driveways on Chelsea Rd W. The easternmost access, Access 1, is approximately 500' east of the CSAH 18/Chelsea Rd W traffic signal. Accesses 2 through 4 are located further west on Chelsea Rd W. The site layout and access locations are illustrated on the Concept Site Plan, Figure 2. The purpose of this study is to evaluate the impact of traffic generated by the Proposed Project on the operations and safety of the adjacent roadway. The study focuses on the roads and intersections that provide direct and indirect access to/from the site. This study details the existing and future roadway conditions at studied intersections and access points and includes traffic volumes, lane geometrics and traffic operational analysis results. Recommendations regarding roadway improvements to accommodate site -generated traffic, as well as the anticipated growth in background traffic are included, as necessary. This study focuses on the following years to account for full buildout of the Proposed Project and includes forecast of No -build conditions and trip generation estimates to be included with the Build conditions: • Year 2027 — This year is studied for the full build scenario to provide a thorough assessment of traffic and to address potential traffic concerns. • Year 2045 — This year is studied assuming full construction of the Proposed Project and is considered a planning level analysis to correspond with the current planning year horizon. Big River 445 Development Page 1 September 5th, 2023 Ar Qw �c 6096117 _'-•R. _ _ ►: � �� 'A - � � i _ - , � � J 1�1 ate` } ��-' --� . ' �-� ice._ \' - 1 •Z �_ z ,.. .y�r "i�". ,I ., r� 44 , E �{ _.._.._.._ -...... _.._.._.._.._.._�._..-.._.._ Figure 2 - Site Plan (By Others) Big River 445 Development Page 2 September 5', 2023 11. Existing Conditions A. Study Area Intersections Study area intersections were defined with input from the City of Monticello. Table 1 lists the five study area intersections, associated existing traffic control and date of turning movement counts (further described in the Data Collection & Existing Traffic Volumes section below). Table 1. Study Area Intersections Study Intersection E Control Date of Turning Movement Count CSAH 18 (Fenning Ave) & Highway 94 WB Ramps/E 7th St Signal Thursday, July 27th, 2023 CSAH 18 (Fenning Ave) & Highway 94 EB Ramps/Chelsea Rd Signal Thursday, July 27th, 2023 CSAH 18 (Fenning Ave) & Meadow Oak Ave Roundabout Thursday, July 27th, 2023 CSAH 18 (Fenning Ave) & School Blvd Roundabout Thursday, July 27th, 2023 Count Road 34 & Hemlock Ave NE Roundabout Thursday, July 27", 2023 B. Roadway Descriptions The existing conditions of the study area roadways are noted in Table 2. Additionally, Figure 3 shows the existing lane geometry and traffic control at the study intersections. Table 2. Roadway Descriptions *AADT Sources: (MnDOT) from MnDOT's Traffic Mapping Application (PM Count) from assuming PM counts are —10% of ADT, due to lack of recent AADT counts C. Data Collection and Existing Traffic Volumes AM and PM peak hour turning movement counts were conducted at all study area intersections on Thursday, July 27t'', 2023. The AM peak traffic hour was found to generally occur from 7:00 - 8:00 AM and the PM peak traffic hour was found to occur from 4:30 - 5:30 PM (See Figure 4, Existing Traffic Volumes). It is noted that these July counts do not include school traffic from the nearby Little Mountain Elementary and Monticello Highschool. Eastview Education Center does have summer programing and it is assumed the collected AM and PM traffic is representative of the school year. Additional school traffic is considered and added to the 2027 No -Build volumes, which is further detailed in the No -Build section. Big River 445 Development Page 3 September 5`h, 2023 Multimodal Roadway Functional Class Typical Section Posted Speed AADT (Year)* Amenities CSAH 18 2 -Lane Divided Trail on E and W Minor Arterial 45 mph 8,412 (2022) (MnDOT) (Fenning Ave) Urban Sides (Varies) 3 -Lane Undivided Trail on N Side Chelsea Rd W Major Collector 45 mph 5,020 (2023) (PM Count) Urban Sidewalk on S Side 40 mph/ Schoold Blvd/ 3 -Lane Undivided Minor Arterial 30 mph When Trail on N Side 5,831 (2022) (MnDOT) Jamison Ave NE Urban Children Present Local Road (to the South)/ 2 -Lane Undivided Fallon Ave NE 30 mph Trail on E Side 4,260 (2023) (PM Count) Major Collector (North) Rural 2 -Lane Undivided Sidewalk on North Meadow Oak Ave Local Road 30 mph I I 11430 (2023) (PM Count) Urban Side *AADT Sources: (MnDOT) from MnDOT's Traffic Mapping Application (PM Count) from assuming PM counts are —10% of ADT, due to lack of recent AADT counts C. Data Collection and Existing Traffic Volumes AM and PM peak hour turning movement counts were conducted at all study area intersections on Thursday, July 27t'', 2023. The AM peak traffic hour was found to generally occur from 7:00 - 8:00 AM and the PM peak traffic hour was found to occur from 4:30 - 5:30 PM (See Figure 4, Existing Traffic Volumes). It is noted that these July counts do not include school traffic from the nearby Little Mountain Elementary and Monticello Highschool. Eastview Education Center does have summer programing and it is assumed the collected AM and PM traffic is representative of the school year. Additional school traffic is considered and added to the 2027 No -Build volumes, which is further detailed in the No -Build section. Big River 445 Development Page 3 September 5`h, 2023 Big River 445 Development Page 4 September 5", 2023 Big River 445 Development Page 5 September 5", 2023 III. No -Build Alternative To address the impacts of a development on the surrounding roadway system, it is necessary to predict the traffic that would be present on the roadway system at the time of completion of the Proposed Project, without the inclusion of the Proposed Project. This is considered the No -Build scenario, and serves as a basis with which to compare Build scenarios. In this study two design years were analyzed 2027 and 2045, the current planning year horizon. A. Background Growth Review of Wright County's Long Range Transportation Plan (LRTP)l helped to develop background traffic volumes. It is estimated that traffic in the study area is expected to increase by approximately 1.0% per year between now and year 2045. This was interpolated using the 2016 and 2040 daily traffic forecasts for anticipated growth on the study area. It is noted that the ADT of the Proposed Project was removed from the 2040 forecasts for the growth rate calculation as to not include the project in No -Build Conditions. As mentioned in the data collection section, existing turning movement counts were collected in July, 2023 when school was not in session. To accurately represent typical weekday AM and PM peak hour traffic conditions, school traffic from the nearby Little Mountain Elementary and Monticello Highschool was estimated per ITE's Trip Generation Manual' and distributed through the roadway network for 2027 and 2045 No -Build conditions. B. Anticipated Improvements for No -Build Conditions Review of County and City plans indicate no major future projects in the study area that would impact traffic operations. It is noted there are planned safety improvements for School Boulevard with enhanced ped crossings, LED speed signs and trail improvements. Figures 5 and 6 illustrate the No -Build traffic volumes with the growth rate applied to the existing traffic volumes and with the inclusion of school traffic for years 2027 and 2045, respectively. C. Results of Analysis The study area intersections identified in Section II were analyzed for the 2027 and 2045 No -Build scenarios. Complete discussion of the results of these analyses is provided in Section V — Operational Analysis, where a comparison with corresponding design year Build alternatives is made. ' Wright County's Long Range Transportation Plan — Wright County, Updated Nov 2020, Study Link Z Trip Generation Manual, Institute of Transportation Engineers (ITE), 111h Edition Big River 445 Development Page 6 September 5th, 2023 Big River 445 Development Page 7 September 5", 2023 Big River 445 Development Page 8 September 5", 2023 IV. Build Alternative A. Site -Generated Traffic The number of vehicle trips generated by the Proposed Project were estimated for the weekday daily, and AM and PM traffic peak hours using the data and methodologies contained in the Trip Generation Manual and the Trip Generation Handbook. Table 3 summarizes trip generation estimates. Shared and pass -by trips were considered in the estimates. Shared trips account for the complimentary nature between the land uses of the Proposed Project (i.e., visiting multiple stores in one site visit). Pass -by trips are trips that are attracted to the site from existing traffic already passing on adjacent roadways. These pass -by trips are accounted for in the turning movements at the access locations and adjacent roadway as they enter and exit the site, but do not result in an overall increase in traffic in the study area. It is noted that approximately 40% of the pass -by trips are expected to come from Interstate 94 and these do increase traffic in the study area. Table 3. Trip Generation Land Use Type Land Use Code Size Trips Generated: AM Peak Enter Exit PM Peak Enter Exit Weekday ADT Supermarket Retail 850 55,000 s.f. 93 64 246 246 5,161 Gas/Service Station Retail 944 12 fuel pos. 62 62 83 83 2,064 Hair Salon Retail 918 7,200 s.f. 7 2 2 9 104 Animal HospitalNet Clinic Medical 640 7,200 s.f. 18 9 10 15 155 Drive-in Bank Retail 912 2 windows 10 7 27 28 250 Fast Food - w/Drive Thru Retail 934 2,330 s.f. 53 51 40 37 1,089 Tire Store Retail 848 10,638 s.f. 18 10 17 23 295 Automated Car Wash Retail 948 1 tunnel 5 5 39 39 775 Oil Change Shop Retail 941 3 positions 6 3 8 6 120 Coffee/Donut Shop - w/Drive Thru Retail 937 2,550 s.f. 112 107�68�5� 50 1,361 Fast Food - w/Drive Thru Retail 934 9,500 s.f. 216 208 151 4,441 Totals - Gross 599 ,126 27 1,371686 15,815 Shared Trips 120 225105 137 274137 3,163 Pass -By Trips 223 1 445 223 244 489 244 6,634 Totals - Net 257456199 304608305 6,018 Per the data and methodologies in Trip Generation, I I' Edition and Trip Generation Handbook, 3'd Edition, published by ITE. Shared trips were calculated using the Trip Generation Handbook and assumed to by 20% for retail uses. Pass -by trips were based on TTE's pass -by data and rate tables. B. Trip Distribution and Assignment The distribution of site -generated traffic from and to the adjacent street system was based on existing volume patterns and anticipated travel patterns for patrons of the development. Figure 7, Trip Assignment depicts the distribution of the estimated site -generated traffic entering and exiting the study area roadway network. C. Build Traffic Volumes When combined, the site -generated traffic volumes and No -Build scenario traffic volumes result in the Build scenario traffic volumes, shown on Figures 8 and 9 for the 2027 and 2045 analysis years, respectively. 3 Trip Generation Handbook, Institute of Transportation Engineers (ITE), 3 d Edition Big River 445 Development Page 9 September 5th, 2023 N LL t 25 (34) r N 4-20 (30) I-' 1 4 r 31 (43) Chelsea Rd (0) 0 4 t f (30) 26 o r n (0) 0 -- r a a L N 21 (24) +) 4 +-49 {70�,el a (37) 32 J (70) 60—+ M t 106 (122) M � v CJI +-36 (51) 1 4 r 0 (0) Chelsea Rd (43) 38 J I I r* 0 (75) 63-+ 0 0o o (0) 0 LEGEND ♦) Traffic Movement xxx (xxx) Peak Hr Volumes: AM (PM) aTraffic Signal Control 0 Roundabout Control Side -Street Ston Control A 0 o t-86 (98) Y t-► +-133 (159) Chelsea (15) 12 1 (191)149-+ c M M LL t 26 (3 0) ty ty +-0 /(0) I I r 0 10) School (6) 5 J 41 1 10) f r N 0 � (0) 0 7� , a LL 0 (0) M t-152 (172) +J L.1,.+-192(220)_ (37) 32 1 r96 (110) (286) 219-+ I-94saWs 0 o t-86 (98) Y t-► +-133 (159) Chelsea (15) 12 1 (191)149-+ c M M LL t 26 (3 0) ty ty +-0 /(0) I I r 0 10) School (6) 5 J 41 1 10) f r N 0 � (0) 0 7� , a LL 0 (0) M ~0(0) O N 6 +f 4 r96 (110) I-94saWs (0) 0 J {., ♦ I I (+ (0) 0—+ (0) 0- 0 (0) LO I1M +-96 (110) 4 T L T 0 (0).,= ,-. (I 77) 138 s r r' (110)84-+ M 0 ((107) 79 -} o v a L 3 (3) v V H 0 (0) N � O + 1 4 r 0 (OW) .d.. (0) 0 1 +1 T f 6 i0 O (0) 0—+ u7 a (0) 0--,-4, Figure 7 - Trip Assignment �a ti N Big River 445 Development Page 10 September 5", 2023 e m ri M L 106{122} 205 {263} 4 10 {4} Chelsea Rd {43} 38 + I r* {361}177 M ry •� O O r {4} 10 N r r � LL t49 {110} r +-120{249} 4J l 4 r 61 {73} helsea Rd {111} 48 J 4) I {218} 122-+ O IG r {46} 88 � a LO o v 6 v � N a t 21 {24} 4' 4 +- 221 {293} Chel zt {37} 32 (359)184-+ LEGEND ♦) 1 r► Traffic Movement xxx {xxx} Peak Hr Volumes: AM (PM) aTraffic Signal Control 0 Roundabout Control Side -Street Ston Control ti M r N t 152 (17 2) 4) 4 4- 404 {443} Chelsea Rd {37} 32 1 (599)355-+ 4 I r �® 7� 47 r 0 o t-86 {98} 4 4 +-345(382) f'h.1,a Rrl {15} 12 1 (504)286-+ so {77} 29 J w c , , o M a LL t183 {362} N+-144{242} r +-62 {150} LO iii Q1 a 1� 4),r-179 I ((149)94-+ 7 {5}�� r r T I000 v N -7� a a {77} 29 J I o M a LL +t92 (262) M r +-62 {150} LO iii Q1 a 1� 4),r-179 r {231} 1-94WB {77} 29 J I r* (39)14-+ t 54 {117} N r {146} 72 LO iii Q1 a 1� 1 r+ r {172} 141 � r r T r V L 50 {46} M ti r +-0 {0} 1 4 r 23 {20} Mead— {20} 18 1 4) T (1) 0-+ M ~ a {12} 8 SO Figure 8 - 2027 Build Traffic Volumes Big River 445 Development Page 11 September 5", 2023 r r o= V v LLL t 54 {117} cQ1.i T r +-103 {115} 4 34 {35} 94 E6 1 r+ {302} 177 1 {172} 141 � r r T {233} 120 -} v r V L 50 {46} M ti r +-0 {0} 1 4 r 23 {20} Mead— {20} 18 1 4) T (1) 0-+ M ~ a {12} 8 SO Figure 8 - 2027 Build Traffic Volumes Big River 445 Development Page 11 September 5", 2023 L 106(12Ch2 e} + 805} r12 {5} l sea Rd (43) 38 + r* (417) 199 N (5) 12 V r� o, v � N t 21 (24) +J 4 264(336) Chelse (37) 32 J (416)208-4 LEGEND ♦) 1 r► Traffic Movement xxx {xxx} Peak Hr Volumes: AM (PM) aTraffic Signal Control 0 Roundabout Control Side -Street Ston Control ti M r N t 152 (172) +) 4 +-439(486) Chelsea Rd X37} 32 1 (659) 378-+ t-86 (98) Y 4 +-381 (424) Chelsea {15} 12 1 (564)308-+ 4) v t 54 (124) T T T +-139(292) Go V (41) I-94 E61 4 1 L+ r Chelsea (133) 57 4) I (254} 141 m T rn (53) 93 a r� L CO v L 106(12Ch2 e} + 805} r12 {5} l sea Rd (43) 38 + r* (417) 199 N (5) 12 V r� o, v � N t 21 (24) +J 4 264(336) Chelse (37) 32 J (416)208-4 LEGEND ♦) 1 r► Traffic Movement xxx {xxx} Peak Hr Volumes: AM (PM) aTraffic Signal Control 0 Roundabout Control Side -Street Ston Control ti M r N t 152 (172) +) 4 +-439(486) Chelsea Rd X37} 32 1 (659) 378-+ t-86 (98) Y 4 +-381 (424) Chelsea {15} 12 1 (564)308-+ = 0 o 4) N L�t110{314} t 65 {139} T LO LO o +-75(179) Go V (41) I-94 E61 +f 4 r 193254) ► (92) 35 J {., ♦-saws r* (2-57) 128 I I X46} 16 -♦ T (174)86-- 0000 r = 0 o 4) f0 O f0 M LL v v v t 65 {139} - M nai +-105(116) 4)38 (41) I-94 E61 T (325) 181 (184)152-+ r N N (2-57) 128 4 1 r* (1) 0—+ 5 a s.' A � ~ t 214 {427} N r 158 (287} T T T 4' 1 L+ r 9 {6} {166}188 J 4) 1 r* Q7 r i0 L 60 (53) r +-0 {0} (176) 105-+ +j 1 L+ r 27 X24} Meadow Oak {24} 21 1 4 1 r* (1) 0—+ rn m rn {49} 50 - a T Figure 6 Q7 r i0 L 60 (53) r +-0 {0} +j 1 L+ r 27 X24} Meadow Oak {24} 21 1 4 1 r* (1) 0—+ rn m rn (15)10— 15)10— Figure 9 - 2045 Build Traffic Volumes Big River 445 Development Page 12 September 5", 2023 V. Operational Analysis A. Intersection Operational Description The operating conditions of transportation facilities, such as roadways, traffic signals, roundabouts and stop -controlled intersections, are evaluated based on the relationship of the theoretical capacity of a facility to the actual traffic volume on that facility. Various factors affect capacity including travel speed, roadway geometry, grade, number of travel lanes, and intersection control. The current standards for evaluating capacity and operating conditions are contained in Highway Capacity Manual'. The procedures describe operating conditions in terms of driver delay represented as a Level of Service (LOS). Operations are given letter designations with "A" representing the best operating conditions and "F" representing the worst. Generally, Level of Service "D" represents the threshold for acceptable overall intersection operating conditions during a peak hour. The following chart summarizes the level of service and delay criteria for signalized and unsignalized intersections. For side street stop -controlled intersections special emphasis is given to providing an estimate for the level of service of the minor approaches. Traffic operations at an unsignalized intersection with side street stop -control can be described two ways. First, consideration is given to the overall intersection level of service. This takes into account the total number of vehicles entering the intersection and the capability of the intersection to support these volumes. Second, it is important to consider the delay on the minor approaches, since the mainline does not have to stop. It is common for intersections with higher mainline traffic volumes to experience increased levels of delay and poor level of service on the side streets. For example, the acceptable threshold for a high-priority/high-volume mainline movement might be "C," while LOS "F" on a low-priority/low-volume side -street movement might be appropriate. I Highway CapacityManual (HCM), Transportation Research Board, 6th Edition Big River 445 Development Page 13 September 5th, 2023 Detay (sec) Unsignalixed/ Level of Service Description Signalized Roundabout A - - - - - - - - - - - - - - - -- Primarily free-flow operation. --10 0 10 `COW 8 ----------------- i� Reasonably unimpeded operation. --10-20 X10 -i5 =■' Stable operation. The ability to maneuver is C ----------------- -� y I more restricted than LOS B. X20-35 :15-2.5 �� !_� Less stable operation. Small increases inflow D -------- - --- -- may cause large increases in delay and reduced X35-55 X25-35 l31 1a. speeds, CC 00 2" ';" Unstable operation. Low speeds and T _ >55 -80 >35-50 *=f; i, ! considerable delay. ■' #`■ ' 1_=■ `0_ i 3CR Congested operation. High delay and extensive ----- ir_I +p : JX, L4', queuing. SSD a50 For side street stop -controlled intersections special emphasis is given to providing an estimate for the level of service of the minor approaches. Traffic operations at an unsignalized intersection with side street stop -control can be described two ways. First, consideration is given to the overall intersection level of service. This takes into account the total number of vehicles entering the intersection and the capability of the intersection to support these volumes. Second, it is important to consider the delay on the minor approaches, since the mainline does not have to stop. It is common for intersections with higher mainline traffic volumes to experience increased levels of delay and poor level of service on the side streets. For example, the acceptable threshold for a high-priority/high-volume mainline movement might be "C," while LOS "F" on a low-priority/low-volume side -street movement might be appropriate. I Highway CapacityManual (HCM), Transportation Research Board, 6th Edition Big River 445 Development Page 13 September 5th, 2023 A final fundamental component of operational analyses is a study of vehicular queuing, or the line of vehicles waiting to pass through an intersection. An intersection can operate with an acceptable Level of Service, but if queues from the intersection extend back to block entrances to turn lanes or accesses to adjacent land uses, unsafe operating conditions could result. In this report, the industry design standard 95th percentile queue length is used. The 95" percentile queue length refers to the length of vehicle queue that has only a five -percent probability of occurring during an analysis hour. This study has utilized the current industry Synchro/SimTraffic software package (1 I' Edition) to analyze the 2027 and 2045 No -Build and Build conditions for both the AM and PM peak hours. It is noted, the reported results are from the aggregate of 10 SimTraffic simulations which use a random number generator to seed the network with vehicles. These results reflect dynamic conditions and are more accurate than the results of the static analysis reported by Synchro. Due to the random number generator results can sometimes show slightly better operations on minor movements when the intersections are operating well and have increased traffic volumes. This can be seen when delays and queues noted for minor movements in the Build Scenario are slightly less than the No -Build Scenario. B. Results of Analysis - 2027 Conditions This section contains the results of the intersection operational analyses and provides recommendations, as necessary to mitigate the impacts. Table 4 summarize the results of the operational analyses for the 2027 No Build and Build scenarios. Proposed access intersections are shaded gray. Table 4.2027 Operations Level of Service reported from an average delay from 10 SimTraffic simulations for overall intersection and worst movement. 951h percentile queues are a result from an average of 10 SimTraffic simulations and the longest queue per intersection is reported. Big River 445 Development Page 14 September 5th, 2023 Measure of Effectiveness (Delay in Sec and Queue in Ft) Criteria 1 2027 No -Build 2027 Build Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Fenning Ave & 1-94 WB Overall LOS & Delay A 10.0 B 13.8 B 10.9 B 15.3 Ramps/7th St Worst Movement LOS& Delay C 30.4 (WBL) C 31.7 (NBL) C 31.1 (NBL) C 29.1(WBL) (Signal) 95th Percentile Queue SBT-90' WBT-117' WBL-109' WBL-134' Fenning Ave & 1-94 EB Overall LOS & Delay B 12.3 B 12.9 B 16.1 B 17.5 Ramps/Chelsea Rd Worst Movement LOS& Delay C 32.1 (EBT) C 33.6 (NBL) C 30.9 (WBT) D 35.7 (NBL) 95th Percentile Queue SBL - 97' EBL - 115' EBL -137' EBL - 203' (Signal) Fenning Ave & Meadow Oak Ave (Roundabout) Overall LOS & Delay A 4.8 A 5.6 A 5.1 A 6.0 Worst Movement LOS & Delay A 5.4 (SBT) A 6.4 (SBT) A 5.9 (SBT) A 7 (SBT) 95th Percentile Queue WBLTR - 37' NBLT - 46' WBLTR - 38' NBLT - 48' Fenning Ave & School Blvd (Roundabout) Overall LOS & Delay A 4.8 A 6.7 A 5.0 A 7.0 B 10.2 (WBT) Worst Movement LOS& Delay A 7.3 (WBT) B 10.3 (WBT) NBLTR - 61' WBLTR - 114' A 7.7 (WBT) EBLTR - 62' 95th Percentile Queue SBLT - 121' Fallon Ave &Chelsea Rd (Roundabout) Overall LOS & Delay A 4.3 A 6.0 A 4.6 A 7.0 Worst Movement LOS & Delay A 6.5 (EBT) A 8.2 (WBT) A 6.9 (EBT) A 9.6 (WBT) 95th Percentile Queue SBLTR - 58' JSBLTR - 80' SBLTR - 63' WBLTR - 102' Chelsea Rd & Access 1 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue NA A 3.1 B 14.3 (SBL) SBL -74' A 4.8 D 35 (SBL) 1SBL - 121' Chelsea Rd &Access 2 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 2.4 B 10.3 (SBL) SBL - 80' A 3.5 C 19.4 (SBL) SBL - 111' Chelsea Rd & Access 3 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 2.6 A 8.6 (SBL) SBL - 68' A 3.6 B 14.9 (SBL) SBL -97' Chelsea Rd &Access 4 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 1.3 A 6.6 (SBL) SBL - 49' A 1.7 A 9 (SBL) SBL - 53' Level of Service reported from an average delay from 10 SimTraffic simulations for overall intersection and worst movement. 951h percentile queues are a result from an average of 10 SimTraffic simulations and the longest queue per intersection is reported. Big River 445 Development Page 14 September 5th, 2023 The results shown in Table 4 indicate the following for 2027 No -Build and Build conditions: • 2027 No -Build - Delay, LOS and queueing are all acceptable on an overall intersection and individual movement basis without the proposed project. Roadway and intersection improvements are not needed to accommodate the growth in background traffic. • 2027 Build - Delay, LOS and queueing are all acceptable on an overall intersection and individual movement basis with the proposed project. No operational issues are expected at the proposed access points. Roadway and intersection mitigation measures are not needed to accommodate site -generated traffic. It is recommended that MnDOT update the signal timings for the I-94 ramp intersections with Fenning Ave (CSAH 18) due to increased traffic from the Proposed Project. C. Results of Analysis - 2045 Conditions The long-range planning horizon year is 2045 and a 1% annual growth rate was assumed, as mentioned in the No -Build section. The results of the analysis of the 2045 No -Build and Build traffic conditions are summarized in Table 5. Proposed access intersections are shaded gray. It is noted that traffic signal timings were optimized using Synchro for the 2045 conditions. Table 5. 2045 Operations Level of Service reported from an average delay from 10 SimTraffic simulations for overall intersection and worst movement. 95"' percentile queues are a result from an average of 10 SimTraffic simulations and the longest queue per intersection is reported. Big River 445 Development Page 15 September 5th, 2023 Measure of Effectiveness (Delay in Sec and Queue in Ft) Criteria 2045 No -Build 2045 Build Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Fenning Ave & 1-94 WB Overall LOS & Delay B 10.8 B 15.1 B 11.9 B 16.7 Ramps/7th St Worst Movement LOS & Delay C 32.7 (NBL) C 32.1 (NBL) C 29.4 (WBL) C 29.3 (WBL) (Signal) 95th Percentile Queue SBT - 106' SBT - 134' WBL - 124' WBT - 144' Fenning Ave & 1-94 EB Overall LOS & Delay B 13.0 B 14.1 B 16.7 B 19.2 Worst Movement LOS & Delay D 38.6 (NBL) D 38.6 (WBT) C 32.2 (WBT) D 36.8 (NBL) Ramps/Chelsea Rd (Signal) 95th Percentile Queue SBL - 100' EBL - 135' NBL - 154' EBL - 224' Fenning Ave & Meadow Oak Ave (Roundabout) Overall LOS & Delay A 5.0 A 5.9 A 5.2 A 6.5 A 7.6 (SBT) NBLT - 56' Worst Movement LOS & Delay A 5.6 (SBT) A 6.8 (SBT) A 6 (SBT) 95th Percentile Queue WBLTR - 45' NBLT - 50' WBLTR - 46' Fenning Ave & School Blvd (Roundabout) Overall LOS & Delay A 5.2 A 7.8 A 5.5 A 10.1 Worst Movement LOS & Delay A 8.1 (WBT) B 11.8 (WBT) A 8.3 (WBT) C 15.3 (WBT) 95th Percentile Queue WBLTR - 69' WBLTR - 150' EBLTR - 68' WBLTR - 248' Fallon Ave & Chelsea Rd (Roundabout) Overall LOS & Delay A 4.7 A 7.3 A 5.1 A 8.5 Worst Movement LOS & Delay A 7.1 (EBT) A 9.9 (WBT) SBLTR - 61' SBLTR - 107' A 7.4 (EBT) SBLTR - 76' B 11.9 (WBT) 95th Percentile Queue WBLTR - 139' Chelsea Rd & Access 1 (Side Street Stop Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue NA A 3.3 C 15.8 (SBL) SBL - 76' A 7.0 F 60.7 (SBL) SBL -175' Chelsea Rd & Access 2 (Side -Street Stop -Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 2.5 B 11.7 (SBL) SBL - 78' A 4.9 D 26.8 (SBL) SBL -138' Chelsea Rd &Access 3 (Side -Street Stop -Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 2.7 A 9.8 (SBL) SBL - 73' A 3.9 C 17.4 (SBL) SBL - 96' Chelsea Rd & Access 4 (Side -Street Stop -Controlled) Overall LOS & Delay Worst Movement LOS & Delay 95th Percentile Queue A 1.4 A 6.8 (SBL) - SBL -51' A 1.7 B 10.2 (SBL) SBL -55' Level of Service reported from an average delay from 10 SimTraffic simulations for overall intersection and worst movement. 95"' percentile queues are a result from an average of 10 SimTraffic simulations and the longest queue per intersection is reported. Big River 445 Development Page 15 September 5th, 2023 The results shown in Table 5 indicate the following for 2045 No -Build and Build conditions: • 2045 No -Build — All intersections experience adequate delay, LOS and queueing on an overall intersection and individual movement basis without the proposed project. Roadway and intersection improvements are not needed to accommodate the growth in background traffic. It is recommended that MnDOT update the signal timings for the 1-94 ramp intersections with Fenning Ave (CSAH 18) due to increased background traffic. • 2045 Build — All intersections experience adequate delay, LOS and queueing on an overall intersection and individual movement basis with full build out of the proposed project. It is noted that southbound left turn movement at Access 1 experiences longer delay as vehicles wait for appropriate gaps to enter Chelsea Rd. Review of the 95' percentile queue indicates no queue issues as the length is accommodated by the proposed geometry. These types of side -street operations are not uncommon on high volumes roadways. Additionally, there are three other egress points for vehicles to use to exit the site. D. Assessment of Additional Development — West Side of the Site There are development possibilities for other parcels north of Chelsea Rd and west of the Proposed Project. High level analysis indicates increased development, in addition to the Proposed Project, could result the need for additional capacity at the Fenning Ave (CSAH 18)/Chelsea Rd signalized intersection. In particular dual eastbound to northbound left turn lanes could be needed which would require geometric and equipment revisions at the traffic signal. Additionally, the capacity of Chelsea Rd might need to increase from a three -lane section to a four -lane section as it nears Fenning Ave (CSAH 18). It is recommended that traffic assessments are conducted as development of other parcels are considered. Big River 445 Development Page 16 September 5th, 2023 VI. Summary and Recommendations The preceding analysis has evaluated the potential traffic impacts of the approximately 20 -acre Big River 445 Development on the operations of the study area intersections in the City Monticello, Wright County, MN. Two design years were considered in this study, 2027 to provide a thorough assessment of full build traffic and 2045 to remain consistent with the long-range planning horizon. For both design years, No - Build and Build scenarios were analyzed and compared to assess the development's impact, and the area's future infrastructure needs. Full development of site is expected to result in approximately 12,679 vehicle trips using the proposed site access locations per average weekday. Peak hour trips generated by the full development are estimated at 901 trips (479 entering and 422 exiting) during the AM peak hour and 1,097 trips (548 entering and 549 exiting) during the PM peak hour. These are trips after internal shared trip reductions, but not pass -by reductions and reflect traffic using the site accesses. Access to the site proposed via four access driveways on Chelsea Rd W. Growth in background traffic at a rate of 1.0 percent per year is accounted for in the analysis, as well as school traffic from nearby schools. The following bullet points summarize roadway recommendations: • Year 2027 Conditions — Background (No -Build) and site generated traffic (Build) are adequately accommodated by the surrounding intersections and proposed accesses and geometric improvement measures are not needed. It is recommended that MnDOT update the signal timings for the I-94 ramp intersections with Fenning Ave (CSAH 18) due to increased traffic from the Proposed Project. • Year 2045 Conditions — Background (No -Build) and site generated traffic (Build) are adequately accommodated by the surrounding intersections and proposed access locations and geometric improvement measures are not needed. It is recommended that MnDOT update the signal timings for the I-94 ramp intersections with Fenning Ave (CSAH 18) due to increased background traffic and traffic from the Proposed Project. • Additional Development Considerations — There are development possibilities for other parcels north of Chelsea Rd and west of the Proposed Project. High level analysis indicates increased development, in addition to the full Proposed Project, could result the need for additional capacity at the Fenning Ave (CSAH 18)/Chelsea Rd signalized intersection. In particular dual eastbound to northbound left turn lanes could be needed which would require geometric and equipment revisions at the signal. Additionally, the capacity of Chelsea Rd might need to increase from a three -lane section to a four -lane section as it nears Fenning Ave (CSAH 18). It is recommended that traffic assessments are conducted as development of other parcels are considered. Big River 445 Development Page 17 September 5th, 2023 JNT Y 0'r � Z = IN � O dit -4y 7855 Wright County Highway Department 3600 Braddock Ave NE Buffalo, MN 55313 Phone: (763)682-7383 Email: HwyAdmin@co.wright.mn.us VIRGIL HAWKINS, P.E. Highway Engineer CHAD HAUSMANN, P.E. Highway Engineer SARA BUERMANN, P.E. Assistant Hwy. Engineer CODY SEDBROOK, P.E. Traffic Engineer NATE HELGESON Maintenance Superintendent BRIAN JANS Shop Maintenance Superintendent JEREMY CARLSON, P.L.S. Right -of -Way Agent PATSY WAYTASHEK Accounting Mgr. - Hwy. VACANT Construction Engineer NICK CARLSON Design Engineer January 23, 2024 Matt Leonard Monticello City Engineer 505 Walnut Street, Suite I Monticello MN 55362 RE: Preliminary Plat Review for Big River 445, CSAH 18 Plat No. 24.04 Dear Mr. Leonard, We have received the Application for preliminary Plat review for Big River 445 located along County State Aid Highway (CSAR) 18. Wright County may have additional comments prior to signing the plat and as the project progresses to the permitting and construction phase. 1) The proposed right of way is aggregable to county staff. 2) It is out understanding that no new access is proposed as part of this plat. 3) A Right of Way permit is required for any work within the CSAH 18 right of way. 4) No increase to the peak runoff to the CSAH 18 right of way should result from this development project. 5) The final plat will need a signature block for the County Highway Engineer. Please contact us at 763-682-7383 if you have any questions or need further clarification. Sincerely, Cody Sedbrook Cody Sedbrook, PE Traffic Engineer Digitally signed by Cody Sedbrook Date: 2024.01.23 12:48:27 -06'00' Cc: Chad Hausmann, Highway Engineer Sara Buermann, Assistant Highway Engineer Adam Backes, Permit Tech Ryan Melhouse, City of Monticello Engineering Randy Rauwerdink, Venture Pass Partners CCSurveyor Mail List An Equal Opportunity Employer-www.co.wright.mn.us/189/Highway MDEPARTMENT OF 1 TRANSPORTATION January 29, 2024 Ms. Angela Schumann Community Development Director City of Monticello RE: C.S. 8680 RP 194.804 (1 94) Big River 445 Plat Monticello, Minnesota Dear Ms. Schumann: District 3 - Planning 7694 Industrial Park Road Baxter, MN 56425 218/828-5700 or 1-800-657-3971 The Minnesota Department of Transportation (MnDOT) has reviewed the above -referenced site plan in compliance with the provisions of Minnesota Statutes 505.03, Plats and Surveys. MnDOT would like to offer the following comments/recommendations: 1. A review of the Big River 445 Plat was completed by MnDOT District 3 staff. 2. MnDOT District 3 permits staff have reviewed the plat and stormwater drainage report for the property and have no findings requiring permits or further review. 3. There shall be no other encroachments onto, or work done in the 194 right of way without a permit and no net increase in storm water runoff to 194 right of way from the property. Contact Keith Peterson, District 3B Permits, keith.peterson@state.mn.us right of way work questions and permit information. If you have any further questions or comments, please call me at 320/223-6526. Sincerely, Digitally signed by Thomas Thomas Cruikshank Cruikshank Date: 2024.01.29 12:00:50 -06'00' Tom Cruikshank Principal Planner ecc: MnDOT District 3 Development Review Committee An equal opportunity employer -1"AN-CONTOUR '�Ar— CIVIL DESIGN STORMWATER MANAGEMENT REPORT PROJECT NAME Big River 445 Chelsea Road & Fenning Avenue Monticello, Minnesota C91Ti►I I I =1:7 Division 25, LLC 7601 France Avenue S., Suite 525 Edina, MN 55435 REVISIONS Issue Date: 1/8/2024 CONTOUR Civil Design LLC 8195 Vernon Street I Rockford MN 1 55373 612.730.2265 TABLE OF CONTENTS 1.0 INTRODUCTION...............................................................................................................1 1.1 Existing Conditions....................................................................................................1 1.2 Proposed Conditions.................................................................................................1 1.3 Soil Information..........................................................................................................2 1.4 Curve Numbers.........................................................................................................2 1.5 Time of Concentration...............................................................................................2 2.0 STORMWATER ANALYSIS..............................................................................................3 2.1 Peak Elevations.........................................................................................................3 2.2 Rate Control..............................................................................................................3 2.3 Volume Reduction and Water Quality Analysis..........................................................4 2.4 Storm Sewer Design..................................................................................................4 2.5 Conclusion.................................................................................................................4 3.0 CERTIFICATION...............................................................................................................5 FIGURES Figure 1 Site Location Map Figure 2 Existing Conditions Drainage Map Figure 3 Proposed Conditions Drainage Map Figure 4 Proposed Storm Sewer Drainage Map APPENDICES Appendix A Existing Conditions HydroCAD Model Appendix B Proposed Conditions HydroCAD Model Appendix C Storm Sewer Design Spreadsheet Appendix D Soil Information CONTOUR Civil Design LLC 1.0 INTRODUCTION This report provides a basic analysis of the proposed stormwater management system for multi lot commercial development in Inver Grove Heights, Minnesota. The analysis was completed to ensure compliance with the stormwater requirements of the MPCA Construction Stormwater General Permit and the City of Monticello. Included in this document is a rate control analysis, peak flood elevations for selected storm events, and a water quality treatment analysis. See Figure 1 for a site location map. 1.1 Existing Conditions The site is located northwest of the intersection of Chelsea Road W. and Fenning Avenue in Monticello, Wright County, Minnesota. The site is bounded on the north by Interstate 94, on the east by Fenning Avenue, on the south by Chelsea Avenue W, and on the west by agricultural land. The site is currently undeveloped and used for agricultural purposes. The project boundary consists of 10.00 acres. There is approximately 0.026 acres of impervious surface within the project boundary, which consists of the bituminous trail along Chelsea Road. Stormwater from the eastern portion of the site generally drains east to a catch basin located northwest of Chelsea Road and Fenning Avenue. Stormwater from the western portion of the site either drains north to the Interstate 94 right of way ditch or south to Chelsea Road. Based on conversations with the City of Monticello, Chelsea Road has trunk storm sewer designed to receive stormwater from the site in a fully developed condition. There are several storm sewer stubs to the site for this purpose. See Figure 2 for an existing conditions drainage map. All stormwater from the site ultimately drains to regional ponds located east of Fenning Avenue. The Mississippi River is located approximately 2,500 feet north of the site and is listed as an impaired water. 1.2 Proposed Conditions Division 25 plans on developing the site into eight commercial lots. Each lot will have a building with parking and drive areas. A private street will be constructed to access the lots. Phase 1 of the project will consist of constructing the private street through the site and full buildout of Lots 1 and 2. For the purposes of this analysis, it is assumed that the overall project will be 75 percent impervious. Based on the 10.00 acres project size, the anticipated total impervious area for the project is 7.500 acres. During construction of the entire project, approximately 10.0 acres will be disturbed. Storm sewer will be used to collect stormwater from the site. The storm sewer will be routed to two infiltration basins that have been sized to provide volume control for 1.1 inches of runoff from the proposed impervious surfaces. The infiltration basins will discharge to the trunk storm sewer located in Chelsea Road. Based on conversations with the City of Monticello, rate control is provided for the site in a fully developed condition in the regional ponds located east of Fenning Avenue. See Figure 3 for a proposed conditions drainage map. CONTOUR Civil Design LLC 1.3 Soil Information In July of 2023, Chosen Valley Testing drilled 14 soil borings within the site. The borings generally show about 12 to 24 inches of topsoil underlain by poorly graded sand. These soils fall within the Hydrologic Soil Group "A". Groundwater was not observed in any of the borings. See Appendix D for soils information. 1.4 Curve Numbers Curve Numbers (CN) were selected based on the Soil Conservation Service (SCS) Technical Release 55 and RCWD requirements. Cover types for the existing condition is row crops. Cover types for the proposed conditions are impervious and grass. The following CNs based on HSG "A" were used in the drainage analysis: Impervious: 98 Grass (compacted soils): 50 Row Crops (existing): 64 1.5 Time of Concentration For existing and proposed conditions, the times of concentration were calculated using a combination of sheet flow and shallow concentrated flow. These methods require the length, slope of the water course and the water course characteristics for calculating the time of concentration, which were measured from the proposed topography. A minimum time of concentration of 6 minutes was used for the analysis. See HydroCAD models for times of concentration. CONTOUR Civil Design LLC 2.0 STORMWATER ANALYSIS The stormwater analysis was completed using HydroCAD software, based on the SCS methodologies with MSE 3 Atlas 14 storms. Peak elevations and runoff rates were modeled for the 2 -year (2.84"), 10 -year (4.22") and 100 -year (6.89") 24-hour storms. See Appendix A and B for HydroCAD models. 2.1 Peak Elevations The table below lists high water levels for the proposed underground CMP infiltration system. Table 1 High Water Levels Basin Invert Outlet 2y HWL 10y HWL 100y HWL Basin 10P 949.6 952.8 953.0 953.6 954.9 Basin 20P 950.5 953.7 954.4 955.2 956.7 2.2 Rate Control Stormwater from the site either drains north to Interstate 94 right of way ditch or southeast to trunk storm sewer located in Chelsea Road. The rates listed below to not take into account the regional pond constructed by the City to provide rate control for the site in a fully developed condition. The rates listed below are for reference only. See Tables 2 - 4. Table 2 Runoff Comparison to North to Interstate 94 Condition 2y Event 10y Event 100y Event cfs) (cfs) (cfs Existing 1.3 4.6 13.4 Proposed 0 0 0 Table 3 Runoff Comparison to Southeast to Chelsea Road Trunk Storm Sewer Condition 2y Event 10y Event 100y Event cfs) (cfs) (cfs Existing 1.0 4.1 12.3 Proposed 4.3 20.6 30.8 Table 3 Runoff Comparison in Aggregate Condition 2y Event 10y Event 100y Event cfs) (cfs) (cfs Existing 2.3 8.7 25.7 Proposed 4.3 20.6 30.8 CONTOUR Civil Design LLC Runoff to the north to Interstate 94 will be decreased as a result of the project. As expected, proposed runoff to the trunk storm sewer in Chelsea Road will be greater than existing, however rate control is provided in the downstream regional ponds designed and constructed by the City of Monticello. 2.3 Volume Reduction and Water Quality Analysis The MPCA construction stormwater permit requires sites to provide a water quality volume of one inch times the new impervious surface area. The City of Monticello requires sites to provide a water quality volume of 1.1 inches times the new impervious surface area. The total new impervious surface area for the site based on 75 percent imperviousness is 7.500 acres. Based on the more stringent 1.1 inch water quality requirement, the required water quality volume is 0.688 acre feet. Where site conditions allow, the water quality volume shall be infiltrated onsite. Onsite soils consist of poorly graded sand, which are conducive for infiltration with an expected infiltration rate of 0.8 inches per hour. The project proposed two infiltration basins to provide the water quality volume abstraction. Both basin are designed to have a depth between the bottom of the basin and the outlet of 3.2 feet, which will provide basin drawdown within 48 hours based on the assumed infiltration rate of 0.8 inches per hour. Pretreatment for both basins will be provided by sump storm sewer structures. Basin 10P provides 0.531 acre feet of water quality volume abstraction and Basin 20P provides 0.274 acre feet of water quality volume abstraction. The combined water quality volume abstraction for the two basins is 0.805 acre feet. The two basins provide an excess water quality volume abstraction of 0.117 acre feet based on the 0.713 acre feet requirement. 2.4 Storm Sewer Design All storm sewers were designed to accommodate a 10 -year storm event at a minimum. The rational method was used to determine anticipated flows to each inlet and the pipes were sized using those flows along with Manning's equation. The basin outlets were design using HydroCAD based on the 100 -year event. See Appendix C for storm sewer design spreadsheet. 2.5 Conclusion per The drainage analysis and stormwater modeling show that the proposed site will meet the volume reduction/water quality requirements of the City of Monticello and the MPCA. Rate control is provided by the regional stormwater pond designed and constructed by the City of Monticello. All storm sewers have been designed to accommodate, at a minimum, a 10 -year storm event. CONTOUR Civil Design LLC 3.0 CERTIFICATION 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. This Stormwater Management Plan was prepared by: 7—, Joseph T. Radach, PE License No: 45889 1/8/24 Date CONTOUR Civil Design LLC 5 FIGURES ISsi f.. ..- rf, O v, W6T JST O Q� SS/Pp/G H4R,i-� = a d ?j�✓� R o � U RO J� i :� DUf�DdS RD Ie >�' o 0 5Y L BLVD) p141 �. � - r pRMSTEA�OR AK�E3 0 -� os i SFARL%NFs 0 a uu 3 o ��Cfem1 1J 9i�STN� � ri1 _ _ N,ST IM, 7 N3 Q - SITE LOCATION 0 500 1000 2000 < SCALE IN FEET > SOURCE: USGS MONTICELLO 7.5 MIN. QUADRANGLE PROJECT BIG RIVER 445 SHEETID FIGURE 1 CONTOUR MONTICELLO, MINNESOTA SITE LOCATION MAP CIVIL DESIGN a o � h rn x 9 8. 0 40 80 160 �y8 5 < SCALE IN FEET > ■ LEGEND ■oommommo■ CATCHMENT LINE 1S CATCHMENT 1 P COLLECTION POINT L gyg?x gyg rn x °fC6 cc; o Ln Ln N h p ry rn b 3 "I h hq�. 9• 8• rn hcp ax �. x LA �hro x ahw x x o6 � 06 ol o L h� a x 958.6 N C a 0 a E ti 0, gyg 1 959 1 x gyg 1 x gyg 1 x gyg? gyg � x 958 6 958 9 x gyg , x979? x gyg 2 t.x O 96� xgyg 9 x 979 9 979 6 979 6 I \ x9....u9Fi0 �...y96�6 x96ga �960� 3S ♦♦ o ^ p m b O v,(O � rn O .» —.» x —9540 yP—. ----- �-ur ;�� 9 5$. -_ —7 ------------------ Ax x 5 59.zS54�lx °» 958-9�,. » .» "» 959.3 x Y x --r--.--r-----r----r-----r---�-r----------I- r �---I-----I-----I-----I-----I---'-I----- ��;-9,09 x 979 6 x 979 d x 979 3 x 979 R 0 x9511- / 9581 x 979 I x979 3 x958 9 X,;79:, x gyg 2 x978 6 .ZM2; - 0 1, 1 n \ m T 10 • `\\ \\ 1 E aa`a \ \ i ss�\ \ 1 aaaa \\ \ II\ gyg '\6 .o \ \ \ \� `\ s \ \ y6 g gyb yx x � 19\ S55 .S \ D, fl x97631 gyy1��k� ,,.0x\$\��� \\ \ \\ \ `flim, ,fl \\\ o':m\a9\ \ gyA 6 \ \ `� Lr)93954.6 CoCP �h^> `Q? m s 761 x9573 x95k3 /@ u\ cp x 953•�ma \\\ .9 � a E \ \� 956,/� 95_6.5 Pte! 10 9766 N ___--- x956.2 ■...ii...�...... asr.Yi .9 x 956.5 x 956.3 x -- - m =_3 Ery x D NOTES OWNER PROJECT SHEET ID DIVISION 25, LLC BIG RIVER 445 FIGURE 2 CONTOUR7601 FRANCE AVE. S., SUITE 525 MONTICELLO, MINNESOTA EXISTING CONDITIONS CIVIL DESIGN EDINA, MN 55435 DRAINAGE MAP \o of ♦♦`�N • b 3 "I h hq�. 9• 8• rn ` 5lf.6 x 957.9 ;x=--�il•.a i� — ------------------s—° �5i — --_ - - ------------------------------ ---------------- --- I :m'res.-1-----I-----I-----I-----I---�-IT----I-----I i .ZM2; - 0 1, 1 n \ m T 10 • `\\ \\ 1 E aa`a \ \ i ss�\ \ 1 aaaa \\ \ II\ gyg '\6 .o \ \ \ \� `\ s \ \ y6 g gyb yx x � 19\ S55 .S \ D, fl x97631 gyy1��k� ,,.0x\$\��� \\ \ \\ \ `flim, ,fl \\\ o':m\a9\ \ gyA 6 \ \ `� Lr)93954.6 CoCP �h^> `Q? m s 761 x9573 x95k3 /@ u\ cp x 953•�ma \\\ .9 � a E \ \� 956,/� 95_6.5 Pte! 10 9766 N ___--- x956.2 ■...ii...�...... asr.Yi .9 x 956.5 x 956.3 x -- - m =_3 Ery x D NOTES OWNER PROJECT SHEET ID DIVISION 25, LLC BIG RIVER 445 FIGURE 2 CONTOUR7601 FRANCE AVE. S., SUITE 525 MONTICELLO, MINNESOTA EXISTING CONDITIONS CIVIL DESIGN EDINA, MN 55435 DRAINAGE MAP i 0 40 80 160 < SCALE IN FEET > LOT 6 '9 '9 20S azsix cox mvl I INTERSTATE 94 \ I E°F --____------cs°-- --------------- ---------------- >----- - �i s ENCS --- 9s\� \ o E, \ \ \ \ ;g a BUILDIN IFUTURE sm \\\ ` \ �\,, \x\.$ \ T• \ \\ \ \\\ �L ■ FFE=±961.0 I BUILDING$\ \ \ \ D ■ 1 FFE=±960.0 \ \ \ \ P JTA F6 -FL \ \ \ a \ \\ \ \ LOT 7 L07 8 16 fp a a 10S I \ \\ \\ ■ I \ °\ T �- _/ aG 5�<s„;�.I ' °5� \+\���\ 06�- n.i _ I su. � 50° _ m T, _ �, — —--------------------- --- —4— — s --- ---- -- °� ----- -- .,---- --s -- --�— - - - - — — --- ��\ \ G \ _ °6 \ \ \ \\\ \ \ \ \ \ L ■■ ■ ° 5 a�a A A\VA A 7'S° s Iss_- I^ PROPOSED \\ ' BUILDING I e \ n �s FFE-958.0 a x \ s � x I e I � �X z ° s,.s 1 \ ° \ Cn \ p f, � LOT 4 � I � 1 s ! \\ "I C— LOT 5 L \ LOT 3 °na I-poFUTURE �f BUILDING cna al I FFE=_961.5 I 1 cna1p PROPOSED ~ our 1 FUTURE a BUILDINGoo°o °ao $ Il BUILDING FFE = 958.0 •� z °o I FI�URE FFE=_960.5 •5].5 - §!a n�BesmxmWo $o `\/a \ BUIL ING 1 1 Gs,e �_, FFE=±1.0 \� �� ■ ii �iii • ■ 5 .5 5 .,•r • ._ �,'! \if' \ 3S 170 Cpl 3S 5 \ — 9 • :” • G5. 55, ,°� 555 — ; — —m p F . h T'r ==n=a I mnl — -r-- ------ �----------�- ----- - --__� - _--___�----__-_ __ � � r 'sarerxcEe - n=e===>=__--__ .e • A = �-Ly-i—tiTl1r, "-`--=-L_;. - - -- - t --------------------------------------------_-- - - -<"_ ----E°F EEI CHELSEA ROAD W LEGEND ■■■■■■■■■■ CATCHMENT LINE / 1S CATCHMENT / 1 P COLLECTION POINT NOTES OWNER PROJECT SHEET ID DIVISION 25, LLC BIG RIVER 445 FIGURE 3 CONTOUR7601 FRANCE AVE. S., SUITE 525 MONTICELLO, MINNESOTA PROPOSED CONDITIONS CIVIL DESIGN EDINA, MN 55435 DRAINAGE MAP ............. T -1 :I / 0 40 80 160 < SCALE IN FEET > �L,F .I L 0 T 6 azs,x coxemucrior'i I I INTERSTATE 94 \ I EOF - a•x ,fie sso — — — m � 5""�-\•-• // � � I ------------cs°-- ------------------------------- SNT FENCE J 7t�� N ■ \ \ \ \ AAA ,s.sW°°s \./ +po �t 71�0�p ■ FUTURE 1h a „� ■ BUILDING IE FUTURE ` \•$ \ \ \\\ ,ago°a�, ■ FFE=±961.0 BUILDING ```\ $\ \a\ \ \ \ D 7�aa8 ■ FFE=±960.0 \ \ \\ 61 f1 I� LOT 7 LOT 8 v nnox eASLN 20P\ \ u \ a+ L AN . N rLLL . STUB 1 i 0 STUB 2 133 104—Es,---<---- 103.° 7 °°� ■ 1.102 P. 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FFE =±1.0 s °� E 5 \ ■ iii iSi ■G 5T3♦ ss �. >, @ v \ > s• \ •' '---- .—e��oma�.x ",.• Vi9 "z» .-. s °z °.--. _._."ay .-�iz--.--.--.--...».--.-.-.-•I�- .—.�..°s �:..I. ._I.—�.I-.a-.--_._E-s-.emI-------7---I--_�----.---.�--.-I--.- _�-_-_I-� -- •I------- ° ---I--------_1�t-d s + �-,3 I -----I- —I -----�- I --.-a- --I -�- _ %I �-a■--■I-a■�a■■-■I'— -- •��I �`ssall - — —� — ja1—566s ° 6,1331 132 sb -- — — — — — — — — — _ -------------- _ _-�--�_� "»--\ -_------- --------------- -- --A■ - — h -L.° _ �m- .x»��1 .— .°_-1"t» 0` .—° --�_-=_=�_—_9=° n i) �" _,�—=-- �.`•'$ �= \. �yne= '3y z0.0cv _»--- - xocc iI _ - I- — -----------_--- ----------------------------_-- - - _ __ __ _ � \ III __ \_= ��sss�-- -CHELSEA ROAD WENTRANCE ■■■■■■■■■■ CATCHMENT LINE / 101 STORM STRUCTURE / NOTES CONTOUR CIVIL DESIGN \ \ OWNER PROJECT SHEET ID DIVISION 25, LLC 7601 FRANCE AVE. S., SUITE 525 EDINA, MN 55435 BIG RIVER 445 MONTICELLO, MINNESOTA FIGURE 4 STORM SEWER DRAINAGE MAP APPENDIX A 2S to Interstate 94 1S 3S 1P low area X sum to Chelsea Subcat Reach on Link=HydroCAD, Routing Diagram for 23007_ ex red by Contour Civil Design LLC, Printed 1/5/2024 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Big River 445 - existing conditions 23007_ex Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 10.175 64 Row crops, SR + CR, Good, HSG A (1S, 2S, 3S) 10.175 64 TOTAL AREA Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 3 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Runoff Area=4.656 ac 0.00% Impervious Runoff Depth=0.40" Flow Length=650' Slope=0.0100 '/' Tc=25.4 min CN=64 Runoff=1.30 cfs 0.155 of Subcatchment 2S: to Interstate 94 Runoff Area=4.382 ac 0.00% Impervious Runoff Depth=0.40" Flow Length=470' Slope=0.0100 '/' Tc=22.1 min CN=64 Runoff=1.32 cfs 0.146 of Subcatchment 3S: Runoff Area=1.137 ac 0.00% Impervious Runoff Depth=0.40" Flow Length=100' Slope=0.0100 '/' Tc=15.2 min CN=64 Runoff=0.41 cfs 0.038 of Reach X: sum to Chelsea Inflow=0.96 cfs 0.111 of Outflow=0.96 cfs 0.111 of Pond 1P: low area Peak Elev=954.31' Storage=1,228 cf Inflow=1.30 cfs 0.155 of Discarded=0.12 cfs 0.083 of Primary=0.79 cfs 0.073 of Outflow=0.91 cfs 0.155 of Total Runoff Area = 10.175 ac Runoff Volume = 0.340 of Average Runoff Depth = 0.40" 100.00% Pervious= 10.175 ac 0.00% Impervious= 0.000 ac Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 1 S: Runoff = 1.30 cfs @ 12.45 hrs, Volume= 0.155 af, Depth= 0.40" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -year Rainfall=2.84" Area (ac) CN Description 4.656 64 Row crops, SR + CR, Good, HSG A 4.656 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.84" 10.2 550 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 25.4 650 Total Subcatchment 1S: Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ❑ Runoff Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 @2020 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 2S: to Interstate 94 Runoff = 1.32 cfs @ 12.40 hrs, Volume= 0.146 af, Depth= 0.40" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -year Rainfall=2.84" Area (ac) CN Description 4.382 64 Row crops, SR + CR, Good, HSG A 4.382 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.84" 6.9 370 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straiqht Rows Kv= 9.0 fps 22.1 470 Total Subcatchment 2S: to Interstate 94 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ❑ Runoff Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 6 Summary for Subcatchment 3S: Runoff = 0.41 cfs @ 12.29 hrs, Volume= 0.038 af, Depth= 0.40" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -year Rainfall=2.84" Area (ac) CN Description 1.137 64 Row crops, SR + CR, Good, HSG A 1.137 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.84" 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 N 0.26 0.24 a 0.22 LL 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 Subcatchment 3S: Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) � Runoff Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 7 Summary for Reach X: sum to Chelsea Inflow Area = 5.793 ac, 0.00% Impervious, Inflow Depth = 0.23" for 2 -year event Inflow = 0.96 cfs @ 12.68 hrs, Volume= 0.111 of Outflow = 0.96 cfs @ 12.68 hrs, Volume= 0.111 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs N V 3 0 LL fl 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Reach X: sum to Chelsea Hydrograph ❑ Inflow ❑ Outflow Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 8 Summary for Pond 1 P: low area Inflow Area = 4.656 ac, 0.00% Impervious, Inflow Depth = 0.40" for 2 -year event Inflow = 1.30 cfs @ 12.45 hrs, Volume= 0.155 of Outflow = 0.91 cfs @ 12.71 hrs, Volume= 0.155 af, Atten= 30%, Lag= 15.7 min Discarded = 0.12 cfs @ 12.71 hrs, Volume= 0.083 of Primary = 0.79 cfs @ 12.71 hrs, Volume= 0.073 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 954.31' @ 12.71 hrs Surf.Area= 6,472 sf Storage= 1,228 cf Plug -Flow detention time= 64.8 min calculated for 0.155 of (100% of inflow) Center -of -Mass det. time= 64.8 min ( 950.7 - 885.9 ) Volume Invert Avail.Storage Storage Description #1 953.80' 37,702 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 953.80 1 0 0 954.00 820 82 82 956.00 36,800 37,620 37,702 Device Routing Invert Outlet Devices #1 Primary 948.80' 18.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 948.80'/ 948.60' S= 0.0057 T Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 954.20' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 953.80' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.12 cfs @ 12.71 hrs HW=954.31' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.79 cfs @ 12.71 hrs HW=954.31' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.79 cfs of 18.57 cfs potential flow) L2=Orifice/Grate (Weir Controls 0.79 cfs @ 1.10 fps) Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD®10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 9 N V 3 0 LL Pond 1 P: low area Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) M Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Page 10 Stage -Area -Storage for Pond 1 P: low area Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 953.80 1 0 953.81 42 0 953.82 83 1 953.83 124 2 953.84 165 3 953.85 206 5 953.86 247 7 953.87 288 10 953.88 329 13 953.89 370 17 953.90 411 21 953.91 451 25 953.92 492 30 953.93 533 35 953.94 574 40 953.95 615 46 953.96 656 53 953.97 697 59 953.98 738 67 953.99 779 74 954.00 820 82 954.01 1,000 91 954.02 1,180 102 954.03 1,360 115 954.04 1,540 129 954.05 1,719 146 954.06 1,899 164 954.07 2,079 184 954.08 2,259 205 954.09 2,439 229 954.10 2,619 254 954.11 2,799 281 954.12 2,979 310 954.13 3,159 341 954.14 3,339 373 954.15 3,518 407 954.16 3,698 444 954.17 3,878 481 954.18 4,058 521 954.19 4,238 563 954.20 4,418 606 954.21 4,598 651 954.22 4,778 698 954.23 4,958 747 954.24 5,138 797 954.25 5,318 849 954.26 5,497 903 954.27 5,677 959 954.28 5,857 1,017 954.29 6,037 1,076 954.30 6,217 1,138 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.31 6,397 1,201 954.32 6,577 1,266 954.33 6,757 1,332 954.34 6,937 1,401 954.35 7,116 1,471 954.36 7,296 1,543 954.37 7,476 1,617 954.38 7,656 1,693 954.39 7,836 1,770 954.40 8,016 1,849 954.41 8,196 1,930 954.42 8,376 2,013 954.43 8,556 2,098 954.44 8,736 2,184 954.45 8,915 2,273 954.46 9,095 2,363 954.47 9,275 2,454 954.48 9,455 2,548 954.49 9,635 2,644 954.50 9,815 2,741 954.51 9,995 2,840 954.52 10,175 2,941 954.53 10,355 3,043 954.54 10,535 3,148 954.55 10,714 3,254 954.56 10,894 3,362 954.57 11,074 3,472 954.58 11,254 3,584 954.59 11,434 3,697 954.60 11,614 3,812 954.61 11,794 3,929 954.62 11,974 4,048 954.63 12,154 4,169 954.64 12,334 4,291 954.65 12,513 4,415 954.66 12,693 4,542 954.67 12,873 4,669 954.68 13,053 4,799 954.69 13,233 4,930 954.70 13,413 5,064 954.71 13,593 5,199 954.72 13,773 5,336 954.73 13,953 5,474 954.74 14,133 5,615 954.75 14,313 5,757 954.76 14,492 5,901 954.77 14,672 6,047 954.78 14,852 6,194 954.79 15,032 6,344 954.80 15,212 6,495 954.81 15,392 6,648 23007 ex Prepared by Contour Civil Design LLC HvdroCAD® 10.00-26 s/n 05858 © 2020 Hv Big River 445 - existing conditions MSE 24 -hr 3 2 -year Rainfall=2.84" roCAD Software Solutions LLC Stage -Area -Storage for Pond 1 P: low area (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.82 15,572 6,803 954.83 15,752 6,959 954.84 15,932 7,118 954.85 16,111 7,278 954.86 16,291 7,440 954.87 16,471 7,604 954.88 16,651 7,769 954.89 16,831 7,937 954.90 17,011 8,106 954.91 17,191 8,277 954.92 17,371 8,450 954.93 17,551 8,624 954.94 17,731 8,801 954.95 17,910 8,979 954.96 18,090 9,159 954.97 18,270 9,341 954.98 18,450 9,524 954.99 18,630 9,710 955.00 18,810 9,897 955.01 18,990 10,086 955.02 19,170 10,277 955.03 19,350 10,469 955.04 19,530 10,664 955.05 19,709 10,860 955.06 19,889 11,058 955.07 20,069 11,258 955.08 20,249 11,459 955.09 20,429 11,663 955.10 20,609 11,868 955.11 20,789 12,075 955.12 20,969 12,284 955.13 21,149 12,494 955.14 21,329 12,707 955.15 21,508 12,921 955.16 21,688 13,137 955.17 21,868 13,355 955.18 22,048 13,574 955.19 22,228 13,796 955.20 22,408 14,019 955.21 22,588 14,244 955.22 22,768 14,471 955.23 22,948 14,699 955.24 23,128 14,930 955.25 23,308 15,162 955.26 23,487 15,396 955.27 23,667 15,632 955.28 23,847 15,869 955.29 24,027 16,108 955.30 24,207 16,350 955.31 24,387 16,593 955.32 24,567 16,837 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.33 24,747 17,084 955.34 24,927 17,332 955.35 25,106 17,582 955.36 25,286 17,834 955.37 25,466 18,088 955.38 25,646 18,344 955.39 25,826 18,601 955.40 26,006 18,860 955.41 26,186 19,121 955.42 26,366 19,384 955.43 26,546 19,649 955.44 26,726 19,915 955.45 26,905 20,183 955.46 27,085 20,453 955.47 27,265 20,725 955.48 27,445 20,998 955.49 27,625 21,274 955.50 27,805 21,551 955.51 27,985 21,830 955.52 28,165 22,111 955.53 28,345 22,393 955.54 28,525 22,677 955.55 28,704 22,964 955.56 28,884 23,252 955.57 29,064 23,541 955.58 29,244 23,833 955.59 29,424 24,126 955.60 29,604 24,421 955.61 29,784 24,718 955.62 29,964 25,017 955.63 30,144 25,318 955.64 30,324 25,620 955.65 30,503 25,924 955.66 30,683 26,230 955.67 30,863 26,538 955.68 31,043 26,847 955.69 31,223 27,159 955.70 31,403 27,472 955.71 31,583 27,787 955.72 31,763 28,103 955.73 31,943 28,422 955.74 32,123 28,742 955.75 32,303 29,064 955.76 32,482 29,388 955.77 32,662 29,714 955.78 32,842 30,041 955.79 33,022 30,371 955.80 33,202 30,702 955.81 33,382 31,035 955.82 33,562 31,370 955.83 33,742 31,706 Printed 1/5/2024 Paae 11 Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 12 Stage -Area -Storage for Pond 1 P: low area (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.84 33,922 32,044 955.85 34,101 32,384 955.86 34,281 32,726 955.87 34,461 33,070 955.88 34,641 33,416 955.89 34,821 33,763 955.90 35,001 34,112 955.91 35,181 34,463 955.92 35,361 34,816 955.93 35,541 35,170 955.94 35,721 35,526 955.95 35,900 35,885 955.96 36,080 36,244 955.97 36,260 36,606 955.98 36,440 36,970 955.99 36,620 37,335 956.00 36,800 37,702 Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 13 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Runoff Area=4.656 ac 0.00% Impervious Runoff Depth=1.10" Flow Length=650' Slope=0.0100 '/' Tc=25.4 min CN=64 Runoff=4.55 cfs 0.426 of Subcatchment 2S: to Interstate 94 Runoff Area=4.382 ac 0.00% Impervious Runoff Depth=1.10" Flow Length=470' Slope=0.01 00T Tc=22.1 min CN=64 Runoff=4.63 cfs 0.401 of Subcatchment 3S: Runoff Area=1.137 ac 0.00% Impervious Runoff Depth=1.10" Flow Length=100' Slope=0.0100 '/' Tc=15.2 min CN=64 Runoff=1.47 cfs 0.104 of Reach X: sum to Chelsea Inflow=4.13 cfs 0.422 of Outflow=4.13 cfs 0.422 of Pond 1P: low area Peak Elev=954.51' Storage=2,800 cf Inflow=4.55 cfs 0.426 of Discarded=0.18 cfs 0.108 of Primary=3.48 cfs 0.318 of Outflow=3.66 cfs 0.426 of Total Runoff Area = 10.175 ac Runoff Volume = 0.931 of Average Runoff Depth = 1.10" 100.00% Pervious= 10.175 ac 0.00% Impervious= 0.000 ac Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 14 Summary for Subcatchment 1 S: Runoff = 4.55 cfs @ 12.39 hrs, Volume= 0.426 af, Depth= 1.10" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -year Rainfall=4.22" Area (ac) CN Description 4.656 64 Row crops, SR + CR, Good, HSG A 4.656 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.84" 10.2 550 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 25.4 650 Total Subcatchment 1S: Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Runoff Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 15 Summary for Subcatchment 2S: to Interstate 94 Runoff = 4.63 cfs @ 12.35 hrs, Volume= 0.401 af, Depth= 1.10" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -year Rainfall=4.22" Area (ac) CN Description 4.382 64 Row crops, SR + CR, Good, HSG A 4.382 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.84" 6.9 370 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 22.1 470 Total Subcatchment 2S: to Interstate 94 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Runoff Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 16 Summary for Subcatchment 3S: Runoff = 1.47 cfs @ 12.25 hrs, Volume= 0.104 af, Depth= 1.10" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -year Rainfall=4.22" Area (ac) CN Description 1.137 64 Row crops, SR + CR, Good, HSG A 1.137 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.84" 1 N V 3 0 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment 3S: Hydrograph ❑ Runoff Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 17 Summary for Reach X: sum to Chelsea Inflow Area = 5.793 ac, 0.00% Impervious, Inflow Depth = 0.88" for 10 -year event Inflow = 4.13 cfs @ 12.52 hrs, Volume= 0.422 of Outflow = 4.13 cfs @ 12.52 hrs, Volume= 0.422 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs a 3 0 LL Reach X: sum to Chelsea Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ❑ Inflow ❑ Outflow Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 18 Summary for Pond 1 P: low area Inflow Area = 4.656 ac, 0.00% Impervious, Inflow Depth = 1.10" for 10 -year event Inflow = 4.55 cfs @ 12.39 hrs, Volume= 0.426 of Outflow = 3.66 cfs @ 12.56 hrs, Volume= 0.426 af, Atten= 20%, Lag= 10.0 min Discarded = 0.18 cfs @ 12.56 hrs, Volume= 0.108 of Primary = 3.48 cfs @ 12.56 hrs, Volume= 0.318 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 954.51' @ 12.56 hrs Surf.Area= 9,922 sf Storage= 2,800 cf Plug -Flow detention time= 35.8 min calculated for 0.426 of (100% of inflow) Center -of -Mass det. time= 35.8 min ( 892.1 - 856.4 ) Volume Invert Avail.Storage Storage Description #1 953.80' 37,702 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 953.80 1 0 0 954.00 820 82 82 956.00 36,800 37,620 37,702 Device Routing Invert Outlet Devices #1 Primary 948.80' 18.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 948.80'/ 948.60' S= 0.0057 T Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 954.20' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 953.80' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.18 cfs @ 12.56 hrs HW=954.51' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=3.48 cfs @ 12.56 hrs HW=954.51' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 3.48 cfs of 18.94 cfs potential flow) L2=Orifice/Grate (Weir Controls 3.48 cfs @ 1.81 fps) Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD®10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 19 N V 3 0 LL Pond 1 P: low area Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) IInflow outflow Discarded Primary Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Page 20 Stage -Area -Storage for Pond 1 P: low area Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 953.80 1 0 953.81 42 0 953.82 83 1 953.83 124 2 953.84 165 3 953.85 206 5 953.86 247 7 953.87 288 10 953.88 329 13 953.89 370 17 953.90 411 21 953.91 451 25 953.92 492 30 953.93 533 35 953.94 574 40 953.95 615 46 953.96 656 53 953.97 697 59 953.98 738 67 953.99 779 74 954.00 820 82 954.01 1,000 91 954.02 1,180 102 954.03 1,360 115 954.04 1,540 129 954.05 1,719 146 954.06 1,899 164 954.07 2,079 184 954.08 2,259 205 954.09 2,439 229 954.10 2,619 254 954.11 2,799 281 954.12 2,979 310 954.13 3,159 341 954.14 3,339 373 954.15 3,518 407 954.16 3,698 444 954.17 3,878 481 954.18 4,058 521 954.19 4,238 563 954.20 4,418 606 954.21 4,598 651 954.22 4,778 698 954.23 4,958 747 954.24 5,138 797 954.25 5,318 849 954.26 5,497 903 954.27 5,677 959 954.28 5,857 1,017 954.29 6,037 1,076 954.30 6,217 1,138 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.31 6,397 1,201 954.32 6,577 1,266 954.33 6,757 1,332 954.34 6,937 1,401 954.35 7,116 1,471 954.36 7,296 1,543 954.37 7,476 1,617 954.38 7,656 1,693 954.39 7,836 1,770 954.40 8,016 1,849 954.41 8,196 1,930 954.42 8,376 2,013 954.43 8,556 2,098 954.44 8,736 2,184 954.45 8,915 2,273 954.46 9,095 2,363 954.47 9,275 2,454 954.48 9,455 2,548 954.49 9,635 2,644 954.50 9,815 2,741 954.51 9,995 2,840 954.52 10,175 2,941 954.53 10,355 3,043 954.54 10,535 3,148 954.55 10,714 3,254 954.56 10,894 3,362 954.57 11,074 3,472 954.58 11,254 3,584 954.59 11,434 3,697 954.60 11,614 3,812 954.61 11,794 3,929 954.62 11,974 4,048 954.63 12,154 4,169 954.64 12,334 4,291 954.65 12,513 4,415 954.66 12,693 4,542 954.67 12,873 4,669 954.68 13,053 4,799 954.69 13,233 4,930 954.70 13,413 5,064 954.71 13,593 5,199 954.72 13,773 5,336 954.73 13,953 5,474 954.74 14,133 5,615 954.75 14,313 5,757 954.76 14,492 5,901 954.77 14,672 6,047 954.78 14,852 6,194 954.79 15,032 6,344 954.80 15,212 6,495 954.81 15,392 6,648 23007 ex Prepared by Contour Civil Design LLC HvdroCAD® 10.00-26 s/n 05858 © 2020 Hv Big River 445 - existing conditions MSE 24 -hr 3 10 -year Rainfall=4.22" roCAD Software Solutions LLC Stage -Area -Storage for Pond 1 P: low area (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.82 15,572 6,803 954.83 15,752 6,959 954.84 15,932 7,118 954.85 16,111 7,278 954.86 16,291 7,440 954.87 16,471 7,604 954.88 16,651 7,769 954.89 16,831 7,937 954.90 17,011 8,106 954.91 17,191 8,277 954.92 17,371 8,450 954.93 17,551 8,624 954.94 17,731 8,801 954.95 17,910 8,979 954.96 18,090 9,159 954.97 18,270 9,341 954.98 18,450 9,524 954.99 18,630 9,710 955.00 18,810 9,897 955.01 18,990 10,086 955.02 19,170 10,277 955.03 19,350 10,469 955.04 19,530 10,664 955.05 19,709 10,860 955.06 19,889 11,058 955.07 20,069 11,258 955.08 20,249 11,459 955.09 20,429 11,663 955.10 20,609 11,868 955.11 20,789 12,075 955.12 20,969 12,284 955.13 21,149 12,494 955.14 21,329 12,707 955.15 21,508 12,921 955.16 21,688 13,137 955.17 21,868 13,355 955.18 22,048 13,574 955.19 22,228 13,796 955.20 22,408 14,019 955.21 22,588 14,244 955.22 22,768 14,471 955.23 22,948 14,699 955.24 23,128 14,930 955.25 23,308 15,162 955.26 23,487 15,396 955.27 23,667 15,632 955.28 23,847 15,869 955.29 24,027 16,108 955.30 24,207 16,350 955.31 24,387 16,593 955.32 24,567 16,837 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.33 24,747 17,084 955.34 24,927 17,332 955.35 25,106 17,582 955.36 25,286 17,834 955.37 25,466 18,088 955.38 25,646 18,344 955.39 25,826 18,601 955.40 26,006 18,860 955.41 26,186 19,121 955.42 26,366 19,384 955.43 26,546 19,649 955.44 26,726 19,915 955.45 26,905 20,183 955.46 27,085 20,453 955.47 27,265 20,725 955.48 27,445 20,998 955.49 27,625 21,274 955.50 27,805 21,551 955.51 27,985 21,830 955.52 28,165 22,111 955.53 28,345 22,393 955.54 28,525 22,677 955.55 28,704 22,964 955.56 28,884 23,252 955.57 29,064 23,541 955.58 29,244 23,833 955.59 29,424 24,126 955.60 29,604 24,421 955.61 29,784 24,718 955.62 29,964 25,017 955.63 30,144 25,318 955.64 30,324 25,620 955.65 30,503 25,924 955.66 30,683 26,230 955.67 30,863 26,538 955.68 31,043 26,847 955.69 31,223 27,159 955.70 31,403 27,472 955.71 31,583 27,787 955.72 31,763 28,103 955.73 31,943 28,422 955.74 32,123 28,742 955.75 32,303 29,064 955.76 32,482 29,388 955.77 32,662 29,714 955.78 32,842 30,041 955.79 33,022 30,371 955.80 33,202 30,702 955.81 33,382 31,035 955.82 33,562 31,370 955.83 33,742 31,706 Printed 1/5/2024 Paae 21 Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 22 Stage -Area -Storage for Pond 1 P: low area (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.84 33,922 32,044 955.85 34,101 32,384 955.86 34,281 32,726 955.87 34,461 33,070 955.88 34,641 33,416 955.89 34,821 33,763 955.90 35,001 34,112 955.91 35,181 34,463 955.92 35,361 34,816 955.93 35,541 35,170 955.94 35,721 35,526 955.95 35,900 35,885 955.96 36,080 36,244 955.97 36,260 36,606 955.98 36,440 36,970 955.99 36,620 37,335 956.00 36,800 37,702 Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 23 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Runoff Area=4.656 ac 0.00% Impervious Runoff Depth=2.92" Flow Length=650' Slope=0.0100 '/' Tc=25.4 min CN=64 Runoff=13.19 cfs 1.132 of Subcatchment 2S: to Interstate 94 Runoff Area=4.382 ac 0.00% Impervious Runoff Depth=2.92" Flow Length=470' Slope=0.0100 '/' Tc=22.1 min CN=64 Runoff=13.37 cfs 1.066 of Subcatchment 3S: Runoff Area=1.137 ac 0.00% Impervious Runoff Depth=2.92" Flow Length=100' Slope=0.0100 '/' Tc=15.2 min CN=64 Runoff=4.23 cfs 0.276 of Reach X: sum to Chelsea Inflow=12.34 cfs 1.272 of Outflow=12.34 cfs 1.272 of Pond 1P: low area Peak Elev=954.84' Storage=7,093 cf Inflow=13.19 cfs 1.132 of Discarded=0.29 cfs 0.136 of Primary=10.48 cfs 0.996 of Outflow=10.78 cfs 1.132 of Total Runoff Area = 10.175 ac Runoff Volume = 2.474 of Average Runoff Depth = 2.92" 100.00% Pervious= 10.175 ac 0.00% Impervious= 0.000 ac Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 24 Summary for Subcatchment 1 S: Runoff = 13.19 cfs @ 12.39 hrs, Volume= 1.132 af, Depth= 2.92" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -year Rainfall=6.89" Area (ac) CN Description 4.656 64 Row crops, SR + CR, Good, HSG A 4.656 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.84" 10.2 550 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straiqht Rows Kv= 9.0 fps 25.4 650 Total Subcatchment IIS: Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Runoff Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 25 Summary for Subcatchment 2S: to Interstate 94 Runoff = 13.37 cfs @ 12.33 hrs, Volume= 1.066 af, Depth= 2.92" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -year Rainfall=6.89" Area (ac) CN Description 4.382 64 Row crops, SR + CR, Good, HSG A 4.382 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.84" 6.9 370 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straiqht Rows Kv= 9.0 fps 22.1 470 Total 1 1 1 1 1 N V 3 0 LL Subcatchment 2S: to Interstate 94 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Runoff Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 26 Summary for Subcatchment 3S: Runoff = 4.23 cfs @ 12.24 hrs, Volume= 0.276 af, Depth= 2.92" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -year Rainfall=6.89" Area (ac) CN Description 1.137 64 Row crops, SR + CR, Good, HSG A 1.137 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.2 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.84" 4 3 N V 3 0 LL 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Subcatchment 3S: Hydrograph ❑ Runoff Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 27 Summary for Reach X: sum to Chelsea Inflow Area = 5.793 ac, 0.00% Impervious, Inflow Depth = 2.64" for 100 -year event Inflow = 12.34 cfs @ 12.48 hrs, Volume= 1.272 of Outflow = 12.34 cfs @ 12.48 hrs, Volume= 1.272 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs F f V! w V 3 0 LL Reach X: sum to Chelsea Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ❑ Inflow ❑ Outflow Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 28 Summary for Pond 1 P: low area Inflow Area = 4.656 ac, 0.00% Impervious, Inflow Depth = 2.92" for 100 -year event Inflow = 13.19 cfs @ 12.39 hrs, Volume= 1.132 of Outflow = 10.78 cfs @ 12.52 hrs, Volume= 1.132 af, Atten= 18%, Lag= 8.2 min Discarded = 0.29 cfs @ 12.52 hrs, Volume= 0.136 of Primary = 10.48 cfs @ 12.52 hrs, Volume= 0.996 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 954.84' @ 12.52 hrs Surf.Area= 15,904 sf Storage= 7,093 cf Plug -Flow detention time= 21.0 min calculated for 1.132 of (100% of inflow) Center -of -Mass det. time= 21.0 min ( 854.9 - 833.9 ) Volume Invert Avail.Storage Storage Description #1 953.80' 37,702 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 953.80 1 0 0 954.00 820 82 82 956.00 36,800 37,620 37,702 Device Routing Invert Outlet Devices #1 Primary 948.80' 18.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 948.80'/ 948.60' S= 0.0057 T Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 954.20' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 953.80' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.29 cfs @ 12.52 hrs HW=954.84' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.29 cfs) Primary OutFlow Max=10.48 cfs @ 12.52 hrs HW=954.84' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 10.48 cfs of 19.57 cfs potential flow) L2=Orifice/Grate (Weir Controls 10.48 cfs @ 2.61 fps) Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD®10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 29 N V 3 0 LL Pond 1 P: low area Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Inflow ■ outflow ■ Discarded ■ Primary Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Page 30 Stage -Area -Storage for Pond 1 P: low area Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 953.80 1 0 953.81 42 0 953.82 83 1 953.83 124 2 953.84 165 3 953.85 206 5 953.86 247 7 953.87 288 10 953.88 329 13 953.89 370 17 953.90 411 21 953.91 451 25 953.92 492 30 953.93 533 35 953.94 574 40 953.95 615 46 953.96 656 53 953.97 697 59 953.98 738 67 953.99 779 74 954.00 820 82 954.01 1,000 91 954.02 1,180 102 954.03 1,360 115 954.04 1,540 129 954.05 1,719 146 954.06 1,899 164 954.07 2,079 184 954.08 2,259 205 954.09 2,439 229 954.10 2,619 254 954.11 2,799 281 954.12 2,979 310 954.13 3,159 341 954.14 3,339 373 954.15 3,518 407 954.16 3,698 444 954.17 3,878 481 954.18 4,058 521 954.19 4,238 563 954.20 4,418 606 954.21 4,598 651 954.22 4,778 698 954.23 4,958 747 954.24 5,138 797 954.25 5,318 849 954.26 5,497 903 954.27 5,677 959 954.28 5,857 1,017 954.29 6,037 1,076 954.30 6,217 1,138 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.31 6,397 1,201 954.32 6,577 1,266 954.33 6,757 1,332 954.34 6,937 1,401 954.35 7,116 1,471 954.36 7,296 1,543 954.37 7,476 1,617 954.38 7,656 1,693 954.39 7,836 1,770 954.40 8,016 1,849 954.41 8,196 1,930 954.42 8,376 2,013 954.43 8,556 2,098 954.44 8,736 2,184 954.45 8,915 2,273 954.46 9,095 2,363 954.47 9,275 2,454 954.48 9,455 2,548 954.49 9,635 2,644 954.50 9,815 2,741 954.51 9,995 2,840 954.52 10,175 2,941 954.53 10,355 3,043 954.54 10,535 3,148 954.55 10,714 3,254 954.56 10,894 3,362 954.57 11,074 3,472 954.58 11,254 3,584 954.59 11,434 3,697 954.60 11,614 3,812 954.61 11,794 3,929 954.62 11,974 4,048 954.63 12,154 4,169 954.64 12,334 4,291 954.65 12,513 4,415 954.66 12,693 4,542 954.67 12,873 4,669 954.68 13,053 4,799 954.69 13,233 4,930 954.70 13,413 5,064 954.71 13,593 5,199 954.72 13,773 5,336 954.73 13,953 5,474 954.74 14,133 5,615 954.75 14,313 5,757 954.76 14,492 5,901 954.77 14,672 6,047 954.78 14,852 6,194 954.79 15,032 6,344 954.80 15,212 6,495 954.81 15,392 6,648 Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Page 31 Stage -Area -Storage for Pond 1 P: low area (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.82 15,572 6,803 954.83 15,752 6,959 954.84 15,932 7,118 954.85 16,111 7,278 954.86 16,291 7,440 954.87 16,471 7,604 954.88 16,651 7,769 954.89 16,831 7,937 954.90 17,011 8,106 954.91 17,191 8,277 954.92 17,371 8,450 954.93 17,551 8,624 954.94 17,731 8,801 954.95 17,910 8,979 954.96 18,090 9,159 954.97 18,270 9,341 954.98 18,450 9,524 954.99 18,630 9,710 955.00 18,810 9,897 955.01 18,990 10,086 955.02 19,170 10,277 955.03 19,350 10,469 955.04 19,530 10,664 955.05 19,709 10,860 955.06 19,889 11,058 955.07 20,069 11,258 955.08 20,249 11,459 955.09 20,429 11,663 955.10 20,609 11,868 955.11 20,789 12,075 955.12 20,969 12,284 955.13 21,149 12,494 955.14 21,329 12,707 955.15 21,508 12,921 955.16 21,688 13,137 955.17 21,868 13,355 955.18 22,048 13,574 955.19 22,228 13,796 955.20 22,408 14,019 955.21 22,588 14,244 955.22 22,768 14,471 955.23 22,948 14,699 955.24 23,128 14,930 955.25 23,308 15,162 955.26 23,487 15,396 955.27 23,667 15,632 955.28 23,847 15,869 955.29 24,027 16,108 955.30 24,207 16,350 955.31 24,387 16,593 955.32 24,567 16,837 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.33 24,747 17,084 955.34 24,927 17,332 955.35 25,106 17,582 955.36 25,286 17,834 955.37 25,466 18,088 955.38 25,646 18,344 955.39 25,826 18,601 955.40 26,006 18,860 955.41 26,186 19,121 955.42 26,366 19,384 955.43 26,546 19,649 955.44 26,726 19,915 955.45 26,905 20,183 955.46 27,085 20,453 955.47 27,265 20,725 955.48 27,445 20,998 955.49 27,625 21,274 955.50 27,805 21,551 955.51 27,985 21,830 955.52 28,165 22,111 955.53 28,345 22,393 955.54 28,525 22,677 955.55 28,704 22,964 955.56 28,884 23,252 955.57 29,064 23,541 955.58 29,244 23,833 955.59 29,424 24,126 955.60 29,604 24,421 955.61 29,784 24,718 955.62 29,964 25,017 955.63 30,144 25,318 955.64 30,324 25,620 955.65 30,503 25,924 955.66 30,683 26,230 955.67 30,863 26,538 955.68 31,043 26,847 955.69 31,223 27,159 955.70 31,403 27,472 955.71 31,583 27,787 955.72 31,763 28,103 955.73 31,943 28,422 955.74 32,123 28,742 955.75 32,303 29,064 955.76 32,482 29,388 955.77 32,662 29,714 955.78 32,842 30,041 955.79 33,022 30,371 955.80 33,202 30,702 955.81 33,382 31,035 955.82 33,562 31,370 955.83 33,742 31,706 Big River 445 - existing conditions 23007 ex MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 32 Stage -Area -Storage for Pond 1 P: low area (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.84 33,922 32,044 955.85 34,101 32,384 955.86 34,281 32,726 955.87 34,461 33,070 955.88 34,641 33,416 955.89 34,821 33,763 955.90 35,001 34,112 955.91 35,181 34,463 955.92 35,361 34,816 955.93 35,541 35,170 955.94 35,721 35,526 955.95 35,900 35,885 955.96 36,080 36,244 955.97 36,260 36,606 955.98 36,440 36,970 955.99 36,620 37,335 956.00 36,800 37,702 APPENDIX B 20S 20P infiltration basin 10S (3S 10P infiltration basin x sum to Chelsea Subcat Reach Pon Link=HydroCAD, Routing Diagram for 23007_ pr red by Contour Civil Design LLC, Printed 1/5/2024 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Big River 445 - proposed conditions 23007_pr Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 2.544 50 >75% Grass cover, Good, HSG A/B (3S, 10S, 20S) 7.631 98 Paved parking, HSG A (3S, 10S, 20S) 10.175 86 TOTAL AREA Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 3 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 3S: Runoff Area=0.438 ac 74.89% Impervious Runoff Depth=1.97" Tc=6.0 min CN=WQ Runoff=1.37 cfs 0.072 of Subcatchment 10S: Runoff Area=5.824 ac 75.00% Impervious Runoff Depth=1.97" Tc=6.0 min CN=WQ Runoff=18.29 cfs 0.958 of Subcatchment 20S: Runoff Area=3.913 ac 75.01% Impervious Runoff Depth=1.97" Tc=6.0 min CN=WQ Runoff=12.29 cfs 0.643 of Reach X: sum to Chelsea Inflow=4.29 cfs 0.531 of Outflow=4.29 cfs 0.531 of Pond 10P: infiltration basin Peak EIev=953.03' Storage=25.252 cf Inflow=18.29 cfs 0.958 of Discarded=0.18 cfs 0.312 of Primary=2.22 cfs 0.222 of Outflow=2.39 cfs 0.534 of Pond 20P: infiltration basin Peak EIev=954.43' Storage=16.470 cf Inflow=12.29 cfs 0.643 of Discarded=0.13 cfs 0.188 of Primary=1.91 cfs 0.238 of Outflow=2.04 cfs 0.426 of Total Runoff Area = 10.175 ac Runoff Volume = 1.673 of Average Runoff Depth = 1.97" 25.00% Pervious = 2.544 ac 75.00% Impervious = 7.631 ac Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 3S: Runoff = 1.37 cfs @ 12.13 hrs, Volume= 0.072 af, Depth= 1.97" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -year Rainfall=2.84" Area (ac) CN Description 0.328 98 Paved parking, HSG A 0.110 50 >75% Grass cover, Good, HSG A/B 0.438 Weighted Average 0.110 25.11 % Pervious Area 0.328 74.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min TC U Subcatchment 3S: Hydrograph I i.%w 438 .072 CN 7 III 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ❑ Runoff Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 @2020 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 10S: Runoff = 18.29 cfs @ 12.13 hrs, Volume= 0.958 af, Depth= 1.97" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -year Rainfall=2.84" Area (ac) CN DescriDtion 4.368 98 Paved parking, HSG A 1.456 50 >75% Grass cover, Good, HSG A/B 5.824 Weighted Average 1.456 25.00% Pervious Area 4.368 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min TC Subcatchment 10S: Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Runoff Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 6 Summary for Subcatchment 20S: Runoff = 12.29 cfs @ 12.13 hrs, Volume= 0.643 af, Depth= 1.97" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -year Rainfall=2.84" Area (ac) CN Description 2.935 98 Paved parking, HSG A 0.978 50 >75% Grass cover, Good, HSG A/B 3.913 Weighted Average 0.978 24.99% Pervious Area 2.935 75.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min TC 1 1 1 1 N V 3 0 LL Subcatchment 20S: Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Runoff Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 7 Summary for Reach X: sum to Chelsea Inflow Area = 10.175 ac, 75.00% Impervious, Inflow Depth = 0.63" for 2 -year event Inflow = 4.29 cfs @ 12.50 hrs, Volume= 0.531 of Outflow = 4.29 cfs @ 12.50 hrs, Volume= 0.531 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs a 3 0 LL Reach X: sum to Chelsea Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ❑ Inflow ❑ Outflow Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 8 Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 953.03' @ 12.53 hrs Surf.Area= 9,463 sf Storage= 25,252 cf Plug -Flow detention time= 308.3 min calculated for 0.534 of (56% of inflow) Center -of -Mass det. time= 225.1 min ( 980.9 - 755.8 ) Volume Invert Summary for Pond 10P: infiltration basin Inflow Area = 5.824 ac, 75.00% Impervious, Inflow Depth = 1.97" for 2 -year event Inflow = 18.29 cfs @ 12.13 hrs, Volume= 0.958 of Outflow = 2.39 cfs @ 12.53 hrs, Volume= 0.534 af, Atten= 87%, Lag= 24.2 min Discarded = 0.18 cfs @ 12.53 hrs, Volume= 0.312 of Primary = 2.22 cfs @ 12.53 hrs, Volume= 0.222 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 953.03' @ 12.53 hrs Surf.Area= 9,463 sf Storage= 25,252 cf Plug -Flow detention time= 308.3 min calculated for 0.534 of (56% of inflow) Center -of -Mass det. time= 225.1 min ( 980.9 - 755.8 ) Volume Invert Avail.Storage Storage Description #1 949.60' 59,754 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 949.60 5,437 0 0 950.00 5,835 2,254 2,254 952.00 8,131 13,966 16,220 954.00 10,725 18,856 35,076 956.00 13,953 24,678 59,754 Device Routing Invert Outlet Devices #1 Primary 948.80' 18.0" Round Culvert L= 35.0' Ke= 0.500 Inlet/ Outlet Invert= 948.80'/ 948.60' S=0.0057'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 952.80' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 949.60' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.18 cfs @ 12.53 hrs HW=953.03' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=2.22 cfs @ 12.53 hrs HW=953.03' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 2.22 cfs of 15.87 cfs potential flow) L2=Orifice/Grate (Weir Controls 2.22 cfs @ 1.56 fps) Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 9 N V 3 0 LL Pond 10P: infiltration basin Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Inflow ■ outflow ■ Discarded ■ Primary Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 10 Stage -Area -Storage for Pond 10P: infiltration basin Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 949.60 5,437 0 949.62 5,457 109 949.64 5,477 218 949.66 5,497 328 949.68 5,517 438 949.70 5,537 549 949.72 5,556 660 949.74 5,576 771 949.76 5,596 883 949.78 5,616 995 949.80 5,636 1,107 949.82 5,656 1,220 949.84 5,676 1,334 949.86 5,696 1,447 949.88 5,716 1,561 949.90 5,735 1,676 949.92 5,755 1,791 949.94 5,775 1,906 949.96 5,795 2,022 949.98 5,815 2,138 950.00 5,835 2,254 950.02 5,858 2,371 950.04 5,881 2,489 950.06 5,904 2,607 950.08 5,927 2,725 950.10 5,950 2,844 950.12 5,973 2,963 950.14 5,996 3,083 950.16 6,019 3,203 950.18 6,042 3,323 950.20 6,065 3,444 950.22 6,088 3,566 950.24 6,111 3,688 950.26 6,133 3,810 950.28 6,156 3,933 950.30 6,179 4,057 950.32 6,202 4,180 950.34 6,225 4,305 950.36 6,248 4,429 950.38 6,271 4,555 950.40 6,294 4,680 950.42 6,317 4,806 950.44 6,340 4,933 950.46 6,363 5,060 950.48 6,386 5,187 950.50 6,409 5,315 950.52 6,432 5,444 950.54 6,455 5,573 950.56 6,478 5,702 950.58 6,501 5,832 950.60 6,524 5,962 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 950.62 6,547 6,093 950.64 6,570 6,224 950.66 6,593 6,356 950.68 6,616 6,488 950.70 6,639 6,620 950.72 6,662 6,753 950.74 6,685 6,887 950.76 6,707 7,021 950.78 6,730 7,155 950.80 6,753 7,290 950.82 6,776 7,425 950.84 6,799 7,561 950.86 6,822 7,697 950.88 6,845 7,834 950.90 6,868 7,971 950.92 6,891 8,108 950.94 6,914 8,246 950.96 6,937 8,385 950.98 6,960 8,524 951.00 6,983 8,663 951.02 7,006 8,803 951.04 7,029 8,944 951.06 7,052 9,084 951.08 7,075 9,226 951.10 7,098 9,367 951.12 7,121 9,510 951.14 7,144 9,652 951.16 7,167 9,795 951.18 7,190 9,939 951.20 7,213 10,083 951.22 7,236 10,227 951.24 7,259 10,372 951.26 7,281 10,518 951.28 7,304 10,664 951.30 7,327 10,810 951.32 7,350 10,957 951.34 7,373 11,104 951.36 7,396 11,252 951.38 7,419 11,400 951.40 7,442 11,548 951.42 7,465 11,698 951.44 7,488 11,847 951.46 7,511 11,997 951.48 7,534 12,147 951.50 7,557 12,298 951.52 7,580 12,450 951.54 7,603 12,602 951.56 7,626 12,754 951.58 7,649 12,907 951.60 7,672 13,060 951.62 7,695 13,214 23007_pr Prepared by Contour Civil Design LLC HvdroCAD® 10.00-26 s/n 05858 © 2020 Hv Big River 445 - proposed conditions MSE 24 -hr 3 2 -year Rainfall=2.84" roCAD Software Solutions LLC Stage -Area -Storage for Pond 10P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 951.64 7,718 13,368 951.66 7,741 13,522 951.68 7,764 13,677 951.70 7,787 13,833 951.72 7,810 13,989 951.74 7,833 14,145 951.76 7,855 14,302 951.78 7,878 14,459 951.80 7,901 14,617 951.82 7,924 14,775 951.84 7,947 14,934 951.86 7,970 15,093 951.88 7,993 15,253 951.90 8,016 15,413 951.92 8,039 15,574 951.94 8,062 15,735 951.96 8,085 15,896 951.98 8,108 16,058 952.00 8,131 16,220 952.02 8,157 16,383 952.04 8,183 16,547 952.06 8,209 16,711 952.08 8,235 16,875 952.10 8,261 17,040 952.12 8,287 17,205 952.14 8,313 17,371 952.16 8,339 17,538 952.18 8,364 17,705 952.20 8,390 17,873 952.22 8,416 18,041 952.24 8,442 18,209 952.26 8,468 18,378 952.28 8,494 18,548 952.30 8,520 18,718 952.32 8,546 18,889 952.34 8,572 19,060 952.36 8,598 19,232 952.38 8,624 19,404 952.40 8,650 19,577 952.42 8,676 19,750 952.44 8,702 19,924 952.46 8,728 20,098 952.48 8,754 20,273 952.50 8,780 20,448 952.52 8,805 20,624 952.54 8,831 20,800 952.56 8,857 20,977 952.58 8,883 21,155 952.60 8,909 21,332 952.62 8,935 21,511 952.64 8,961 21,690 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 952.66 8,987 21,869 952.68 9,013 22,049 952.70 9,039 22,230 952.72 9,065 22,411 952.74 9,091 22,592 952.76 9,117 22,775 952.78 9,143 22,957 952.80 9,169 23,140 952.82 9,195 23,324 952.84 9,220 23,508 952.86 9,246 23,693 952.88 9,272 23,878 952.90 9,298 24,064 952.92 9,324 24,250 952.94 9,350 24,437 952.96 9,376 24,624 952.98 9,402 24,812 953.00 9,428 25,000 953.02 9,454 25,189 953.04 9,480 25,378 953.06 9,506 25,568 953.08 9,532 25,758 953.10 9,558 25,949 953.12 9,584 26,141 953.14 9,610 26,333 953.16 9,636 26,525 953.18 9,661 26,718 953.20 9,687 26,911 953.22 9,713 27,105 953.24 9,739 27,300 953.26 9,765 27,495 953.28 9,791 27,691 953.30 9,817 27,887 953.32 9,843 28,083 953.34 9,869 28,280 953.36 9,895 28,478 953.38 9,921 28,676 953.40 9,947 28,875 953.42 9,973 29,074 953.44 9,999 29,274 953.46 10,025 29,474 953.48 10,051 29,675 953.50 10,077 29,876 953.52 10,102 30,078 953.54 10,128 30,280 953.56 10,154 30,483 953.58 10,180 30,686 953.60 10,206 30,890 953.62 10,232 31,095 953.64 10,258 31,299 953.66 10,284 31,505 Printed 1/5/2024 Paae 11 23007_pr Prepared by Contour Civil Design LLC HvdroCAD® 10.00-26 s/n 05858 © 2020 Hv Big River 445 - proposed conditions MSE 24 -hr 3 2 -year Rainfall=2.84" roCAD Software Solutions LLC Stage -Area -Storage for Pond 10P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 953.68 10,310 31,711 953.70 10,336 31,917 953.72 10,362 32,124 953.74 10,388 32,332 953.76 10,414 32,540 953.78 10,440 32,748 953.80 10,466 32,957 953.82 10,492 33,167 953.84 10,517 33,377 953.86 10,543 33,588 953.88 10,569 33,799 953.90 10,595 34,010 953.92 10,621 34,223 953.94 10,647 34,435 953.96 10,673 34,648 953.98 10,699 34,862 954.00 10,725 35,076 954.02 10,757 35,291 954.04 10,790 35,507 954.06 10,822 35,723 954.08 10,854 35,940 954.10 10,886 36,157 954.12 10,919 36,375 954.14 10,951 36,594 954.16 10,983 36,813 954.18 11,016 37,033 954.20 11,048 37,254 954.22 11,080 37,475 954.24 11,112 37,697 954.26 11,145 37,919 954.28 11,177 38,143 954.30 11,209 38,367 954.32 11,241 38,591 954.34 11,274 38,816 954.36 11,306 39,042 954.38 11,338 39,268 954.40 11,371 39,496 954.42 11,403 39,723 954.44 11,435 39,952 954.46 11,467 40,181 954.48 11,500 40,410 954.50 11,532 40,641 954.52 11,564 40,872 954.54 11,597 41,103 954.56 11,629 41,335 954.58 11,661 41,568 954.60 11,693 41,802 954.62 11,726 42,036 954.64 11,758 42,271 954.66 11,790 42,506 954.68 11,823 42,743 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.70 11,855 42,979 954.72 11,887 43,217 954.74 11,919 43,455 954.76 11,952 43,694 954.78 11,984 43,933 954.80 12,016 44,173 954.82 12,048 44,414 954.84 12,081 44,655 954.86 12,113 44,897 954.88 12,145 45,139 954.90 12,178 45,383 954.92 12,210 45,626 954.94 12,242 45,871 954.96 12,274 46,116 954.98 12,307 46,362 955.00 12,339 46,608 955.02 12,371 46,856 955.04 12,404 47,103 955.06 12,436 47,352 955.08 12,468 47,601 955.10 12,500 47,850 955.12 12,533 48,101 955.14 12,565 48,352 955.16 12,597 48,603 955.18 12,630 48,856 955.20 12,662 49,108 955.22 12,694 49,362 955.24 12,726 49,616 955.26 12,759 49,871 955.28 12,791 50,127 955.30 12,823 50,383 955.32 12,855 50,640 955.34 12,888 50,897 955.36 12,920 51,155 955.38 12,952 51,414 955.40 12,985 51,673 955.42 13,017 51,933 955.44 13,049 52,194 955.46 13,081 52,455 955.48 13,114 52,717 955.50 13,146 52,980 955.52 13,178 53,243 955.54 13,211 53,507 955.56 13,243 53,771 955.58 13,275 54,036 955.60 13,307 54,302 955.62 13,340 54,569 955.64 13,372 54,836 955.66 13,404 55,104 955.68 13,437 55,372 955.70 13,469 55,641 Printed 1/5/2024 Paae 12 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 13 Stage -Area -Storage for Pond 10P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.72 13,501 55,911 955.74 13,533 56,181 955.76 13,566 56,452 955.78 13,598 56,724 955.80 13,630 56,996 955.82 13,662 57,269 955.84 13,695 57,543 955.86 13,727 57,817 955.88 13,759 58,092 955.90 13,792 58,367 955.92 13,824 58,643 955.94 13,856 58,920 955.96 13,888 59,198 955.98 13,921 59,476 956.00 13,953 59,754 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 14 Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 954.43' @ 12.45 hrs Surf.Area= 6,766 sf Storage= 16,470 cf Plug -Flow detention time= 276.3 min calculated for 0.426 of (66% of inflow) Center -of -Mass det. time= 203.0 min ( 958.8 - 755.8 ) Volume Invert Avail.Storage Storage Description #1 950.50' 50,279 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 950.50 1,776 0 0 952.00 3,563 4,004 4,004 954.00 6,137 9,700 13,704 956.00 9,072 15,209 28,913 958.00 12,294 21,366 50,279 Device Routing Invert Outlet Devices #1 Primary 953.70' 18.0" Round Culvert L= 298.0' Ke= 0.500 Inlet/ Outlet Invert= 953.70'/ 952.40' S=0.0044'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Discarded 950.50' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.13 cfs @ 12.45 hrs HW=954.43' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=1.91 cfs @ 12.45 hrs HW=954.43' TW=0.00' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.91 cfs @ 3.28 fps) Summary for Pond 20P: infiltration basin Inflow Area = 3.913 ac, 75.01 % Impervious, Inflow Depth= 1.97" for 2 -year event Inflow = 12.29 cfs @ 12.13 hrs, Volume= 0.643 of Outflow = 2.04 cfs @ 12.45 hrs, Volume= 0.426 af, Atten= 83%, Lag= 19.4 min Discarded = 0.13 cfs @ 12.45 hrs, Volume= 0.188 of Primary = 1.91 cfs @ 12.45 hrs, Volume= 0.238 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 954.43' @ 12.45 hrs Surf.Area= 6,766 sf Storage= 16,470 cf Plug -Flow detention time= 276.3 min calculated for 0.426 of (66% of inflow) Center -of -Mass det. time= 203.0 min ( 958.8 - 755.8 ) Volume Invert Avail.Storage Storage Description #1 950.50' 50,279 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 950.50 1,776 0 0 952.00 3,563 4,004 4,004 954.00 6,137 9,700 13,704 956.00 9,072 15,209 28,913 958.00 12,294 21,366 50,279 Device Routing Invert Outlet Devices #1 Primary 953.70' 18.0" Round Culvert L= 298.0' Ke= 0.500 Inlet/ Outlet Invert= 953.70'/ 952.40' S=0.0044'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Discarded 950.50' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.13 cfs @ 12.45 hrs HW=954.43' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=1.91 cfs @ 12.45 hrs HW=954.43' TW=0.00' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.91 cfs @ 3.28 fps) Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 15 N V 3 0 LL Pond 20P: infiltration basin Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Inflow ■ outflow ■ Discarded ■ Primary Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 16 Stage -Area -Storage for Pond 20P: infiltration basin Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 950.50 1,776 0 950.52 1,800 36 950.54 1,824 72 950.56 1,847 109 950.58 1,871 146 950.60 1,895 184 950.62 1,919 222 950.64 1,943 260 950.66 1,967 299 950.68 1,990 339 950.70 2,014 379 950.72 2,038 420 950.74 2,062 461 950.76 2,086 502 950.78 2,110 544 950.80 2,133 586 950.82 2,157 629 950.84 2,181 673 950.86 2,205 717 950.88 2,229 761 950.90 2,253 806 950.92 2,276 851 950.94 2,300 897 950.96 2,324 943 950.98 2,348 990 951.00 2,372 1,037 951.02 2,395 1,085 951.04 2,419 1,133 951.06 2,443 1,181 951.08 2,467 1,230 951.10 2,491 1,280 951.12 2,515 1,330 951.14 2,538 1,381 951.16 2,562 1,432 951.18 2,586 1,483 951.20 2,610 1,535 951.22 2,634 1,588 951.24 2,658 1,640 951.26 2,681 1,694 951.28 2,705 1,748 951.30 2,729 1,802 951.32 2,753 1,857 951.34 2,777 1,912 951.36 2,801 1,968 951.38 2,824 2,024 951.40 2,848 2,081 951.42 2,872 2,138 951.44 2,896 2,196 951.46 2,920 2,254 951.48 2,944 2,313 951.50 2,967 2,372 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 951.52 2,991 2,431 951.54 3,015 2,491 951.56 3,039 2,552 951.58 3,063 2,613 951.60 3,086 2,674 951.62 3,110 2,736 951.64 3,134 2,799 951.66 3,158 2,862 951.68 3,182 2,925 951.70 3,206 2,989 951.72 3,229 3,053 951.74 3,253 3,118 951.76 3,277 3,183 951.78 3,301 3,249 951.80 3,325 3,315 951.82 3,349 3,382 951.84 3,372 3,449 951.86 3,396 3,517 951.88 3,420 3,585 951.90 3,444 3,654 951.92 3,468 3,723 951.94 3,492 3,793 951.96 3,515 3,863 951.98 3,539 3,933 952.00 3,563 4,004 952.02 3,589 4,076 952.04 3,614 4,148 952.06 3,640 4,220 952.08 3,666 4,293 952.10 3,692 4,367 952.12 3,717 4,441 952.14 3,743 4,516 952.16 3,769 4,591 952.18 3,795 4,666 952.20 3,820 4,743 952.22 3,846 4,819 952.24 3,872 4,896 952.26 3,898 4,974 952.28 3,923 5,052 952.30 3,949 5,131 952.32 3,975 5,210 952.34 4,001 5,290 952.36 4,026 5,370 952.38 4,052 5,451 952.40 4,078 5,532 952.42 4,104 5,614 952.44 4,129 5,697 952.46 4,155 5,779 952.48 4,181 5,863 952.50 4,207 5,947 952.52 4,232 6,031 23007_pr Prepared by Contour Civil Design LLC HvdroCAD® 10.00-26 s/n 05858 © 2020 Hv Big River 445 - proposed conditions MSE 24 -hr 3 2 -year Rainfall=2.84" roCAD Software Solutions LLC Stage -Area -Storage for Pond 20P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 952.54 4,258 6,116 952.56 4,284 6,201 952.58 4,309 6,287 952.60 4,335 6,374 952.62 4,361 6,461 952.64 4,387 6,548 952.66 4,412 6,636 952.68 4,438 6,725 952.70 4,464 6,814 952.72 4,490 6,903 952.74 4,515 6,993 952.76 4,541 7,084 952.78 4,567 7,175 952.80 4,593 7,266 952.82 4,618 7,359 952.84 4,644 7,451 952.86 4,670 7,544 952.88 4,696 7,638 952.90 4,721 7,732 952.92 4,747 7,827 952.94 4,773 7,922 952.96 4,799 8,018 952.98 4,824 8,114 953.00 4,850 8,211 953.02 4,876 8,308 953.04 4,901 8,406 953.06 4,927 8,504 953.08 4,953 8,603 953.10 4,979 8,702 953.12 5,004 8,802 953.14 5,030 8,902 953.16 5,056 9,003 953.18 5,082 9,105 953.20 5,107 9,206 953.22 5,133 9,309 953.24 5,159 9,412 953.26 5,185 9,515 953.28 5,210 9,619 953.30 5,236 9,724 953.32 5,262 9,829 953.34 5,288 9,934 953.36 5,313 10,040 953.38 5,339 10,147 953.40 5,365 10,254 953.42 5,391 10,361 953.44 5,416 10,469 953.46 5,442 10,578 953.48 5,468 10,687 953.50 5,494 10,797 953.52 5,519 10,907 953.54 5,545 11,017 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 953.56 5,571 11,129 953.58 5,596 11,240 953.60 5,622 11,352 953.62 5,648 11,465 953.64 5,674 11,578 953.66 5,699 11,692 953.68 5,725 11,806 953.70 5,751 11,921 953.72 5,777 12,036 953.74 5,802 12,152 953.76 5,828 12,268 953.78 5,854 12,385 953.80 5,880 12,503 953.82 5,905 12,620 953.84 5,931 12,739 953.86 5,957 12,858 953.88 5,983 12,977 953.90 6,008 13,097 953.92 6,034 13,217 953.94 6,060 13,338 953.96 6,086 13,460 953.98 6,111 13,582 954.00 6,137 13,704 954.02 6,166 13,827 954.04 6,196 13,951 954.06 6,225 14,075 954.08 6,254 14,200 954.10 6,284 14,325 954.12 6,313 14,451 954.14 6,342 14,578 954.16 6,372 14,705 954.18 6,401 14,833 954.20 6,431 14,961 954.22 6,460 15,090 954.24 6,489 15,219 954.26 6,519 15,349 954.28 6,548 15,480 954.30 6,577 15,611 954.32 6,607 15,743 954.34 6,636 15,876 954.36 6,665 16,009 954.38 6,695 16,142 954.40 6,724 16,276 954.42 6,753 16,411 954.44 6,783 16,547 954.46 6,812 16,683 954.48 6,841 16,819 954.50 6,871 16,956 954.52 6,900 17,094 954.54 6,929 17,232 954.56 6,959 17,371 Printed 1/5/2024 Paae 17 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 18 Stage -Area -Storage for Pond 20P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.58 6,988 17,511 954.60 7,018 17,651 954.62 7,047 17,791 954.64 7,076 17,932 954.66 7,106 18,074 954.68 7,135 18,217 954.70 7,164 18,360 954.72 7,194 18,503 954.74 7,223 18,647 954.76 7,252 18,792 954.78 7,282 18,938 954.80 7,311 19,083 954.82 7,340 19,230 954.84 7,370 19,377 954.86 7,399 19,525 954.88 7,428 19,673 954.90 7,458 19,822 954.92 7,487 19,971 954.94 7,516 20,121 954.96 7,546 20,272 954.98 7,575 20,423 955.00 7,605 20,575 955.02 7,634 20,727 955.04 7,663 20,880 955.06 7,693 21,034 955.08 7,722 21,188 955.10 7,751 21,343 955.12 7,781 21,498 955.14 7,810 21,654 955.16 7,839 21,811 955.18 7,869 21,968 955.20 7,898 22,125 955.22 7,927 22,284 955.24 7,957 22,442 955.26 7,986 22,602 955.28 8,015 22,762 955.30 8,045 22,922 955.32 8,074 23,084 955.34 8,103 23,245 955.36 8,133 23,408 955.38 8,162 23,571 955.40 8,191 23,734 955.42 8,221 23,898 955.44 8,250 24,063 955.46 8,280 24,228 955.48 8,309 24,394 955.50 8,338 24,561 955.52 8,368 24,728 955.54 8,397 24,895 955.56 8,426 25,064 955.58 8,456 25,232 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.60 8,485 25,402 955.62 8,514 25,572 955.64 8,544 25,742 955.66 8,573 25,914 955.68 8,602 26,085 955.70 8,632 26,258 955.72 8,661 26,431 955.74 8,690 26,604 955.76 8,720 26,778 955.78 8,749 26,953 955.80 8,778 27,128 955.82 8,808 27,304 955.84 8,837 27,481 955.86 8,867 27,658 955.88 8,896 27,835 955.90 8,925 28,013 955.92 8,955 28,192 955.94 8,984 28,372 955.96 9,013 28,552 955.98 9,043 28,732 956.00 9,072 28,913 956.02 9,104 29,095 956.04 9,136 29,277 956.06 9,169 29,460 956.08 9,201 29,644 956.10 9,233 29,829 956.12 9,265 30,013 956.14 9,298 30,199 956.16 9,330 30,385 956.18 9,362 30,572 956.20 9,394 30,760 956.22 9,426 30,948 956.24 9,459 31,137 956.26 9,491 31,326 956.28 9,523 31,517 956.30 9,555 31,707 956.32 9,588 31,899 956.34 9,620 32,091 956.36 9,652 32,284 956.38 9,684 32,477 956.40 9,716 32,671 956.42 9,749 32,866 956.44 9,781 33,061 956.46 9,813 33,257 956.48 9,845 33,453 956.50 9,878 33,651 956.52 9,910 33,848 956.54 9,942 34,047 956.56 9,974 34,246 956.58 10,006 34,446 956.60 10,039 34,646 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 2 -year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 19 Stage -Area -Storage for Pond 20P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 956.62 10,071 34,848 956.64 10,103 35,049 956.66 10,135 35,252 956.68 10,167 35,455 956.70 10,200 35,658 956.72 10,232 35,863 956.74 10,264 36,068 956.76 10,296 36,273 956.78 10,329 36,479 956.80 10,361 36,686 956.82 10,393 36,894 956.84 10,425 37,102 956.86 10,457 37,311 956.88 10,490 37,520 956.90 10,522 37,731 956.92 10,554 37,941 956.94 10,586 38,153 956.96 10,619 38,365 956.98 10,651 38,577 957.00 10,683 38,791 957.02 10,715 39,005 957.04 10,747 39,219 957.06 10,780 39,435 957.08 10,812 39,651 957.10 10,844 39,867 957.12 10,876 40,084 957.14 10,909 40,302 957.16 10,941 40,521 957.18 10,973 40,740 957.20 11,005 40,960 957.22 11,037 41,180 957.24 11,070 41,401 957.26 11,102 41,623 957.28 11,134 41,845 957.30 11,166 42,068 957.32 11,199 42,292 957.34 11,231 42,516 957.36 11,263 42,741 957.38 11,295 42,967 957.40 11,327 43,193 957.42 11,360 43,420 957.44 11,392 43,647 957.46 11,424 43,875 957.48 11,456 44,104 957.50 11,489 44,334 957.52 11,521 44,564 957.54 11,553 44,794 957.56 11,585 45,026 957.58 11,617 45,258 957.60 11,650 45,491 957.62 11,682 45,724 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 957.64 11,714 45,958 957.66 11,746 46,192 957.68 11,778 46,428 957.70 11,811 46,664 957.72 11,843 46,900 957.74 11,875 47,137 957.76 11,907 47,375 957.78 11,940 47,614 957.80 11,972 47,853 957.82 12,004 48,092 957.84 12,036 48,333 957.86 12,068 48,574 957.88 12,101 48,816 957.90 12,133 49,058 957.92 12,165 49,301 957.94 12,197 49,545 957.96 12,230 49,789 957.98 12,262 50,034 958.00 12,294 50,279 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 20 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 3S: Runoff Area=0.438 ac 74.89% Impervious Runoff Depth=3.09" Tc=6.0 min CN=WQ Runoff=2.09 cfs 0.113 of Subcatchment 10S: Runoff Area=5.824 ac 75.00% Impervious Runoff Depth=3.09" Tc=6.0 min CN=WQ Runoff=27.88 cfs 1.499 of Subcatchment 20S: Runoff Area=3.913 ac 75.01% Impervious Runoff Depth=3.09" Tc=6.0 min CN=WQ Runoff=18.73 cfs 1.007 of Reach X: sum to Chelsea Inflow=20.58 cfs 1.426 of Outflow=20.58 cfs 1.426 of Pond 10P: infiltration basin Peak EIev=953.60' Storage=30.878 cf Inflow=27.88 cfs 1.499 of Discarded=0.19 cfs 0.328 of Primary=13.52 cfs 0.733 of Outflow=13.71 cfs 1.060 of Pond 20P: infiltration basin Peak EIev=955.21' Storage=22.184 cf Inflow=18.73 cfs 1.007 of Discarded=0.15 cfs 0.200 of Primary=6.20 cfs 0.581 of Outflow=6.35 cfs 0.781 of Total Runoff Area = 10.175 ac Runoff Volume = 2.619 of Average Runoff Depth = 3.09" 25.00% Pervious = 2.544 ac 75.00% Impervious = 7.631 ac Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 3S: Runoff = 2.09 cfs @ 12.13 hrs, Volume= 0.113 af, Depth= 3.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -year Rainfall=4.22" Area (ac) CN Description 0.328 98 Paved parking, HSG A 0.110 50 >75% Grass cover, Good, HSG A/B 0.438 Weighted Average 0.110 25.11 % Pervious Area 0.328 74.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min TC Subcatchment 3S: Hydrograph MSE 24 -hr 3 10 -year Rainfall=4.22" Runoff Area=0.438 ac Runoff Volume=0.113 of Runoff Depth=3.09" Tc=6.0 m i n CN=WQ 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ❑ Runoff F2 2 N 3 0 LL 1 MSE 24 -hr 3 10 -year Rainfall=4.22" Runoff Area=0.438 ac Runoff Volume=0.113 of Runoff Depth=3.09" Tc=6.0 m i n CN=WQ 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ❑ Runoff Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 22 Summary for Subcatchment 10S: Runoff = 27.88 cfs @ 12.13 hrs, Volume= 1.499 af, Depth= 3.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -year Rainfall=4.22" Area (ac) CN DescriDtion 4.368 98 Paved parking, HSG A 1.456 50 >75% Grass cover, Good, HSG A/B 5.824 Weighted Average 1.456 25.00% Pervious Area 4.368 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min TC Subcatchment 10S: Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Runoff Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 23 Summary for Subcatchment 20S: Runoff = 18.73 cfs @ 12.13 hrs, Volume= 1.007 af, Depth= 3.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -year Rainfall=4.22" Area (ac) CN Description 2.935 98 Paved parking, HSG A 0.978 50 >75% Grass cover, Good, HSG A/B 3.913 Weighted Average 0.978 24.99% Pervious Area 2.935 75.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min TC Subcatchment 20S: Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Runoff Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 24 Summary for Reach X: sum to Chelsea Inflow Area = 10.175 ac, 75.00% Impervious, Inflow Depth = 1.68" for 10 -year event Inflow = 20.58 cfs @ 12.22 hrs, Volume= 1.426 of Outflow = 20.58 cfs @ 12.22 hrs, Volume= 1.426 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs N V 3 0 LL Reach X: sum to Chelsea Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Inflow ■ Outflow Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 25 Summary for Pond 10P: infiltration basin Inflow Area = 5.824 ac, 75.00% Impervious, Inflow Depth = 3.09" for 10 -year event Inflow = 27.88 cfs @ 12.13 hrs, Volume= 1.499 of Outflow = 13.71 cfs @ 12.22 hrs, Volume= 1.060 af, Atten= 51 %, Lag= 5.4 min Discarded = 0.19 cfs @ 12.22 hrs, Volume= 0.328 of Primary = 13.52 cfs @ 12.22 hrs, Volume= 0.733 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 953.60' @ 12.22 hrs Surf.Area= 10,205 sf Storage= 30,878 cf Plug -Flow detention time= 198.1 min calculated for 1.060 of (71 % of inflow) Center -of -Mass det. time= 127.1 min ( 879.3 - 752.2 ) Volume Invert Avail.Storage Storage Description #1 949.60' 59,754 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 949.60 5,437 0 0 950.00 5,835 2,254 2,254 952.00 8,131 13,966 16,220 954.00 10,725 18,856 35,076 956.00 13,953 24,678 59,754 Device Routing Invert Outlet Devices #1 Primary 948.80' 18.0" Round Culvert L= 35.0' Ke= 0.500 Inlet/ Outlet Invert= 948.80'/ 948.60' S=0.0057'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 952.80' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 949.60' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.19 cfs @ 12.22 hrs HW=953.60' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=13.52 cfs @ 12.22 hrs HW=953.60' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 13.52 cfs of 17.12 cfs potential flow) L2=Orifice/Grate (Orifice Controls 13.52 cfs @ 4.30 fps) Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 26 N V 3 0 LL Pond 10P: infiltration basin Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) IInflow outflow Discarded Primary 23007_pr Prepared by Contour Civil Design LLC HvdroCAD® 10.00-26 s/n 05858 © 2020 Hv Big River 445 - proposed conditions MSE 24 -hr 3 10 -year Rainfall=4.22" roCAD Software Solutions LLC Stage -Area -Storage for Pond 10P: infiltration basin Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 949.60 5,437 0 949.62 5,457 109 949.64 5,477 218 949.66 5,497 328 949.68 5,517 438 949.70 5,537 549 949.72 5,556 660 949.74 5,576 771 949.76 5,596 883 949.78 5,616 995 949.80 5,636 1,107 949.82 5,656 1,220 949.84 5,676 1,334 949.86 5,696 1,447 949.88 5,716 1,561 949.90 5,735 1,676 949.92 5,755 1,791 949.94 5,775 1,906 949.96 5,795 2,022 949.98 5,815 2,138 950.00 5,835 2,254 950.02 5,858 2,371 950.04 5,881 2,489 950.06 5,904 2,607 950.08 5,927 2,725 950.10 5,950 2,844 950.12 5,973 2,963 950.14 5,996 3,083 950.16 6,019 3,203 950.18 6,042 3,323 950.20 6,065 3,444 950.22 6,088 3,566 950.24 6,111 3,688 950.26 6,133 3,810 950.28 6,156 3,933 950.30 6,179 4,057 950.32 6,202 4,180 950.34 6,225 4,305 950.36 6,248 4,429 950.38 6,271 4,555 950.40 6,294 4,680 950.42 6,317 4,806 950.44 6,340 4,933 950.46 6,363 5,060 950.48 6,386 5,187 950.50 6,409 5,315 950.52 6,432 5,444 950.54 6,455 5,573 950.56 6,478 5,702 950.58 6,501 5,832 950.60 6,524 5,962 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 950.62 6,547 6,093 950.64 6,570 6,224 950.66 6,593 6,356 950.68 6,616 6,488 950.70 6,639 6,620 950.72 6,662 6,753 950.74 6,685 6,887 950.76 6,707 7,021 950.78 6,730 7,155 950.80 6,753 7,290 950.82 6,776 7,425 950.84 6,799 7,561 950.86 6,822 7,697 950.88 6,845 7,834 950.90 6,868 7,971 950.92 6,891 8,108 950.94 6,914 8,246 950.96 6,937 8,385 950.98 6,960 8,524 951.00 6,983 8,663 951.02 7,006 8,803 951.04 7,029 8,944 951.06 7,052 9,084 951.08 7,075 9,226 951.10 7,098 9,367 951.12 7,121 9,510 951.14 7,144 9,652 951.16 7,167 9,795 951.18 7,190 9,939 951.20 7,213 10,083 951.22 7,236 10,227 951.24 7,259 10,372 951.26 7,281 10,518 951.28 7,304 10,664 951.30 7,327 10,810 951.32 7,350 10,957 951.34 7,373 11,104 951.36 7,396 11,252 951.38 7,419 11,400 951.40 7,442 11,548 951.42 7,465 11,698 951.44 7,488 11,847 951.46 7,511 11,997 951.48 7,534 12,147 951.50 7,557 12,298 951.52 7,580 12,450 951.54 7,603 12,602 951.56 7,626 12,754 951.58 7,649 12,907 951.60 7,672 13,060 951.62 7,695 13,214 Printed 1/5/2024 Paae 27 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 28 Stage -Area -Storage for Pond 10P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 951.64 7,718 13,368 951.66 7,741 13,522 951.68 7,764 13,677 951.70 7,787 13,833 951.72 7,810 13,989 951.74 7,833 14,145 951.76 7,855 14,302 951.78 7,878 14,459 951.80 7,901 14,617 951.82 7,924 14,775 951.84 7,947 14,934 951.86 7,970 15,093 951.88 7,993 15,253 951.90 8,016 15,413 951.92 8,039 15,574 951.94 8,062 15,735 951.96 8,085 15,896 951.98 8,108 16,058 952.00 8,131 16,220 952.02 8,157 16,383 952.04 8,183 16,547 952.06 8,209 16,711 952.08 8,235 16,875 952.10 8,261 17,040 952.12 8,287 17,205 952.14 8,313 17,371 952.16 8,339 17,538 952.18 8,364 17,705 952.20 8,390 17,873 952.22 8,416 18,041 952.24 8,442 18,209 952.26 8,468 18,378 952.28 8,494 18,548 952.30 8,520 18,718 952.32 8,546 18,889 952.34 8,572 19,060 952.36 8,598 19,232 952.38 8,624 19,404 952.40 8,650 19,577 952.42 8,676 19,750 952.44 8,702 19,924 952.46 8,728 20,098 952.48 8,754 20,273 952.50 8,780 20,448 952.52 8,805 20,624 952.54 8,831 20,800 952.56 8,857 20,977 952.58 8,883 21,155 952.60 8,909 21,332 952.62 8,935 21,511 952.64 8,961 21,690 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 952.66 8,987 21,869 952.68 9,013 22,049 952.70 9,039 22,230 952.72 9,065 22,411 952.74 9,091 22,592 952.76 9,117 22,775 952.78 9,143 22,957 952.80 9,169 23,140 952.82 9,195 23,324 952.84 9,220 23,508 952.86 9,246 23,693 952.88 9,272 23,878 952.90 9,298 24,064 952.92 9,324 24,250 952.94 9,350 24,437 952.96 9,376 24,624 952.98 9,402 24,812 953.00 9,428 25,000 953.02 9,454 25,189 953.04 9,480 25,378 953.06 9,506 25,568 953.08 9,532 25,758 953.10 9,558 25,949 953.12 9,584 26,141 953.14 9,610 26,333 953.16 9,636 26,525 953.18 9,661 26,718 953.20 9,687 26,911 953.22 9,713 27,105 953.24 9,739 27,300 953.26 9,765 27,495 953.28 9,791 27,691 953.30 9,817 27,887 953.32 9,843 28,083 953.34 9,869 28,280 953.36 9,895 28,478 953.38 9,921 28,676 953.40 9,947 28,875 953.42 9,973 29,074 953.44 9,999 29,274 953.46 10,025 29,474 953.48 10,051 29,675 953.50 10,077 29,876 953.52 10,102 30,078 953.54 10,128 30,280 953.56 10,154 30,483 953.58 10,180 30,686 953.60 10,206 30,890 953.62 10,232 31,095 953.64 10,258 31,299 953.66 10,284 31,505 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 29 Stage -Area -Storage for Pond 10P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 953.68 10,310 31,711 953.70 10,336 31,917 953.72 10,362 32,124 953.74 10,388 32,332 953.76 10,414 32,540 953.78 10,440 32,748 953.80 10,466 32,957 953.82 10,492 33,167 953.84 10,517 33,377 953.86 10,543 33,588 953.88 10,569 33,799 953.90 10,595 34,010 953.92 10,621 34,223 953.94 10,647 34,435 953.96 10,673 34,648 953.98 10,699 34,862 954.00 10,725 35,076 954.02 10,757 35,291 954.04 10,790 35,507 954.06 10,822 35,723 954.08 10,854 35,940 954.10 10,886 36,157 954.12 10,919 36,375 954.14 10,951 36,594 954.16 10,983 36,813 954.18 11,016 37,033 954.20 11,048 37,254 954.22 11,080 37,475 954.24 11,112 37,697 954.26 11,145 37,919 954.28 11,177 38,143 954.30 11,209 38,367 954.32 11,241 38,591 954.34 11,274 38,816 954.36 11,306 39,042 954.38 11,338 39,268 954.40 11,371 39,496 954.42 11,403 39,723 954.44 11,435 39,952 954.46 11,467 40,181 954.48 11,500 40,410 954.50 11,532 40,641 954.52 11,564 40,872 954.54 11,597 41,103 954.56 11,629 41,335 954.58 11,661 41,568 954.60 11,693 41,802 954.62 11,726 42,036 954.64 11,758 42,271 954.66 11,790 42,506 954.68 11,823 42,743 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.70 11,855 42,979 954.72 11,887 43,217 954.74 11,919 43,455 954.76 11,952 43,694 954.78 11,984 43,933 954.80 12,016 44,173 954.82 12,048 44,414 954.84 12,081 44,655 954.86 12,113 44,897 954.88 12,145 45,139 954.90 12,178 45,383 954.92 12,210 45,626 954.94 12,242 45,871 954.96 12,274 46,116 954.98 12,307 46,362 955.00 12,339 46,608 955.02 12,371 46,856 955.04 12,404 47,103 955.06 12,436 47,352 955.08 12,468 47,601 955.10 12,500 47,850 955.12 12,533 48,101 955.14 12,565 48,352 955.16 12,597 48,603 955.18 12,630 48,856 955.20 12,662 49,108 955.22 12,694 49,362 955.24 12,726 49,616 955.26 12,759 49,871 955.28 12,791 50,127 955.30 12,823 50,383 955.32 12,855 50,640 955.34 12,888 50,897 955.36 12,920 51,155 955.38 12,952 51,414 955.40 12,985 51,673 955.42 13,017 51,933 955.44 13,049 52,194 955.46 13,081 52,455 955.48 13,114 52,717 955.50 13,146 52,980 955.52 13,178 53,243 955.54 13,211 53,507 955.56 13,243 53,771 955.58 13,275 54,036 955.60 13,307 54,302 955.62 13,340 54,569 955.64 13,372 54,836 955.66 13,404 55,104 955.68 13,437 55,372 955.70 13,469 55,641 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 30 Stage -Area -Storage for Pond 10P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.72 13,501 55,911 955.74 13,533 56,181 955.76 13,566 56,452 955.78 13,598 56,724 955.80 13,630 56,996 955.82 13,662 57,269 955.84 13,695 57,543 955.86 13,727 57,817 955.88 13,759 58,092 955.90 13,792 58,367 955.92 13,824 58,643 955.94 13,856 58,920 955.96 13,888 59,198 955.98 13,921 59,476 956.00 13,953 59,754 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 31 Summary for Pond 20P: infiltration basin Inflow Area = 3.913 ac, 75.01% Impervious, Inflow Depth = 3.09" for 10 -year event Inflow = 18.73 cfs @ 12.13 hrs, Volume= 1.007 of Outflow = 6.35 cfs @ 12.27 hrs, Volume= 0.781 af, Atten= 66%, Lag= 8.6 min Discarded = 0.15 cfs @ 12.27 hrs, Volume= 0.200 of Primary = 6.20 cfs @ 12.27 hrs, Volume= 0.581 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 955.21' @ 12.27 hrs Surf.Area= 7,909 sf Storage= 22,184 cf Plug -Flow detention time= 197.3 min calculated for 0.781 of (78% of inflow) Center -of -Mass det. time= 133.2 min ( 885.4 - 752.2 ) Volume Invert Avail.Storage Storage Description #1 950.50' 50,279 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 950.50 1,776 0 0 952.00 3,563 4,004 4,004 954.00 6,137 9,700 13,704 956.00 9,072 15,209 28,913 958.00 12,294 21,366 50,279 Device Routing Invert Outlet Devices #1 Primary 953.70' 18.0" Round Culvert L= 298.0' Ke= 0.500 Inlet/ Outlet Invert= 953.70'/ 952.40' S=0.0044'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Discarded 950.50' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.15 cfs @ 12.27 hrs HW=955.21' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=6.20 cfs @ 12.27 hrs HW=955.21' TW=0.00' (Dynamic Tailwater) 't--1 =Culvert (Barrel Controls 6.20 cfs @ 4.34 fps) Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 32 Pond 20P: infiltration basin N V 3 0 LL Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) IInflowOutflowDiscardedPrimary Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 33 Stage -Area -Storage for Pond 20P: infiltration basin Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 950.50 1,776 0 950.52 1,800 36 950.54 1,824 72 950.56 1,847 109 950.58 1,871 146 950.60 1,895 184 950.62 1,919 222 950.64 1,943 260 950.66 1,967 299 950.68 1,990 339 950.70 2,014 379 950.72 2,038 420 950.74 2,062 461 950.76 2,086 502 950.78 2,110 544 950.80 2,133 586 950.82 2,157 629 950.84 2,181 673 950.86 2,205 717 950.88 2,229 761 950.90 2,253 806 950.92 2,276 851 950.94 2,300 897 950.96 2,324 943 950.98 2,348 990 951.00 2,372 1,037 951.02 2,395 1,085 951.04 2,419 1,133 951.06 2,443 1,181 951.08 2,467 1,230 951.10 2,491 1,280 951.12 2,515 1,330 951.14 2,538 1,381 951.16 2,562 1,432 951.18 2,586 1,483 951.20 2,610 1,535 951.22 2,634 1,588 951.24 2,658 1,640 951.26 2,681 1,694 951.28 2,705 1,748 951.30 2,729 1,802 951.32 2,753 1,857 951.34 2,777 1,912 951.36 2,801 1,968 951.38 2,824 2,024 951.40 2,848 2,081 951.42 2,872 2,138 951.44 2,896 2,196 951.46 2,920 2,254 951.48 2,944 2,313 951.50 2,967 2,372 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 951.52 2,991 2,431 951.54 3,015 2,491 951.56 3,039 2,552 951.58 3,063 2,613 951.60 3,086 2,674 951.62 3,110 2,736 951.64 3,134 2,799 951.66 3,158 2,862 951.68 3,182 2,925 951.70 3,206 2,989 951.72 3,229 3,053 951.74 3,253 3,118 951.76 3,277 3,183 951.78 3,301 3,249 951.80 3,325 3,315 951.82 3,349 3,382 951.84 3,372 3,449 951.86 3,396 3,517 951.88 3,420 3,585 951.90 3,444 3,654 951.92 3,468 3,723 951.94 3,492 3,793 951.96 3,515 3,863 951.98 3,539 3,933 952.00 3,563 4,004 952.02 3,589 4,076 952.04 3,614 4,148 952.06 3,640 4,220 952.08 3,666 4,293 952.10 3,692 4,367 952.12 3,717 4,441 952.14 3,743 4,516 952.16 3,769 4,591 952.18 3,795 4,666 952.20 3,820 4,743 952.22 3,846 4,819 952.24 3,872 4,896 952.26 3,898 4,974 952.28 3,923 5,052 952.30 3,949 5,131 952.32 3,975 5,210 952.34 4,001 5,290 952.36 4,026 5,370 952.38 4,052 5,451 952.40 4,078 5,532 952.42 4,104 5,614 952.44 4,129 5,697 952.46 4,155 5,779 952.48 4,181 5,863 952.50 4,207 5,947 952.52 4,232 6,031 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 34 Stage -Area -Storage for Pond 20P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 952.54 4,258 6,116 952.56 4,284 6,201 952.58 4,309 6,287 952.60 4,335 6,374 952.62 4,361 6,461 952.64 4,387 6,548 952.66 4,412 6,636 952.68 4,438 6,725 952.70 4,464 6,814 952.72 4,490 6,903 952.74 4,515 6,993 952.76 4,541 7,084 952.78 4,567 7,175 952.80 4,593 7,266 952.82 4,618 7,359 952.84 4,644 7,451 952.86 4,670 7,544 952.88 4,696 7,638 952.90 4,721 7,732 952.92 4,747 7,827 952.94 4,773 7,922 952.96 4,799 8,018 952.98 4,824 8,114 953.00 4,850 8,211 953.02 4,876 8,308 953.04 4,901 8,406 953.06 4,927 8,504 953.08 4,953 8,603 953.10 4,979 8,702 953.12 5,004 8,802 953.14 5,030 8,902 953.16 5,056 9,003 953.18 5,082 9,105 953.20 5,107 9,206 953.22 5,133 9,309 953.24 5,159 9,412 953.26 5,185 9,515 953.28 5,210 9,619 953.30 5,236 9,724 953.32 5,262 9,829 953.34 5,288 9,934 953.36 5,313 10,040 953.38 5,339 10,147 953.40 5,365 10,254 953.42 5,391 10,361 953.44 5,416 10,469 953.46 5,442 10,578 953.48 5,468 10,687 953.50 5,494 10,797 953.52 5,519 10,907 953.54 5,545 11,017 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 953.56 5,571 11,129 953.58 5,596 11,240 953.60 5,622 11,352 953.62 5,648 11,465 953.64 5,674 11,578 953.66 5,699 11,692 953.68 5,725 11,806 953.70 5,751 11,921 953.72 5,777 12,036 953.74 5,802 12,152 953.76 5,828 12,268 953.78 5,854 12,385 953.80 5,880 12,503 953.82 5,905 12,620 953.84 5,931 12,739 953.86 5,957 12,858 953.88 5,983 12,977 953.90 6,008 13,097 953.92 6,034 13,217 953.94 6,060 13,338 953.96 6,086 13,460 953.98 6,111 13,582 954.00 6,137 13,704 954.02 6,166 13,827 954.04 6,196 13,951 954.06 6,225 14,075 954.08 6,254 14,200 954.10 6,284 14,325 954.12 6,313 14,451 954.14 6,342 14,578 954.16 6,372 14,705 954.18 6,401 14,833 954.20 6,431 14,961 954.22 6,460 15,090 954.24 6,489 15,219 954.26 6,519 15,349 954.28 6,548 15,480 954.30 6,577 15,611 954.32 6,607 15,743 954.34 6,636 15,876 954.36 6,665 16,009 954.38 6,695 16,142 954.40 6,724 16,276 954.42 6,753 16,411 954.44 6,783 16,547 954.46 6,812 16,683 954.48 6,841 16,819 954.50 6,871 16,956 954.52 6,900 17,094 954.54 6,929 17,232 954.56 6,959 17,371 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 35 Stage -Area -Storage for Pond 20P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.58 6,988 17,511 954.60 7,018 17,651 954.62 7,047 17,791 954.64 7,076 17,932 954.66 7,106 18,074 954.68 7,135 18,217 954.70 7,164 18,360 954.72 7,194 18,503 954.74 7,223 18,647 954.76 7,252 18,792 954.78 7,282 18,938 954.80 7,311 19,083 954.82 7,340 19,230 954.84 7,370 19,377 954.86 7,399 19,525 954.88 7,428 19,673 954.90 7,458 19,822 954.92 7,487 19,971 954.94 7,516 20,121 954.96 7,546 20,272 954.98 7,575 20,423 955.00 7,605 20,575 955.02 7,634 20,727 955.04 7,663 20,880 955.06 7,693 21,034 955.08 7,722 21,188 955.10 7,751 21,343 955.12 7,781 21,498 955.14 7,810 21,654 955.16 7,839 21,811 955.18 7,869 21,968 955.20 7,898 22,125 955.22 7,927 22,284 955.24 7,957 22,442 955.26 7,986 22,602 955.28 8,015 22,762 955.30 8,045 22,922 955.32 8,074 23,084 955.34 8,103 23,245 955.36 8,133 23,408 955.38 8,162 23,571 955.40 8,191 23,734 955.42 8,221 23,898 955.44 8,250 24,063 955.46 8,280 24,228 955.48 8,309 24,394 955.50 8,338 24,561 955.52 8,368 24,728 955.54 8,397 24,895 955.56 8,426 25,064 955.58 8,456 25,232 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.60 8,485 25,402 955.62 8,514 25,572 955.64 8,544 25,742 955.66 8,573 25,914 955.68 8,602 26,085 955.70 8,632 26,258 955.72 8,661 26,431 955.74 8,690 26,604 955.76 8,720 26,778 955.78 8,749 26,953 955.80 8,778 27,128 955.82 8,808 27,304 955.84 8,837 27,481 955.86 8,867 27,658 955.88 8,896 27,835 955.90 8,925 28,013 955.92 8,955 28,192 955.94 8,984 28,372 955.96 9,013 28,552 955.98 9,043 28,732 956.00 9,072 28,913 956.02 9,104 29,095 956.04 9,136 29,277 956.06 9,169 29,460 956.08 9,201 29,644 956.10 9,233 29,829 956.12 9,265 30,013 956.14 9,298 30,199 956.16 9,330 30,385 956.18 9,362 30,572 956.20 9,394 30,760 956.22 9,426 30,948 956.24 9,459 31,137 956.26 9,491 31,326 956.28 9,523 31,517 956.30 9,555 31,707 956.32 9,588 31,899 956.34 9,620 32,091 956.36 9,652 32,284 956.38 9,684 32,477 956.40 9,716 32,671 956.42 9,749 32,866 956.44 9,781 33,061 956.46 9,813 33,257 956.48 9,845 33,453 956.50 9,878 33,651 956.52 9,910 33,848 956.54 9,942 34,047 956.56 9,974 34,246 956.58 10,006 34,446 956.60 10,039 34,646 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 10 -year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 36 Stage -Area -Storage for Pond 20P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 956.62 10,071 34,848 956.64 10,103 35,049 956.66 10,135 35,252 956.68 10,167 35,455 956.70 10,200 35,658 956.72 10,232 35,863 956.74 10,264 36,068 956.76 10,296 36,273 956.78 10,329 36,479 956.80 10,361 36,686 956.82 10,393 36,894 956.84 10,425 37,102 956.86 10,457 37,311 956.88 10,490 37,520 956.90 10,522 37,731 956.92 10,554 37,941 956.94 10,586 38,153 956.96 10,619 38,365 956.98 10,651 38,577 957.00 10,683 38,791 957.02 10,715 39,005 957.04 10,747 39,219 957.06 10,780 39,435 957.08 10,812 39,651 957.10 10,844 39,867 957.12 10,876 40,084 957.14 10,909 40,302 957.16 10,941 40,521 957.18 10,973 40,740 957.20 11,005 40,960 957.22 11,037 41,180 957.24 11,070 41,401 957.26 11,102 41,623 957.28 11,134 41,845 957.30 11,166 42,068 957.32 11,199 42,292 957.34 11,231 42,516 957.36 11,263 42,741 957.38 11,295 42,967 957.40 11,327 43,193 957.42 11,360 43,420 957.44 11,392 43,647 957.46 11,424 43,875 957.48 11,456 44,104 957.50 11,489 44,334 957.52 11,521 44,564 957.54 11,553 44,794 957.56 11,585 45,026 957.58 11,617 45,258 957.60 11,650 45,491 957.62 11,682 45,724 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 957.64 11,714 45,958 957.66 11,746 46,192 957.68 11,778 46,428 957.70 11,811 46,664 957.72 11,843 46,900 957.74 11,875 47,137 957.76 11,907 47,375 957.78 11,940 47,614 957.80 11,972 47,853 957.82 12,004 48,092 957.84 12,036 48,333 957.86 12,068 48,574 957.88 12,101 48,816 957.90 12,133 49,058 957.92 12,165 49,301 957.94 12,197 49,545 957.96 12,230 49,789 957.98 12,262 50,034 958.00 12,294 50,279 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 37 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 3S: Runoff Area=0.438 ac 74.89% Impervious Runoff Depth=5.38" Tc=6.0 min CN=WQ Runoff=3.68 cfs 0.197 of Subcatchment 10S: Runoff Area=5.824 ac 75.00% Impervious Runoff Depth=5.39" Tc=6.0 min CN=WQ Runoff=48.93 cfs 2.616 of Subcatchment 20S: Runoff Area=3.913 ac 75.01% Impervious Runoff Depth=5.39" Tc=6.0 min CN=WQ Runoff=32.87 cfs 1.758 of Reach X: sum to Chelsea Inflow=30.76 cfs 3.320 of Outflow=30.76 cfs 3.320 of Pond 10P: infiltration basin Peak Elev=954.91' Storage=45.515 cf Inflow=48.93 cfs 2.616 of Discarded=0.23 cfs 0.347 of Primary=19.70 cfs 1.819 of Outflow=19.93 cfs 2.167 of Pond 20P: infiltration basin Peak Elev=956.65' Storage=35.113 cf Inflow=32.87 cfs 1.758 of Discarded=0.19 cfs 0.219 of Primary=8.91 cfs 1.304 of Outflow=9.10 cfs 1.523 of Total Runoff Area = 10.175 ac Runoff Volume = 4.570 of Average Runoff Depth = 5.39" 25.00% Pervious = 2.544 ac 75.00% Impervious = 7.631 ac Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 3S: Runoff = 3.68 cfs @ 12.13 hrs, Volume= 0.197 af, Depth= 5.38" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -year Rainfall=6.89" Area (ac) CN Description 0.328 98 Paved parking, HSG A 0.110 50 >75% Grass cover, Good, HSG A/B 0.438 Weighted Average 0.110 25.11 % Pervious Area 0.328 74.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min TC 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ❑ Runoff Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 @2020 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 10S: Runoff = 48.93 cfs @ 12.13 hrs, Volume= 2.616 af, Depth= 5.39" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -year Rainfall=6.89" Area (ac) CN Description 4.368 98 Paved parking, HSG A 1.456 50 >75% Grass cover, Good, HSG A/B 5.824 Weighted Average 1.456 25.00% Pervious Area 4.368 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min TC N V 3 0 LL ■ Runoff Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 @2020 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 20S: Runoff = 32.87 cfs @ 12.13 hrs, Volume= 1.758 af, Depth= 5.39" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -year Rainfall=6.89" Area (ac) CN Description 2.935 98 Paved parking, HSG A 0.978 50 >75% Grass cover, Good, HSG A/B 3.913 Weighted Average 0.978 24.99% Pervious Area 2.935 75.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min TC Subcatchment 20S: Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Runoff Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 41 Summary for Reach X: sum to Chelsea Inflow Area = 10.175 ac, 75.00% Impervious, Inflow Depth = 3.92" for 100 -year event Inflow = 30.76 cfs @ 12.16 hrs, Volume= 3.320 of Outflow = 30.76 cfs @ 12.16 hrs, Volume= 3.320 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Reach X: sum to Chelsea Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 17 Inflow ❑ Outflow Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 42 Summary for Pond 10P: infiltration basin Inflow Area = 5.824 ac, 75.00% Impervious, Inflow Depth = 5.39" for 100 -year event Inflow = 48.93 cfs @ 12.13 hrs, Volume= 2.616 of Outflow = 19.93 cfs @ 12.25 hrs, Volume= 2.167 af, Atten= 59%, Lag= 7.0 min Discarded = 0.23 cfs @ 12.25 hrs, Volume= 0.347 of Primary = 19.70 cfs @ 12.25 hrs, Volume= 1.819 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 954.91' @ 12.25 hrs Surf.Area= 12,195 sf Storage= 45,515 cf Plug -Flow detention time= 141.5 min calculated for 2.167 of (83% of inflow) Center -of -Mass det. time= 83.8 min ( 832.6 - 748.8 ) Volume Invert Avail.Storage Storage Description #1 949.60' 59,754 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 949.60 5,437 0 0 950.00 5,835 2,254 2,254 952.00 8,131 13,966 16,220 954.00 10,725 18,856 35,076 956.00 13,953 24,678 59,754 Device Routing Invert Outlet Devices #1 Primary 948.80' 18.0" Round Culvert L= 35.0' Ke= 0.500 Inlet/ Outlet Invert= 948.80'/ 948.60' S=0.0057'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 952.80' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 949.60' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.23 cfs @ 12.25 hrs HW=954.91' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.23 cfs) Primary OutFlow Max=19.70 cfs @ 12.25 hrs HW=954.91' TW=0.00' (Dynamic Tailwater) L1=Culvert (Inlet Controls 19.70 cfs @ 11.15 fps) L2=Orifice/Grate (Passes 19.70 cfs of 21.97 cfs potential flow) Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 43 N V 3 0 LL Pond 10P: infiltration basin Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) IInflow outflow Discarded Primary 23007_pr Prepared by Contour Civil Design LLC HvdroCAD® 10.00-26 s/n 05858 © 2020 Hv Big River 445 - proposed conditions MSE 24 -hr 3 100 -year Rainfall=6.89" roCAD Software Solutions LLC Stage -Area -Storage for Pond 10P: infiltration basin Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 949.60 5,437 0 949.62 5,457 109 949.64 5,477 218 949.66 5,497 328 949.68 5,517 438 949.70 5,537 549 949.72 5,556 660 949.74 5,576 771 949.76 5,596 883 949.78 5,616 995 949.80 5,636 1,107 949.82 5,656 1,220 949.84 5,676 1,334 949.86 5,696 1,447 949.88 5,716 1,561 949.90 5,735 1,676 949.92 5,755 1,791 949.94 5,775 1,906 949.96 5,795 2,022 949.98 5,815 2,138 950.00 5,835 2,254 950.02 5,858 2,371 950.04 5,881 2,489 950.06 5,904 2,607 950.08 5,927 2,725 950.10 5,950 2,844 950.12 5,973 2,963 950.14 5,996 3,083 950.16 6,019 3,203 950.18 6,042 3,323 950.20 6,065 3,444 950.22 6,088 3,566 950.24 6,111 3,688 950.26 6,133 3,810 950.28 6,156 3,933 950.30 6,179 4,057 950.32 6,202 4,180 950.34 6,225 4,305 950.36 6,248 4,429 950.38 6,271 4,555 950.40 6,294 4,680 950.42 6,317 4,806 950.44 6,340 4,933 950.46 6,363 5,060 950.48 6,386 5,187 950.50 6,409 5,315 950.52 6,432 5,444 950.54 6,455 5,573 950.56 6,478 5,702 950.58 6,501 5,832 950.60 6,524 5,962 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 950.62 6,547 6,093 950.64 6,570 6,224 950.66 6,593 6,356 950.68 6,616 6,488 950.70 6,639 6,620 950.72 6,662 6,753 950.74 6,685 6,887 950.76 6,707 7,021 950.78 6,730 7,155 950.80 6,753 7,290 950.82 6,776 7,425 950.84 6,799 7,561 950.86 6,822 7,697 950.88 6,845 7,834 950.90 6,868 7,971 950.92 6,891 8,108 950.94 6,914 8,246 950.96 6,937 8,385 950.98 6,960 8,524 951.00 6,983 8,663 951.02 7,006 8,803 951.04 7,029 8,944 951.06 7,052 9,084 951.08 7,075 9,226 951.10 7,098 9,367 951.12 7,121 9,510 951.14 7,144 9,652 951.16 7,167 9,795 951.18 7,190 9,939 951.20 7,213 10,083 951.22 7,236 10,227 951.24 7,259 10,372 951.26 7,281 10,518 951.28 7,304 10,664 951.30 7,327 10,810 951.32 7,350 10,957 951.34 7,373 11,104 951.36 7,396 11,252 951.38 7,419 11,400 951.40 7,442 11,548 951.42 7,465 11,698 951.44 7,488 11,847 951.46 7,511 11,997 951.48 7,534 12,147 951.50 7,557 12,298 951.52 7,580 12,450 951.54 7,603 12,602 951.56 7,626 12,754 951.58 7,649 12,907 951.60 7,672 13,060 951.62 7,695 13,214 Printed 1/5/2024 Paae 44 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 45 Stage -Area -Storage for Pond 10P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 951.64 7,718 13,368 951.66 7,741 13,522 951.68 7,764 13,677 951.70 7,787 13,833 951.72 7,810 13,989 951.74 7,833 14,145 951.76 7,855 14,302 951.78 7,878 14,459 951.80 7,901 14,617 951.82 7,924 14,775 951.84 7,947 14,934 951.86 7,970 15,093 951.88 7,993 15,253 951.90 8,016 15,413 951.92 8,039 15,574 951.94 8,062 15,735 951.96 8,085 15,896 951.98 8,108 16,058 952.00 8,131 16,220 952.02 8,157 16,383 952.04 8,183 16,547 952.06 8,209 16,711 952.08 8,235 16,875 952.10 8,261 17,040 952.12 8,287 17,205 952.14 8,313 17,371 952.16 8,339 17,538 952.18 8,364 17,705 952.20 8,390 17,873 952.22 8,416 18,041 952.24 8,442 18,209 952.26 8,468 18,378 952.28 8,494 18,548 952.30 8,520 18,718 952.32 8,546 18,889 952.34 8,572 19,060 952.36 8,598 19,232 952.38 8,624 19,404 952.40 8,650 19,577 952.42 8,676 19,750 952.44 8,702 19,924 952.46 8,728 20,098 952.48 8,754 20,273 952.50 8,780 20,448 952.52 8,805 20,624 952.54 8,831 20,800 952.56 8,857 20,977 952.58 8,883 21,155 952.60 8,909 21,332 952.62 8,935 21,511 952.64 8,961 21,690 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 952.66 8,987 21,869 952.68 9,013 22,049 952.70 9,039 22,230 952.72 9,065 22,411 952.74 9,091 22,592 952.76 9,117 22,775 952.78 9,143 22,957 952.80 9,169 23,140 952.82 9,195 23,324 952.84 9,220 23,508 952.86 9,246 23,693 952.88 9,272 23,878 952.90 9,298 24,064 952.92 9,324 24,250 952.94 9,350 24,437 952.96 9,376 24,624 952.98 9,402 24,812 953.00 9,428 25,000 953.02 9,454 25,189 953.04 9,480 25,378 953.06 9,506 25,568 953.08 9,532 25,758 953.10 9,558 25,949 953.12 9,584 26,141 953.14 9,610 26,333 953.16 9,636 26,525 953.18 9,661 26,718 953.20 9,687 26,911 953.22 9,713 27,105 953.24 9,739 27,300 953.26 9,765 27,495 953.28 9,791 27,691 953.30 9,817 27,887 953.32 9,843 28,083 953.34 9,869 28,280 953.36 9,895 28,478 953.38 9,921 28,676 953.40 9,947 28,875 953.42 9,973 29,074 953.44 9,999 29,274 953.46 10,025 29,474 953.48 10,051 29,675 953.50 10,077 29,876 953.52 10,102 30,078 953.54 10,128 30,280 953.56 10,154 30,483 953.58 10,180 30,686 953.60 10,206 30,890 953.62 10,232 31,095 953.64 10,258 31,299 953.66 10,284 31,505 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 46 Stage -Area -Storage for Pond 10P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 953.68 10,310 31,711 953.70 10,336 31,917 953.72 10,362 32,124 953.74 10,388 32,332 953.76 10,414 32,540 953.78 10,440 32,748 953.80 10,466 32,957 953.82 10,492 33,167 953.84 10,517 33,377 953.86 10,543 33,588 953.88 10,569 33,799 953.90 10,595 34,010 953.92 10,621 34,223 953.94 10,647 34,435 953.96 10,673 34,648 953.98 10,699 34,862 954.00 10,725 35,076 954.02 10,757 35,291 954.04 10,790 35,507 954.06 10,822 35,723 954.08 10,854 35,940 954.10 10,886 36,157 954.12 10,919 36,375 954.14 10,951 36,594 954.16 10,983 36,813 954.18 11,016 37,033 954.20 11,048 37,254 954.22 11,080 37,475 954.24 11,112 37,697 954.26 11,145 37,919 954.28 11,177 38,143 954.30 11,209 38,367 954.32 11,241 38,591 954.34 11,274 38,816 954.36 11,306 39,042 954.38 11,338 39,268 954.40 11,371 39,496 954.42 11,403 39,723 954.44 11,435 39,952 954.46 11,467 40,181 954.48 11,500 40,410 954.50 11,532 40,641 954.52 11,564 40,872 954.54 11,597 41,103 954.56 11,629 41,335 954.58 11,661 41,568 954.60 11,693 41,802 954.62 11,726 42,036 954.64 11,758 42,271 954.66 11,790 42,506 954.68 11,823 42,743 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.70 11,855 42,979 954.72 11,887 43,217 954.74 11,919 43,455 954.76 11,952 43,694 954.78 11,984 43,933 954.80 12,016 44,173 954.82 12,048 44,414 954.84 12,081 44,655 954.86 12,113 44,897 954.88 12,145 45,139 954.90 12,178 45,383 954.92 12,210 45,626 954.94 12,242 45,871 954.96 12,274 46,116 954.98 12,307 46,362 955.00 12,339 46,608 955.02 12,371 46,856 955.04 12,404 47,103 955.06 12,436 47,352 955.08 12,468 47,601 955.10 12,500 47,850 955.12 12,533 48,101 955.14 12,565 48,352 955.16 12,597 48,603 955.18 12,630 48,856 955.20 12,662 49,108 955.22 12,694 49,362 955.24 12,726 49,616 955.26 12,759 49,871 955.28 12,791 50,127 955.30 12,823 50,383 955.32 12,855 50,640 955.34 12,888 50,897 955.36 12,920 51,155 955.38 12,952 51,414 955.40 12,985 51,673 955.42 13,017 51,933 955.44 13,049 52,194 955.46 13,081 52,455 955.48 13,114 52,717 955.50 13,146 52,980 955.52 13,178 53,243 955.54 13,211 53,507 955.56 13,243 53,771 955.58 13,275 54,036 955.60 13,307 54,302 955.62 13,340 54,569 955.64 13,372 54,836 955.66 13,404 55,104 955.68 13,437 55,372 955.70 13,469 55,641 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 47 Stage -Area -Storage for Pond 10P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.72 13,501 55,911 955.74 13,533 56,181 955.76 13,566 56,452 955.78 13,598 56,724 955.80 13,630 56,996 955.82 13,662 57,269 955.84 13,695 57,543 955.86 13,727 57,817 955.88 13,759 58,092 955.90 13,792 58,367 955.92 13,824 58,643 955.94 13,856 58,920 955.96 13,888 59,198 955.98 13,921 59,476 956.00 13,953 59,754 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 48 Summary for Pond 20P: infiltration basin Inflow Area = 3.913 ac, 75.01% Impervious, Inflow Depth = 5.39" for 100 -year event Inflow = 32.87 cfs @ 12.13 hrs, Volume= 1.758 of Outflow = 9.10 cfs @ 12.31 hrs, Volume= 1.523 af, Atten= 72%, Lag= 11.0 min Discarded = 0.19 cfs @ 12.31 hrs, Volume= 0.219 of Primary = 8.91 cfs @ 12.31 hrs, Volume= 1.304 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 956.65' @ 12.31 hrs Surf.Area= 10,113 sf Storage= 35,113 cf Plug -Flow detention time= 149.4 min calculated for 1.523 of (87% of inflow) Center -of -Mass det. time= 99.0 min ( 847.8 - 748.8 ) Volume Invert Avail.Storage Storage Description #1 950.50' 50,279 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 950.50 1,776 0 0 952.00 3,563 4,004 4,004 954.00 6,137 9,700 13,704 956.00 9,072 15,209 28,913 958.00 12,294 21,366 50,279 Device Routing Invert Outlet Devices #1 Primary 953.70' 18.0" Round Culvert L= 298.0' Ke= 0.500 Inlet/ Outlet Invert= 953.70'/ 952.40' S=0.0044'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Discarded 950.50' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.01' Discarded OutFlow Max=0.19 cfs @ 12.31 hrs HW=956.65' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=8.91 cfs @ 12.31 hrs HW=956.65' TW=0.00' (Dynamic Tailwater) L1=Culvert (Barrel Controls 8.91 cfs @ 5.04 fps) Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 49 N V 3 0 LL Pond 20P: infiltration basin Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Inflow ■ outflow ■ Discarded ■ Primary Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 50 Stage -Area -Storage for Pond 20P: infiltration basin Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 950.50 1,776 0 950.52 1,800 36 950.54 1,824 72 950.56 1,847 109 950.58 1,871 146 950.60 1,895 184 950.62 1,919 222 950.64 1,943 260 950.66 1,967 299 950.68 1,990 339 950.70 2,014 379 950.72 2,038 420 950.74 2,062 461 950.76 2,086 502 950.78 2,110 544 950.80 2,133 586 950.82 2,157 629 950.84 2,181 673 950.86 2,205 717 950.88 2,229 761 950.90 2,253 806 950.92 2,276 851 950.94 2,300 897 950.96 2,324 943 950.98 2,348 990 951.00 2,372 1,037 951.02 2,395 1,085 951.04 2,419 1,133 951.06 2,443 1,181 951.08 2,467 1,230 951.10 2,491 1,280 951.12 2,515 1,330 951.14 2,538 1,381 951.16 2,562 1,432 951.18 2,586 1,483 951.20 2,610 1,535 951.22 2,634 1,588 951.24 2,658 1,640 951.26 2,681 1,694 951.28 2,705 1,748 951.30 2,729 1,802 951.32 2,753 1,857 951.34 2,777 1,912 951.36 2,801 1,968 951.38 2,824 2,024 951.40 2,848 2,081 951.42 2,872 2,138 951.44 2,896 2,196 951.46 2,920 2,254 951.48 2,944 2,313 951.50 2,967 2,372 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 951.52 2,991 2,431 951.54 3,015 2,491 951.56 3,039 2,552 951.58 3,063 2,613 951.60 3,086 2,674 951.62 3,110 2,736 951.64 3,134 2,799 951.66 3,158 2,862 951.68 3,182 2,925 951.70 3,206 2,989 951.72 3,229 3,053 951.74 3,253 3,118 951.76 3,277 3,183 951.78 3,301 3,249 951.80 3,325 3,315 951.82 3,349 3,382 951.84 3,372 3,449 951.86 3,396 3,517 951.88 3,420 3,585 951.90 3,444 3,654 951.92 3,468 3,723 951.94 3,492 3,793 951.96 3,515 3,863 951.98 3,539 3,933 952.00 3,563 4,004 952.02 3,589 4,076 952.04 3,614 4,148 952.06 3,640 4,220 952.08 3,666 4,293 952.10 3,692 4,367 952.12 3,717 4,441 952.14 3,743 4,516 952.16 3,769 4,591 952.18 3,795 4,666 952.20 3,820 4,743 952.22 3,846 4,819 952.24 3,872 4,896 952.26 3,898 4,974 952.28 3,923 5,052 952.30 3,949 5,131 952.32 3,975 5,210 952.34 4,001 5,290 952.36 4,026 5,370 952.38 4,052 5,451 952.40 4,078 5,532 952.42 4,104 5,614 952.44 4,129 5,697 952.46 4,155 5,779 952.48 4,181 5,863 952.50 4,207 5,947 952.52 4,232 6,031 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 51 Stage -Area -Storage for Pond 20P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 952.54 4,258 6,116 952.56 4,284 6,201 952.58 4,309 6,287 952.60 4,335 6,374 952.62 4,361 6,461 952.64 4,387 6,548 952.66 4,412 6,636 952.68 4,438 6,725 952.70 4,464 6,814 952.72 4,490 6,903 952.74 4,515 6,993 952.76 4,541 7,084 952.78 4,567 7,175 952.80 4,593 7,266 952.82 4,618 7,359 952.84 4,644 7,451 952.86 4,670 7,544 952.88 4,696 7,638 952.90 4,721 7,732 952.92 4,747 7,827 952.94 4,773 7,922 952.96 4,799 8,018 952.98 4,824 8,114 953.00 4,850 8,211 953.02 4,876 8,308 953.04 4,901 8,406 953.06 4,927 8,504 953.08 4,953 8,603 953.10 4,979 8,702 953.12 5,004 8,802 953.14 5,030 8,902 953.16 5,056 9,003 953.18 5,082 9,105 953.20 5,107 9,206 953.22 5,133 9,309 953.24 5,159 9,412 953.26 5,185 9,515 953.28 5,210 9,619 953.30 5,236 9,724 953.32 5,262 9,829 953.34 5,288 9,934 953.36 5,313 10,040 953.38 5,339 10,147 953.40 5,365 10,254 953.42 5,391 10,361 953.44 5,416 10,469 953.46 5,442 10,578 953.48 5,468 10,687 953.50 5,494 10,797 953.52 5,519 10,907 953.54 5,545 11,017 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 953.56 5,571 11,129 953.58 5,596 11,240 953.60 5,622 11,352 953.62 5,648 11,465 953.64 5,674 11,578 953.66 5,699 11,692 953.68 5,725 11,806 953.70 5,751 11,921 953.72 5,777 12,036 953.74 5,802 12,152 953.76 5,828 12,268 953.78 5,854 12,385 953.80 5,880 12,503 953.82 5,905 12,620 953.84 5,931 12,739 953.86 5,957 12,858 953.88 5,983 12,977 953.90 6,008 13,097 953.92 6,034 13,217 953.94 6,060 13,338 953.96 6,086 13,460 953.98 6,111 13,582 954.00 6,137 13,704 954.02 6,166 13,827 954.04 6,196 13,951 954.06 6,225 14,075 954.08 6,254 14,200 954.10 6,284 14,325 954.12 6,313 14,451 954.14 6,342 14,578 954.16 6,372 14,705 954.18 6,401 14,833 954.20 6,431 14,961 954.22 6,460 15,090 954.24 6,489 15,219 954.26 6,519 15,349 954.28 6,548 15,480 954.30 6,577 15,611 954.32 6,607 15,743 954.34 6,636 15,876 954.36 6,665 16,009 954.38 6,695 16,142 954.40 6,724 16,276 954.42 6,753 16,411 954.44 6,783 16,547 954.46 6,812 16,683 954.48 6,841 16,819 954.50 6,871 16,956 954.52 6,900 17,094 954.54 6,929 17,232 954.56 6,959 17,371 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 52 Stage -Area -Storage for Pond 20P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 954.58 6,988 17,511 954.60 7,018 17,651 954.62 7,047 17,791 954.64 7,076 17,932 954.66 7,106 18,074 954.68 7,135 18,217 954.70 7,164 18,360 954.72 7,194 18,503 954.74 7,223 18,647 954.76 7,252 18,792 954.78 7,282 18,938 954.80 7,311 19,083 954.82 7,340 19,230 954.84 7,370 19,377 954.86 7,399 19,525 954.88 7,428 19,673 954.90 7,458 19,822 954.92 7,487 19,971 954.94 7,516 20,121 954.96 7,546 20,272 954.98 7,575 20,423 955.00 7,605 20,575 955.02 7,634 20,727 955.04 7,663 20,880 955.06 7,693 21,034 955.08 7,722 21,188 955.10 7,751 21,343 955.12 7,781 21,498 955.14 7,810 21,654 955.16 7,839 21,811 955.18 7,869 21,968 955.20 7,898 22,125 955.22 7,927 22,284 955.24 7,957 22,442 955.26 7,986 22,602 955.28 8,015 22,762 955.30 8,045 22,922 955.32 8,074 23,084 955.34 8,103 23,245 955.36 8,133 23,408 955.38 8,162 23,571 955.40 8,191 23,734 955.42 8,221 23,898 955.44 8,250 24,063 955.46 8,280 24,228 955.48 8,309 24,394 955.50 8,338 24,561 955.52 8,368 24,728 955.54 8,397 24,895 955.56 8,426 25,064 955.58 8,456 25,232 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 955.60 8,485 25,402 955.62 8,514 25,572 955.64 8,544 25,742 955.66 8,573 25,914 955.68 8,602 26,085 955.70 8,632 26,258 955.72 8,661 26,431 955.74 8,690 26,604 955.76 8,720 26,778 955.78 8,749 26,953 955.80 8,778 27,128 955.82 8,808 27,304 955.84 8,837 27,481 955.86 8,867 27,658 955.88 8,896 27,835 955.90 8,925 28,013 955.92 8,955 28,192 955.94 8,984 28,372 955.96 9,013 28,552 955.98 9,043 28,732 956.00 9,072 28,913 956.02 9,104 29,095 956.04 9,136 29,277 956.06 9,169 29,460 956.08 9,201 29,644 956.10 9,233 29,829 956.12 9,265 30,013 956.14 9,298 30,199 956.16 9,330 30,385 956.18 9,362 30,572 956.20 9,394 30,760 956.22 9,426 30,948 956.24 9,459 31,137 956.26 9,491 31,326 956.28 9,523 31,517 956.30 9,555 31,707 956.32 9,588 31,899 956.34 9,620 32,091 956.36 9,652 32,284 956.38 9,684 32,477 956.40 9,716 32,671 956.42 9,749 32,866 956.44 9,781 33,061 956.46 9,813 33,257 956.48 9,845 33,453 956.50 9,878 33,651 956.52 9,910 33,848 956.54 9,942 34,047 956.56 9,974 34,246 956.58 10,006 34,446 956.60 10,039 34,646 Big River 445 - proposed conditions 23007_pr MSE 24 -hr 3 100 -year Rainfall=6.89" Prepared by Contour Civil Design LLC Printed 1/5/2024 HvdroCAD® 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paoe 53 Stage -Area -Storage for Pond 20P: infiltration basin (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 956.62 10,071 34,848 956.64 10,103 35,049 956.66 10,135 35,252 956.68 10,167 35,455 956.70 10,200 35,658 956.72 10,232 35,863 956.74 10,264 36,068 956.76 10,296 36,273 956.78 10,329 36,479 956.80 10,361 36,686 956.82 10,393 36,894 956.84 10,425 37,102 956.86 10,457 37,311 956.88 10,490 37,520 956.90 10,522 37,731 956.92 10,554 37,941 956.94 10,586 38,153 956.96 10,619 38,365 956.98 10,651 38,577 957.00 10,683 38,791 957.02 10,715 39,005 957.04 10,747 39,219 957.06 10,780 39,435 957.08 10,812 39,651 957.10 10,844 39,867 957.12 10,876 40,084 957.14 10,909 40,302 957.16 10,941 40,521 957.18 10,973 40,740 957.20 11,005 40,960 957.22 11,037 41,180 957.24 11,070 41,401 957.26 11,102 41,623 957.28 11,134 41,845 957.30 11,166 42,068 957.32 11,199 42,292 957.34 11,231 42,516 957.36 11,263 42,741 957.38 11,295 42,967 957.40 11,327 43,193 957.42 11,360 43,420 957.44 11,392 43,647 957.46 11,424 43,875 957.48 11,456 44,104 957.50 11,489 44,334 957.52 11,521 44,564 957.54 11,553 44,794 957.56 11,585 45,026 957.58 11,617 45,258 957.60 11,650 45,491 957.62 11,682 45,724 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 957.64 11,714 45,958 957.66 11,746 46,192 957.68 11,778 46,428 957.70 11,811 46,664 957.72 11,843 46,900 957.74 11,875 47,137 957.76 11,907 47,375 957.78 11,940 47,614 957.80 11,972 47,853 957.82 12,004 48,092 957.84 12,036 48,333 957.86 12,068 48,574 957.88 12,101 48,816 957.90 12,133 49,058 957.92 12,165 49,301 957.94 12,197 49,545 957.96 12,230 49,789 957.98 12,262 50,034 958.00 12,294 50,279 APPENDIX C PROJECT NAME: Big River 445 LOCATION: Monticello, MN PROJECT NO: 23007 DATE: 1/8/2024 BY: JTR DESIGN CRITERIA Frequency 10 year Manning's "n" 0.013 "C" coefficient 0.7 STORM SEWER DESIGN CONTOUR CIV IL 0 E SIG fV LOCATION MH SIZE AREA "C" COEFFICIENT GENERAL DESIGN PROFILE INFORMATION CBMH (from) CBMH (to) Diameter Impervious (in) (sf) Pervious (sf) Total Area (ac) Inc. "C" Inc. CA Cum. CA T min ( ) I in/hr ( ) Q = CAI (cfs) Din %Grade ( ) Cull (cfs) Vfull (fps) L ft () Invert in ( ) Invert (out) Rim EI. Build ft ( ) fes 133 na 0.00 0.70 0.00 0.00 10 5.8 0.00 18 3.03% 18.28 10.34 56 952.00 953.70 952.00 0.00 133 132 48 0.00 0.70 0.00 0.00 10 5.8 0.00 18 0.40% 6.64 3.76 224 953.70 952.80 958.15 4.45 132 131 48 0.00 0.70 0.00 0.00 10 5.8 0.00 18 0.40% 6.64 3.76 38 952.80 952.65 959.00 6.20 131 ex 48 0.00 0.70 0.00 0.00 10 5.8 0.00 18 0.50% 7.42 4.20 36 952.58 952.40 960.00 7.42 Stub 5 125 na 0.51 0.70 0.35 0.35 10 5.8 2.05 15 0.50% 4.56 3.72 20 953.21 953.11 959.00 5.79 Stub 4 123 na 0.81 0.70 0.57 0.57 10 5.8 3.30 15 0.50% 4.56 3.72 20 955.16 955.06 960.50 5.34 125 121 1 48 0.21 0.70 0.15 0.50 10 5.8 2.91 15 0.40% 4.08 3.33 30 953.11 952.99 958.33 5.22 124 123 24x36 0.13 0.70 0.09 0.09 10 5.8 0.52 15 0.40% 4.08 3.33 42 955.23 955.06 959.23 4.00 123 122 48 0.12 0.70 0.09 0.74 10 5.8 4.32 15 0.50% 4.56 3.72 1 114 955.06 954.49 959.43 4.37 122 121 48 0.07 0.70 0.05 0.80 10 5.8 4.61 15 0.60% 5.00 4.07 251 954.49 952.99 959.83 5.34 121 fes 48 0.28 0.70 0.19 1.49 10 5.8 8.65 18 0.70% 8.78 4.97 32 950.72 950.50 958.33 7.61 Roof 2 111 na 0.03 0.70 0.02 0.02 10 5.8 0.11 8 1.00% 1.21 3.46 96 951.94 950.98 957.20 5.26 115 112 24x36 0.16 0.70 0.11 0.11 10 5.8 0.63 12 0.50% 2.52 3.21 86 951.93 951.50 955.93 4.00 114 113 24x36 0.06 0.70 0.04 0.04 10 5.8 0.22 12 0.50% 2.52 3.21 72 952.03 951.67 956.03 4.00 113 112 48 0.13 0.70 0.09 0.13 10 5.8 0.75 12 0.50% 2.52 3.21 102 951.67 951.16 955.93 4.26 112 111 48 0.32 0.70 0.22 0.46 10 5.8 2.68 12 0.60% 2.76 3.51 117 951.16 950.46 955.95 4.79 111 fes 48 0.12 0.70 0.08 0.56 10 5.8 3.26 15 0.40% 4.08 3.33 24 950.29 950.20 956.33 6.04 110 ex 48 0.00 0.70 0.00 0.00 10 5.8 0.00 18 0.57% 7.93 4.49 35 948.80 948.60 952.80 4.00 Roof 1 108 na 0.05 0.70 0.04 0.04 10 5.8 0.22 8 1.00% 1.21 3.46 60 953.35 952.75 957.30 3.95 Stub 3 106 na 0.61 0.70 0.43 0.43 10 5.8 2.49 15 0.50% 4.56 3.72 15 952.12 952.05 959.50 7.38 Stub 2 104 na 0.93 0.70 0.65 0.65 10 5.8 3.78 15 0.50% 4.56 3.72 22 951.65 1 951.54 958.50 6.85 Stub 1 103 na 1.76 0.70 1.23 1.23 10 5.8 7.16 18 0.50% 7.42 4.20 20 951.06 950.96 957.50 6.44 109 103 24x36 0.16 0.70 0.11 0.11 10 5.8 0.67 15 0.50% 4.56 3.72 30 952.23 952.08 956.23 4.00 108 107 24x36 0.11 0.70 0.08 0.11 10 5.8 0.66 12 0.50% 2.52 3.21 21 952.53 952.43 956.53 4.00 107 106 48 0.12 0.70 0.09 0.20 10 5.8 1.15 1 15 0.50% 1 4.56 3.72 42 952.26 952.05 956.63 4.37 106 105 48 0.14 0.70 0.10 0.72 10 5.8 4.20 15 0.50% 4.56 3.72 84 952.05 951.63 956.43 4.38 105 104 48 0.18 0.70 0.12 0.85 10 1 5.8 4.91 18 0.30% 5.75 3.25 30 951.46 951.37 957.03 5.57 104 103 48 0.14 0.70 0.09 1 1.59 10 5.8 9.24 24 0.20% 10.11 3.22 206 951.04 1 950.63 957.03 5.99 103 102 48 0.17 0.70 0.12 3.06 10 5.8 17.76 30 0.20% 18.33 3.73 116 950.29 950.06 956.23 5.94 102 101 48 0.08 0.70 0.06 3.12 10 5.8 18.10 30 0.20% 18.33 3.73 69 950.06 949.92 956.73 6.67 101 fes 48 0.07 0.70 0.05 3.17 10 5.8 18.38 30 0.25% 20.49 4.17 31 949.92 1 949.85 956.13 6.21 APPENDIX D G❑ August 25, 2023 Division 25, LLC c/o Mr. John Johannson Transwestern 7601 France Ave, Suite 525 Edina, MN 55435 HGTS Project Number: 23-0464 Re: Geotechnical Exploration Report, Proposed Retail Development, Monticello, Minnesota Dear Mr. Johannson: We have completed the geotechnical exploration report for the proposed retail development in Monticello, Minnesota. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Fourteen (14) soil borings were completed for this project that encountered about 1 to 2 feet of topsoil underlain by native sandy glacial outwash soils that extended to the termination depths of the borings. Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the augers from the boreholes. The vegetation and topsoil are not suitable for foundation, utility or pavement support and will need to be removed from within these areas and oversize areas and replaced, as needed, with suitable compacted engineered fill. It is our opinion that the underlying sandy glacial outwash soils are suitable for foundation support. However, portions of the soils had a very loose relative density and will need to be compacted prior to placing additional fill or foundations. With the building pads prepared as recommended it is our opinion that the foundations for the proposed building can be designed for a net allowable soil bearing capacity up to 3,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information, please contact Paul Gionfriddo at 612-729-2959. Sincerely, Haugo GeoTechnical Services Nic Alfonso, G.I.T. Project Geologist Paul Gionfriddo, P.E. Senior Engineer 2825 Cedar Avenue S, Minneapolis, MN 55407 GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Retail Development Chelsea Road Monticello, Minnesota PREPARED FOR: Division 25, LLC c/o Transwestern 7601 France Ave, Suite 525 Edina, MN 55435 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 23-0464 August 25, 2023 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. {QJ� Paul Gionfriddo, P.E. oss�aL •� ci �FIEcR Senior Engineer � %r License Number: 23093 4 Table of Contents 1.0 INTRODUCTION 1.1 Project Description 1.2 Purpose 1.3 Site Description 1.4 Scope of Services 1.5 Documents Provided 1.6 Locations and Elevations 2.0 FIELD PROCEDURES 3.0 RESULTS 3.1 Soil Conditions 3.2 Groundwater 3.3 Laboratory Testing 3.4 OSHA Soil Classification 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction 4.2 Discussion 4.3 Site Grading Recommendations 4.4 Dewatering 4.5 Interior Slabs 4.6 Below Grade Walls 4.7 Exterior Slabs 4.8 Site Grading and Drainage 4.9 Utilities 4.10 Bituminous Pavements 4.11 Materials and Compaction 4.12 Stormwater Ponds/ Infiltration Basins 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation 5.2 Observations 5.3 Backfill and Fills 5.4 Testing 5.5 Winter Construction 6.0 PROCEDURES 6.1 Soil Classification 6.2 Groundwater Observations 7.0 GENERAL 7.1 Subsurface Variations 7.2 Review of Design 7.3 Groundwater Fluctuations 7.4 Use of Report 7.5 Level of Care APPENDIX Soil Boring Exhibit Soil Boring Logs, SB -1 thru SB -14 Descriptive Terminology 1 1 1 1 1 1 2 2 3 3 3 3 4 4 4 5 5 7 7 7 7 7 8 8 9 9 10 10 10 10 10 11 11 11 11 11 11 12 12 12 12 1.0 INTRODUCTION 1.1 Project Description Division 25, LLC is proposing to construct a retail development in Monticello, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed development. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design and construction. 1.3 Site Description The project site is located west of Fenning Avenue between Chelsea Road W and Interstate 94 in Monticello, Minnesota. At the time of our exploration, the project site existed as agricultural land. The site topography was relatively flat with the elevations at the soil boring locations ranging from about 954 1/2to 960 1/2feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services proposal 23-0464 dated June 19, 2023. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: • Completing fourteen (14) standard penetration test soil borings, with 8 of the borings extending to nominal depths of 14 1/2feet, and 6 borings extending to nominal depths of 20 feet. • Sealing the borings in accordance with Minnesota Department of Health requirements. • Obtaining GPS coordinates and ground surface elevations at the soil boring locations. • Visually/ manually classifying samples recovered from the soil borings. • Performing laboratory tests on selected samples. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • Preparing an engineering report describing soil and groundwater conditions and providing recommendations for foundation design and construction. 1.5 Documents Provided We were provided with 2 plan sheets titled "Soil Boring Exhibit" that were prepared by E.G. Rud & Sons, Inc and dated July 13, 2023. Both plan sheets showed the soil boring locations and included a soil Boring Data table that provided elevations and coordinates at the boring locations. One of the plan sheets showed the borings overlain onto an aerial photograph while the second plan sheet did not have an aerial photo backdrop. We were also provided a pdf file titled 'Boring Locations" (Concept Plan) which showed a layout of the proposed development, as well as the soil borings, overlain onto an aerial photograph. The plan was not dated and did not identify the preparer. Other than the documents described above, specific architectural, structural or civil plans were not available at the time of this geotechnical evaluation. 1.6 Locations and Elevations The soil boring locations were selected by Division 25, LLC and/or their civil engineering consultants. The approximate locations of the soil borings are shown on the Soil Boring Exhibit, provided. The soil borings were staked in the field by E.G. Rud & Sons, Inc. Ground surface elevations at the soil boring locations were also provided by E.G. Rud & Sons, Inc. 2.0 FIELD PROCEDURES Fourteen (14) standard penetration test borings were advanced on July 13 and 14, 2023 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split -barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split -barrel sampling procedure, a 2 -inch O.D. split -barrel spoon is driven into the ground with a 140 - pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18 -inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represents an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring log identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N -value, "blows per foot") and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 2 3.0 RESULTS 3.1 Soil Conditions At the surface, the soil boring encountered about 1 to 2 feet of topsoil composed of sandy silt that was black in color and contained traces of roots. Below the topsoil, the soil boring encountered native glacial outwash soils composed of fine to coarse grained poorly graded sand and poorly graded sand with silt that extended to the termination depths of the borings. Penetration resistance values (N -Values), shown as blows per foot (bpf) on the boring log, within the sands ranged from 3 to 18 bpf. These values indicate that the sands had a very loose to medium dense relative density. 3.2 Groundwater Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the augers from the boreholes. Groundwater appears to be below the depths explored by our soil borings. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 3.3 Laboratory Testing Laboratory moisture content and percent passing the number 200 sieve (P-200) tests were performed on selected samples recovered from the soil borings. Table 1 below summarizes the results of the laboratory tests. Results of the laboratory tests are also shown on the boring logs adjacent to the sample tested. Table 1. Summary of Laboratory Tests mer BoringNub Sample Number Depth (feet) Moisture Content N * P-200 Content N SB -1 SS -10 5 51/2 - SB -2 SS -2 21/2 41/2 - SB -3 SS -47 21/2 41/2 - SB -4 SS -39 21/2 31/2 61/2 SB -5 SS -32 21/2 13 - SB -6 SS -54 21/2 121/2 - SB -6 SS -55 5 4 5 SB -7 SS -62 21/2 10 - SB -8 SS -69 21/2 2 - SB -9 SS -78 5 41/2 - SB -10 SS -84 21/2 91/2 81/2 SB -11 SS -93 5 41/2 - 3 SB -12 SS -24 21/2 9 - SB -13 SS -100 5 121/2 - SB -14 SS -16 21/2 51/2 - *Moisture content and P-200 values rounded to the nearest 1/2 percent. 3.4 OSHA Soil Classification Below the topsoil soils encountered in the borings consisted of poorly graded sand and poorly graded sand with silt corresponding to the ASTM classification of SP and SP -SM, respectively. These soils will generally be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. An OSHA -approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction We understand the project will consist of constructing eight new commercial/ retail buildings along with the associated parking and drive lanes and underground utilities. Based on the Concept Plan we anticipate the proposed retail buildings will include; a tire store, coffee shop, car wash and 5 smaller individual/ owner specific retail buildings. We anticipate that stormwater ponds and/or infiltration basins could also be constructed as part of the project. Specific grading or structural plans were not available. We anticipate that each building will be a single -story slab -on -grade structure with cast -in-place concrete or masonry block foundation walls supported on concrete spread footings. We anticipate the car wash, coffee shop, tire store and smaller retail buildings will be relatively lightly loaded structures and will likely consist of light gage metal framing or wood framing, a pitched roof or flat roof and asphalt shingles. We anticipate the exterior finishes could include masonry block perimeter walls with an architectural veneer and aluminum store front windows and doors. Based on the assumed construction we estimate wall loadings for the smaller retail buildings will range from about 3 to 5 kips (3,000 to 5,000 pounds) per lineal foot and column loads, if any will be less than 100 kips (100,000 pounds). Based on the assumed/ estimated structural loads we anticipate that soil bearing pressure on the order of 3,000 pounds per square foot (psf) will be required for foundation support. We anticipate that the proposed commercial/retail buildings will be constructed at or near elevation 959. With ground surface elevations at the boring locations ranging from about 954 1/2 to 9601/2 we estimate that cuts and fill for permanent grade changes will be less than 5 feet. 4 If the proposed loads exceed these values if the design or location of the proposed development changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion The vegetation and topsoil are generally compressible and are not suitable for foundation support. These materials will need to be removed from below the building and oversize areas and replaced with suitable compacted engineered fill, as needed to, attain design grades. It is our opinion that the underlying native glacial outwash sands are suitable for foundation support. Except that a portion of the sands, especially at soil boring SB -3, had a very loose relative density. The very loose sands will need to be compacted to increase their density and uniformity to provide adequate foundation support and reduce the potential for excessive soil settlement. Groundwater was not encountered in the borings while drilling and sampling or after removing the augers from the boreholes. We do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. The following sections provide recommendations for foundation design and construction. 4.3 Site Grading Recommendations Excavation We recommend that all vegetation, topsoil and any soft or other unsuitable soils, if encountered, be removed from below the proposed building, pavement, utility and oversize areas. Table 2 summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 2. Anticipated Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* SB -1 960.5 2 9581/2 SB -2 959.5 1 9581/2 SB -3 959.2 1 958 SB -4 958.8 1 958 SB -5 958.1 2 956 S13-6 955.4 1 9541/2 S13-7 954.3 2 9521/2 S13-8 955.8 1 955 SB -9 957.8 1 957 SB -10 958.9 1 958 SB -11 958.7 2 9561/2 5 * = Excavation depths and elevations were rounded to nearest 1/2 foot. Oversizing In areas where the excavations for soil correction (i.e., to remove the topsoil) extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material The on-site soils appear to be generally suitable for reuse as fill or backfill. However, based on the laboratory moisture content tests they appeared to be below their assumed optimum soil moisture content. If these soils will be used or reused as fill or backfill, some drying of the soil will likely be required to meet the recommend compaction levels. Topsoil, organic soils or soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling Prior to placing additional fill or foundations we recommend surface compacting any loose soils or soil disturbed during grading activities. We recommend a minimum of 6 passes in each perpendicular direction with a large vibratory compactor operating in vibratory mode or until the soils have achieved a minimum of 95 percent of their standard Proctor maximum dry density. We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP -SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self- propelled vibratory compactor operating in vibratory mode. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e., deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted sandy engineered fill or sandy native soils. With the building pad prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 3,000 pounds per square foot (psf). 0 Measured Anticipated Anticipated Boring Surface Excavation Excavation Number Elevation Depth (feet)* Elevation (feet)* (feet) SB -12 959.7 1 9581/2 SB -13 958.9 1 958 SB -14 960.1 1 959 * = Excavation depths and elevations were rounded to nearest 1/2 foot. Oversizing In areas where the excavations for soil correction (i.e., to remove the topsoil) extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material The on-site soils appear to be generally suitable for reuse as fill or backfill. However, based on the laboratory moisture content tests they appeared to be below their assumed optimum soil moisture content. If these soils will be used or reused as fill or backfill, some drying of the soil will likely be required to meet the recommend compaction levels. Topsoil, organic soils or soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling Prior to placing additional fill or foundations we recommend surface compacting any loose soils or soil disturbed during grading activities. We recommend a minimum of 6 passes in each perpendicular direction with a large vibratory compactor operating in vibratory mode or until the soils have achieved a minimum of 95 percent of their standard Proctor maximum dry density. We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP -SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self- propelled vibratory compactor operating in vibratory mode. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e., deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted sandy engineered fill or sandy native soils. With the building pad prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 3,000 pounds per square foot (psf). 0 We anticipate total and differential settlement of the foundations will be less than 1 inch and 1/z inch, respectively, across a 30 -foot span. 4.4 Dewatering Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the augers from the boreholes. We do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted sandy engineered fill or native glacial outwash soils. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per square inch per inch of deflection (psi) may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 4.6 Below Grade Walls We anticipate the buildings will be slab -on -grade structures and will not have any below grade or basement levels. Estimated soil parameters and recommendations for design and construction of below grade walls can be provided if required or requested. 4.7 Exterior Slabs Exterior slabs will likely be underlain by poorly graded sand or poorly graded sand meeting the ASTM Classification of SP or SP -SM which are generally slightly to non -frost susceptible soils. This being the case, it is our opinion that special subgrade improvements in excess of topsoil stripping in advance of slab construction will not be required. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed structures. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to meet City of Monticello requirements with respect to groundwater separation distances. In the absence of city requirements, we recommend maintaining at least a 4 -foot separation between the lowest floor 7 slab and the observed groundwater levels and at least a 2 -foot separation between the lowest floor slab and the 100 -year flood level of nearby wetlands, storm water ponds or other surface water features. 4.9 Utilities We anticipate that new utilities will be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. At these depths, we anticipate that the pipes will bear on compacted sandy engineered fill or sandy native glacial outwash soils, which in our opinion, are suitable for pipe support. We recommend removing any vegetation, topsoil and any soft or otherwise unsuitable soil from below the pipe invert elevations and replacing them with suitable compacted engineered fill as needed. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas, we recommend a minimum compaction of 90 percent. Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the augers from the boreholes. We do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. 4.10 Bituminous Pavements General The City of Monticello may have standard plates that dictate pavement design. If so, we recommend that the pavements be designed and constructed in accordance with the city standard plates. The following paragraphs provide general pavement recommendations in the absence of City of Anoka standard plates. Traffic Based on the documents provided the development will include constructing several retail facilities. The exact number of parking stalls for each store are unknown at this time. For the purposes of this evaluation, we assume that each facility will have about 25 to 50 parking stall which could also turn over 2 to 4 times per day. Based on that we estimate that the parking and drive lanes could be subjected to ESAL's ranging from about 50,000 to 75,000 over a 20 -year design life. Subgrade Preparation We recommend removing all vegetation, topsoil and any soft or otherwise unsuitable materials from beneath the pavement subgrade. Prior to placing the aggregate base, we recommend compacting or possibly test rolling the subgrade soils to identify soft, weak, loose, or unstable areas that may require additional subcuts. Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend placing and compacting fill and/or backfill as described in Section 4.3 except in paved areas where the upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. 9 R -Value R -Value testing was beyond the scope of this project. The soil borings encountered sandy soils corresponding to the ASTM Classifications of SP -SM and SP. It is our opinion an assumed R -Value of 50 can be used for pavement design. Pavement Section The pavement sections presented below are based on estimated traffic volumes and vehicle distribution and therefore are not absolutes. There may be alternate pavement sections that may be more practical or economical. The pavement sections presented in the table below do not account for growth. Table 3. Recommended Pavement Section Assumed Maximum Estimated R -Value Bituminous Aggregate Base ESAL's 0.8 Pavement (inches) (inches) 50,000 50 31/2 6 75,000 -100,000 50 4 6 4.11 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28 -day compressive strength of 4,000 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze -thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 4.12 Stormwater Ponds/Infiltration Basins We anticipate that the project could include constructing storm water pond(s)/infiltration basin(s) for stormwater runoff control. We were not provided any information regarding the locations of any ponds, site grades or pond bottom elevations. Below the topsoil the borings encountered; poorly graded sand with silt and poorly graded sand meeting the ASTM classifications SP -SM and SP, respectively. It is our opinion that the infiltration rates presented in Table 4 can be used for stormwater pond/ infiltration basin design. These values were obtained from the Minnesota Storm Water Manual. Table 4. Infiltration Rates In-situ soils Soil Description Design Infiltration Rate (in/hr.) SP Poorly Graded Sand 0.8 SP -SM Poorly Graded Sand with Silt 0.8 SM Silty Sand 0.45 Gi It should be noted that soil infiltration rates can vary due to; soil moisture content, soil density or compaction, the placement or introduction of fine-grained soils, topsoil or biofiltration media and changes or variations in local groundwater levels. These variations may result in additional construction costs and it is suggested that a contingency be provided for this purpose. Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation Below the topsoil soils encountered in the borings consisted of poorly graded sand and poorly graded sand with silt corresponding to the ASTM classification of SP and SP -SM, respectively. These soils will generally be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 1/2 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or a qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills The on-site soils appear to be below their assumed optimum soil moisture content. If these soils will be used or reused as structural fill or backfill, some wetting of the soil will likely be required to meet the recommend compaction levels. We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed foundations. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 10 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, "Description and Identification of Soils (Visual - Manual Procedure)." Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the boring, the nature of which may not become apparent until additional exploration work is completed, or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 11 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review, we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring log. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Division 25, LLC and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. 12 APPENDIX kr �S� \ #I �- \�\ 9< f \ \ \ \ \ \ \ \ \ \ \ A 1 \ v / IL K06 / A Y / i �R6 NORTH GRAPHIC SCALE 100 0 50 100 200 1 INCH = 100FEET EST. 1977 Professional Land Surveyors www.egrud.cam 6776 Lake Drive NE, Suite 110 Lino Lakes, MN 55014 Tel. (651) 361-8200 Fax (651) 361-8701 t SOIL BORING EXHIBIT for-- DIVISION 25, LLC -,%Oof-- PART OF LOTS 11, 17-19 AU D. SUB. NO. 1 MONTICELLO, MN SOIL BORING DATA Boring Northing Easting Elevation SB 1 214085.9260' 528166.0800' 960.51' SB 2 1 213967.8100' 528361.2650' 959.48' SB 3 213906.6540' 528493.7800' 959.25' SB 4 213978.5850' 528617.7240' 958.79' SB 5 213841.2270' 528617.1440' 958.09' SB 6 213730.1340' 528816.6880' 955.38' SB 7 213830.4580' 528829.1360' 954.29' SB 8 213971.5250' 528840.6140' 955.79' SB 9 214110.4970' 528778.3390' 957.83' SB 10 214129.2830' 528635.3590' 958.88' SB 11 214225.2430' 528463.5480' 958.66' SB 12 214151.3240' 528318.0970' 959.71' SB 13 214353.7490' 528319.1770' 958.91' SB 14 214233.2530' 528128.6940' 960.06' \ \ A \ \ / C r C / 4. A / V \ \ \ \ \ \ \ \ \ \ gr a ;'6- a a a 958.9 SB 13 960.1 SSB 14 OO DENOTES PROPOSED SOIL BORING LOCATION BENCHMARK MINNESOTA DEPARTMENT OF TRANSPORTATION GSID STATION #85903 (NAME: 8680 BE) ELEVATION: 969.17 (NAVD 88) 960.5 SB 1 A 1� I \ r n / Y 959.7 SSB 12 959.5 SB 2 958.7 SB 11 1 ._ a i Lm 194 959.2 SSB 3 958.9 SB 10 957.8 SB 9 958.1 SB 5 DRAWN BY: KCM JOB NO: 230612AB DATE: 7/13/23 W FIELD CREW: DT/CT 1 955.8 2 3 SB 8 DESCRIPTION BY z =; Z L! lWL I U 954.3 IT - T-954.3 -1- S B 7 955.4 SSB ' -- 6'-% 1 -T- "' I - DRAWN BY: KCM JOB NO: 230612AB DATE: 7/13/23 CHECK BY: xxx FIELD CREW: DT/CT 1 2 3 NO. DATE DESCRIPTION BY S:\RUD\CAD\23PROJ\230612AB\EXHIBITS\230612AB-SOIL BORING EXHIBIT.DWC 230612AB 7%94 41rhk�--j%% L b 1�1 OZ�l T6 "'.!v s 4 1 rad p 3 Sf LOS N r i Iti -qw --9w NV w� a� err: ■ M4 Haugo GeoTechnical Services BORING NUMBER SB -1 Lj G p 2825 Cedar Ave South AU PAGE 1 OF 1 - Minneapolis, MN, 55407 5.5 5 ............... :.............. :. Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 2 4-5 (9) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 960.5 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS 11 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered - w o 3-5-7 (12) A SPT N VALUE A 5-8-7 (15) U_ Bottom of borehole at 14.5 feet. c� > (n w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > O �z7 O� Q U^ o PL MC LL I 0 Lu J g o O- m O> m v 20 40 60 80 (9 Q z w U z w o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 _ 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 5.5 5 ............... :.............. :. :.. (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 9 2 4-5 (9) USIOS- 2-3-3(6) 10 SS 11 3-4-5 (9) SS 12 4-6-7 (13) - SS 13 3-5-7 (12) SS 14 5-8-7 (15) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB -2 Lj G p 2825 Cedar Ave South AU 1 PAGE 1 OF 1 - Minneapolis, MN, 55407 4.5 ... ................... :......... Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 3-4-4 (8) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 959.5 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS 4 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w o 5-7-6 (13) A SPT N VALUE A 3-5-5 (10) U_ Bottom of borehole at 14.5 feet. c� > (n w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > O �z7 O� Q U^ o PL MC LL I 0 Lu J g o O- m O> m v 20 40 60 80 (9 Q z w U z w o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 1 4.5 ... ................... :......... (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 2 3-4-4 (8) SS 3 4-6-6 (12) 10 SS 4 5-6-6 (12) 5 (14) SS 6 5-7-6 (13) SS 7 3-5-5 (10) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB -3 Lj G p 2825 Cedar Ave South AU 46 PAGE 1 OF 1 - Minneapolis, MN, 55407 4.5 .. Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, very loose to loose (Glacial Outwash) Fax: 763-445-2238 SS 47 3-3-3 (6) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 959.2 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered 1-2-4 (6) w o SS 51 2-2-4 (6) A SPT N VALUE A SS 52 U_ c� > (n w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > O �z7 O� Q U^ o PL MC LL I 0 Lu J g o O- m O> m v 20 40 60 80 (9 Q z w U z w o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 46 4.5 .. .................... :......... (SP) Poorly Graded Sand, fine to medium grained, brown, moist, very loose to loose (Glacial Outwash) SS 47 3-3-3 (6) SS 48 2-2-2 (4) 10 SS 49 1-1-2 (3) SS 50 1-2-4 (6) SS 51 2-2-4 (6) SS 52 2-2-4 (6) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-4 Lj - G p 2825 Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 958.8 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_ =O O J (� MATERIAL DESCRIPTION w c� ~m J g o 2Z < Lu o > _ wo > O O- U (n w �z7 O� Q m O> 0 c U^ �, o w v m o A SPT N VALUE A 20 40 60 80 PL MC LL I 0 20 40 60 80 El FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP-SM) Poorly Graded Sand with Silt, fine grained, brown, moist, 38 loose (Glacial Outwash) SS 39 2-2-3 (5) P-200= 6.5% 3.5 ....... :............... :............... 5 ""' """"' `"""'"""' `"""' (SP) Poorly Graded Sand, fine grained, brown, moist, loose (Glacial Outwash) SS 3-5-9 40 (14) SS 2-3-5 41 (8) 10 SS 2-3-5 42 (8) SS 3-4-5 43 (9) 15 445 LS44 (9) 20 ........:....... : .......:.......:...... . SS 3-4-5 45 (9) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services ; .•; BORING NUMBER SB -5 Lj G p 2825 Cedar Ave South AU 31 PAGE 1 OF 1 - Minneapolis, MN, 55407 13 ............... :.............. :. Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose (Glacial Outwash) Fax: 763-445-2238 3-3-2 (5) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 958.1 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS2-3-5 34 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered - w o 1-2-3 (5) A SPT N VALUE A (8) U_ Bottom of borehole at 14.5 feet. c� > (n w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > O �z7 O� Q U^ o PL MC LL I 0 Lu J g o O- m O> m v 20 40 60 80 (9 Q z w U z w o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 _ _ 5 ; .•; Sandy Silt, trace Roots, black, moist (Topsoil) AU 31 13 ............... :.............. :. :.. (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose (Glacial Outwash) SS 32 3-3-2 (5) 33 (10) 10 SS2-3-5 34 (8) SS 35 3-4-5 (9) - SS 36 1-2-3 (5) SS1-3-5 37 (8) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-6 Lj - G p 2825 Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 955.4 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_ =O O J (� MATERIAL DESCRIPTION w c� ~m J g o 2Z < Lu o > _ wo > O O- U (n w �z7 O� Q m O> 0 c U^ �, o w v m o A SPT N VALUE A 20 40 60 80 PL MC LL I 0 20 40 60 80 El FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP) Poorly Graded Sand, fine to medium grained, brown, moist, 53 loose to medium dense (Glacial Outwash) SS 54 2-3-5 (8) 12.5 ....................... :............... 5 SS 3-7-9 55 (16) SS 2-6-9 56 (15) 10 SS 2-7-8 57 (15) SS 3-6-8 58 (14) 15 3-7-11 LS59S (18) 20 SS 3-4-7 60 (11) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB -7 Lj G p 2825 Cedar Ave South AU 61 PAGE 1 OF 1 - Minneapolis, MN, 55407 10 ...............:................ Telephone: 612-729-2959 (SP) Poorly Graded Sand, trace Gravel, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 2-3-5 (8) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 954.3 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS 64 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered - w o 3-6-7 (13) A SPT N VALUE A 3-6-6 (12) U_ Bottom of borehole at 14.5 feet. c� > (n w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > O �z7 O� Q U^ o PL MC LL I 0 Lu J g o O- m O> m v 20 40 60 80 (9 Q z w U z w o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 _ 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 61 10 ...............:................ :.. (SP) Poorly Graded Sand, trace Gravel, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 62 2-3-5 (8) US63S 4 6-6 (12) 10 SS 64 2-6-9 (15) SS 65 4-7-8 (15) - SS 66 3-6-7 (13) SS 67 3-6-6 (12) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-8 Lj - G p 2825 Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 955.8 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_ =O O J (� MATERIAL DESCRIPTION w c� ~m J g o 2Z < Lu o > _ wo > O O- U (n w �z7 O� Q m O> 0 c U^ �, o w v m o A SPT N VALUE A 20 40 60 80 PL MC LL I 0 20 40 60 80 El FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP) Poorly Graded Sand, trace Gravel, fine to coarse grained, 68 brown, moist, loose to medium dense (Glacial Outwash) SS 69 2-3-4 (7) 2 ..............:............... 5 SS 3-7-9 70 (16) SS 3-6-7 71 (13) 10 ....... . ....... SS 6-7-9 72 (16) SS 3-7-4 73 (11) 15 SS 4-8-9 U74 (17) 20 ...... .:....... : ....... :............... SS 5-9-7 75 (16) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB -9 Lj G p 2825 Cedar Ave South AU 76 PAGE 1 OF 1 - Minneapolis, MN, 55407 4.5 ...............:.......:.......:. Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 SS 77 2-3-4 (7) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 957.8 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered 3-5-6 (11) w o SS 81 2-3-5 (8) A SPT N VALUE A SS 82 U_ c� > (n w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > O �z7 O� Q U^ o PL MC LL I 0 Lu J g o O- m O> m v 20 40 60 80 (9 Q z w U z w o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 76 4.5 ...............:.......:.......:. (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, loose to medium dense (Glacial Outwash) SS 77 2-3-4 (7) SS 78 2-2-7 (9) 10 U79SS 2-3-5 (8) SS 80 3-5-6 (11) SS 81 2-3-5 (8) SS 82 3-5-6 (11) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-10 Lj - G p 2825 Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 958.9 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_ =O O J (� MATERIAL DESCRIPTION w c� ~m J g o 2Z < Lu o > _ wo > O O- U (n w �z7 O� Q m O> 0 c U^ �, o w v m o A SPT N VALUE A 20 40 60 80 PL MC LL I 0 20 40 60 80 El FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP-SM) Poorly Graded Sand with Silt, fine to medium grained, 83 brown, moist, loose to medium dense (Glacial Outwash) L84 3-4-5 (g) P-200= 8.5% 9.5 5 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 4-3-5 85 (8) SS 1-5-4 86 (g) 10 SS 2-5-6 87 (11) SS 2-5-6 88 (11) .... ............................... 15 SS 3-4-5 89 (9) 20 90 (12) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB -11 Lj G p 2825 Cedar Ave South AU PAGE 1 OF 1 - Minneapolis, MN, 55407 4.5 ............... :.............. :. ..... .......... :................. Telephone: 612-729-2959 (SP) Poorly Graded Sand, trace Gravel, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 2 5-5 (10) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 958.7 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS 94 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered - w o 2-4-6 (10) A SPT N VALUE A (7) U_ Bottom of borehole at 14.5 feet. c� > (n w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > O �z7 O� Q U^ o PL MC LL I 0 Lu J g o O- m O> m v 20 40 60 80 (9 Q z w U z w o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 _ 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 4.5 ............... :.............. :. ..... .......... :................. :.. (SP) Poorly Graded Sand, trace Gravel, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 92 2 5-5 (10) SS 93 2-5-9 (14) 10 SS 94 1-4-5 (9) SS 95 4-5-7 (12) - SS 96 2-4-6 (10) SS2-3-4 97 (7) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-12 Lj - G p 2825 Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 959.7 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_ =O O J (� MATERIAL DESCRIPTION w c� ~m J g o 2Z < Lu o > _ wo > O O- U (n w �z7 O� Q m O> 0 c U^ �, o w v m o A SPT N VALUE A 20 40 60 80 PL MC LL I 0 20 40 60 80 El FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, 23 loose to medium dense (Glacial Outwash) SS3-3-5 24 (8) 8 5 SS 5-4-4 25 (8) SS 3-3-5 26 (8) 10 SS 3-5-5 27 (10) 2-3-5 CS28S (8) 15 SS 2-3-5 29 (8) 20 SS 2-3-4 30 (7) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB -13 Lj G p 2825 Cedar Ave South AU 98 PAGE 1 OF 1 - Minneapolis, MN, 55407 Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 SS 99 3-4-5 (9) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 958.9 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered 4-6-7 (13) w o SS 103 3-6-6 (12) A SPT N VALUE A SS 104 U_ c� > (n w c 20 40 60 80 =O ~m _ wo �z7 U^ PL MC LL O MATERIAL DESCRIPTION J g > O O� Q m o I 0 Lu J o O- m O> w v 20 40 60 80 (9 Q z w U z o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 98 . (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, loose to medium dense (Glacial Outwash) SS 99 3-4-5 (9) LiSOSO 2-3-7 (10)12.5 10 SS 101 4-4-7 (11) SS 102 4-6-7 (13) SS 103 3-6-6 (12) SS 104 3-5-7 (12) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-14 Lj - G p 2825 Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 960.1 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_ =O O J (� MATERIAL DESCRIPTION w c� ~m J g o 2Z < Lu o > _ wo > O O- U (n w �z7 O� Q m O> 0 c U^ �, o w v m o A SPT N VALUE A 20 40 60 80 PL MC LL I 0 20 40 60 80 El FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, 15 loose to medium dense (Glacial Outwash) SS 16 3-2-3 (5) P-200= 5.5% 5.5 5 SS 7-8-9 17 (17) SS 2-5-5 18 (10) 10 19 (7) SS 4-3-4 20 (7) 15 SS 2-5-9 21 (14) 20 SS 3-7-8 22 (15) Bottom of borehole at 21.0 feet. ■ SERVICES Descriptive Terminology of Soil Standard D 2487 - 00 Classification of Soils for Engineering Purposes (Unified Soil Classification System) a Based an themalensil passing lhe3-in (75mm) sieve. b. If field sample contained cobbles or boulders, or both- add `with cobblee or boulders or both lu croup rrame. c. C, D,s x D. d. Pis6Icontainssh5%sand, add`wlhsand` to group name _ e Gravels wlto12%finasrequiredualsymbols .- GUIGGM well -graded gravel with silt GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel wiih'�lay . If fines classify as CL -ML. use dual symaol GC -GM or SC -SM_ a- If fines are &l add "wdh organic fines' to group name - h If soil contains Z 15% gravel. add' with grave[` to ¢roup name Sands with 5 to 12% fines require dual symbeis: SW -SM well -graded sand with silk SW -SC well -graded sand with clay SP -SM poorly graded sand wlh slit SP -SC poorly graded sand with clay I - IfAtterberg limits plot in hatched area, soil is a CL -ML, silty clay. k If sail contains l0 to 25% plLs No. 200, add `w0i sand" or "with graver whichever Is preduminaht. I- Ifsailconta€ns>_30%plus No.200. predominantly sand. add`sandyrtagroup name m. ifsoilcontains>34%plus No. 200 predominantly gravel, add 'gravelly: togroup name n. PI Z 4 and plots on or above `A" line. o. PI C 4 or plots below "A' line. Q PI pints on or above "'A" line. q. PI plots below 'A' line. 60 50 40 X N 30 a U 20 10 7 4 a 0 Criteria for Assigning Group Symbols and Soils Classification Cobbles Group Names Using Laboratory Tests a Group Dry density, pct OC Organic content. % WD Wet density. pcf Symbo€ Group Name o- Natural moisture content, °/a Gravels Cleary Gravels C ? 4 and 1 <C 'c 3 GW I Well -graded gravel° o m More than 50% of 6% or less fines e C < 4 and/or 1 :, G,,a 3 GP Poorly graded gravel `= rn Z: Coarse fraction Gravels with Fines Fines classify as ML or MH GM Silty gravel retained on Fines classify as CL or CH GC Clayey gravel ° `g o v o No. 4 sieve More than 12 /� fines a a, Sands Clean Sands C,, z G and 1 S C :3 c SW Well -graded sand " L z 50% or more of 5% or less fines G,,< 6 and/or 1 > Co> 3 SP Poorly graded sand` v o` coarse fraction passes Sands with Fines Fines classify as ML or MH SM Silty sand '9 Fines classify as CL or CH SC Clayey sand E No. 4 sieve r More than 12% r Inorganic PI > 7 and plots on or above "A" liner CL Lean cla k' PI < 4 or plots below "A- line' ML silt I m — — u ¢ m m Silts and Clays Liquid limit Organic Liquid flmit - oven dried < 0.75 OL Organic clay Cq 'm m — less than 50 o a r Liquid ed dried OL Organic silt m `o N E Silts and clays Inorganic PI plots on or above "A" line CH I Fat clay K PI plots below "A' line MH Elastic silt o a o z Liquid limit Organic Liquid limit - oven dried ` 0.75 OH Organic clay d 50 or more pan MH or Liquid limit - not died OH Organic silt " I m Highly Organic soils Primarily organic matter, dark in color and organic odor PT Peat a Based an themalensil passing lhe3-in (75mm) sieve. b. If field sample contained cobbles or boulders, or both- add `with cobblee or boulders or both lu croup rrame. c. C, D,s x D. d. Pis6Icontainssh5%sand, add`wlhsand` to group name _ e Gravels wlto12%finasrequiredualsymbols .- GUIGGM well -graded gravel with silt GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel wiih'�lay . If fines classify as CL -ML. use dual symaol GC -GM or SC -SM_ a- If fines are &l add "wdh organic fines' to group name - h If soil contains Z 15% gravel. add' with grave[` to ¢roup name Sands with 5 to 12% fines require dual symbeis: SW -SM well -graded sand with silk SW -SC well -graded sand with clay SP -SM poorly graded sand wlh slit SP -SC poorly graded sand with clay I - IfAtterberg limits plot in hatched area, soil is a CL -ML, silty clay. k If sail contains l0 to 25% plLs No. 200, add `w0i sand" or "with graver whichever Is preduminaht. I- Ifsailconta€ns>_30%plus No.200. predominantly sand. add`sandyrtagroup name m. ifsoilcontains>34%plus No. 200 predominantly gravel, add 'gravelly: togroup name n. PI Z 4 and plots on or above `A" line. o. PI C 4 or plots below "A' line. Q PI pints on or above "'A" line. q. PI plots below 'A' line. 60 50 40 X N 30 a U 20 10 7 4 a 0 10 16 20 30 40 50 60 70 8o 90 100 110 Boulders ............................... Liquid Limit [LL) Cobbles 3. to 12„ /_ i i Dry density, pct OC Organic content. % WD Wet density. pcf S Percent ofsaturation. 1/ MC Natural moisture content, °/a SG 5pecificgravity LL Ligiuid limit. ` i PL Ptasttc limit % 0 Angle of internal friction PI Piasticity index. % qu Unconfined compressive strength. psf P20o % passing 200 sieve qp Pocket penetrometer strength, tsf O� • i G a r d" V of �' Gv MH or Ori ML or OL t GL -r ML 10 16 20 30 40 50 60 70 8o 90 100 110 Particle Size Identification Boulders ............................... Liquid Limit [LL) Cobbles 3. to 12„ Laboratory Tests DD Dry density, pct OC Organic content. % WD Wet density. pcf S Percent ofsaturation. 1/ MC Natural moisture content, °/a SG 5pecificgravity LL Ligiuid limit. ` C Cohesion, psf PL Ptasttc limit % 0 Angle of internal friction PI Piasticity index. % qu Unconfined compressive strength. psf P20o % passing 200 sieve qp Pocket penetrometer strength, tsf Particle Size Identification Boulders ............................... over 12" Cobbles 3. to 12„ Gravel Medium .................................. Coarse ............... . 314" to 3' Fine- --- --------- ------------------ No- 4 to 314" Sand Very slit► ................................... Coarse ............................ No 4 to No. 10 Medium ........................... No 10 to No 40 Fine .......... ..................... No. 40 to No. 200 Silt .......... ....... __--,-------------..< No- 200. PI<4or below "A" line Clay -- - - - -- --------_---., __<No, 200. PI> 4 and on or above "A" line Relative Density of Cohesionless Soils Very loose ................------------- 0 to 4 BPF Loose. ----- -, --- ........................... 5 to 10 BPF Medium dense ,... ...... _...... -_.-, 11 to 30 BPF Dense ------------------ 31 to 50 BPF Very dense ........................ ..... over 50 BPF Consistency of Cohesive Soils Very soft. (Ito 1 BPF Soft ........ ........ -------------------- 2 to 3 BPF Rathersott .. ......... ................... 4 to 5 BPF Medium .................................. 6 to 8 BPF Ratherstiff..... .... ...................... 9 to 12 BPF Stiff --,--- - _ ,_,. .................. 13 to 16 Ill Very slit► ................................... 17 to 30 BPF Hard - -- --- -- ------ ------------------ over 30 BPF Drilling Notes Standard penetration test borings were advanced by 3 114" or 6 114" ID hollow -stem augers unless noted otherwise. Jetting water was used to clean out auger prior to sampling only where indicated on logs. Standard penetration test borings are designated by the prefix "ST" (Split Tube). All samples were taken with the standard 2` OD split -tube sampler, except where noted. Power auger borings were advanced by 4" or 6" diameter continuous - flight, solid -stem augers. Soil classifications and strata depths were In- ferred from disturbed samples augered to the surface and are, therefore, somewhat approximate- Power auger borings are designated by the prefix `B_" Hand auger borings were advanced manually with a 1 112" or 3 114' diameter auger and were limited to the depth from which the augercourd be manually withdrawn. Hand auger borings are indicatedby the prefix H. BPF: Numbers indicate blows pec foo; recorded in standard penetration test, also known as "N" value. The sampler was set 6" into undisturbed soil below the hollow -stem auger. Driving resistances were then counted for second and third 6' increments and added to get BPF Where they differed significantly. they are repotted in the following form' 2112 for the second and third 6" increments, respectively - WH: WH indicates the sampler penetrated soli under weight of hammer and rods alone: driving not required. WR: WR indicates the sampler penetrated sail under weight of rods alone: hammer weight and driving not required. TW indicates thin-walled (undisturbed) tube sample. Note: Ali tests were run in general accordance with applicable ASPM standards. Rev 71Gr GD August 25, 2023 Division 25, LLC c/o Mr. John Johannson Transwestern 7601 France Ave, Suite 525 Edina, MN 55435 HGTS Project Number: 23-0464 Re: Geotechnical Exploration Report, Proposed Retail Development, Monticello, Minnesota Dear Mr. Johannson: We have completed the geotechnical exploration report for the proposed retail development in Monticello, Minnesota. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Fourteen (14) soil borings were completed for this project that encountered about 1 to 2 feet of topsoil underlain by native sandy glacial outwash soils that extended to the termination depths of the borings. Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the augers from the boreholes. The vegetation and topsoil are not suitable for foundation, utility or pavement support and will need to be removed from within these areas and oversize areas and replaced, as needed, with suitable compacted engineered fill. It is our opinion that the underlying sandy glacial outwash soils are suitable for foundation support. However, portions of the soils had a very loose relative density and will need to be compacted prior to placing additional fill or foundations. With the building pads prepared as recommended it is our opinion that the foundations for the proposed building can be designed for a net allowable soil bearing capacity up to 3,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information, please contact Paul Gionfriddo at 612-729-2959. Sincerely, Haugo GeoTechnical Services Nic Alfonso, G.I.T. Project Geologist q�` Paul Gionfriddo, P.E. Senior Engineer 2825 Cedar Avenue S, Minneapolis, MN 55407 GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Retail Development Chelsea Road Monticello, Minnesota PREPARED FOR: Division 25, LLC c/o Transwestern 7601 France Ave, Suite 525 Edina, MN 55435 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 23-0464 August 25, 2023 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. V 40L. L pL % Paul Gionfriddo, P.E. Senior Engineer i License Number: 23093 �# Table of Contents 1.0 INTRODUCTION 1.1 Project Description 1.2 Purpose 1.3 Site Description 1.4 Scope of Services 1.5 Documents Provided 1.6 Locations and Elevations 2.0 FIELD PROCEDURES 3.0 RESULTS 3.1 Soil Conditions 3.2 Groundwater 3.3 Laboratory Testing 3.4 OSHA Soil Classification 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction 4.2 Discussion 4.3 Site Grading Recommendations 4.4 Dewatering 4.5 Interior Slabs 4.6 Below Grade Walls 4.7 Exterior Slabs 4.8 Site Grading and Drainage 4.9 Utilities 4.10 Bituminous Pavements 4.11 Materials and Compaction 4.12 Stormwater Ponds/ Infiltration Basins 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation 5.2 Observations 5.3 Backfill and Fills 5.4 Testing 5.5 Winter Construction 6.0 PROCEDURES 6.1 Soil Classification 6.2 Groundwater Observations 7.0 GENERAL 7.1 Subsurface Variations 7.2 Review of Design 7.3 Groundwater Fluctuations 7.4 Use of Report 7.5 Level of Care APPENDIX Soil Boring Exhibit Soil Boring Logs, SB -1 thru SB -14 Descriptive Terminology 1 1 1 1 1 1 2 2 3 3 3 3 4 4 4 5 5 7 7 7 7 7 8 8 9 9 10 10 10 10 10 11 11 11 11 11 11 12 12 12 12 1.0 INTRODUCTION 1.1 Project Description Division 25, LLC is proposing to construct a retail development in Monticello, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed development. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design and construction. 1.3 Site Description The project site is located west of Fenning Avenue between Chelsea Road W and Interstate 94 in Monticello, Minnesota. At the time of our exploration, the project site existed as agricultural land. The site topography was relatively flat with the elevations at the soil boring locations ranging from about 954 1/2to 960 1/2feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services proposal 23-0464 dated June 19, 2023. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: • Completing fourteen (14) standard penetration test soil borings, with 8 of the borings extending to nominal depths of 14 1/2feet, and 6 borings extending to nominal depths of 20 feet. • Sealing the borings in accordance with Minnesota Department of Health requirements. • Obtaining GPS coordinates and ground surface elevations at the soil boring locations. • Visually/ manually classifying samples recovered from the soil borings. • Performing laboratory tests on selected samples. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • Preparing an engineering report describing soil and groundwater conditions and providing recommendations for foundation design and construction. 1.5 Documents Provided We were provided with 2 plan sheets titled "Soil Boring Exhibit" that were prepared by E.G. Rud & Sons, Inc and dated July 13, 2023. Both plan sheets showed the soil boring locations and included a soil Boring Data table that provided elevations and coordinates at the boring locations. One of the plan sheets showed the borings overlain onto an aerial photograph while the second plan sheet did not have an aerial photo backdrop. We were also provided a pdf file titled 'Boring Locations' (Concept Plan) which showed a layout of the proposed development, as well as the soil borings, overlain onto an aerial photograph. The plan was not dated and did not identify the preparer. Other than the documents described above, specific architectural, structural or civil plans were not available at the time of this geotechnical evaluation. 1.6 Locations and Elevations The soil boring locations were selected by Division 25, LLC and/or their civil engineering consultants. The approximate locations of the soil borings are shown on the Soil Boring Exhibit, provided. The soil borings were staked in the field by E.G. Rud & Sons, Inc. Ground surface elevations at the soil boring locations were also provided by E.G. Rud & Sons, Inc. 2.0 FIELD PROCEDURES Fourteen (14) standard penetration test borings were advanced on July 13 and 14, 2023 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split -barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split -barrel sampling procedure, a 2 -inch O.D. split -barrel spoon is driven into the ground with a 140 - pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18 -inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represents an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring log identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N -value, "blows per foot") and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 2 3.0 RESULTS 3.1 Soil Conditions At the surface, the soil boring encountered about 1 to 2 feet of topsoil composed of sandy silt that was black in color and contained traces of roots. Below the topsoil, the soil boring encountered native glacial outwash soils composed of fine to coarse grained poorly graded sand and poorly graded sand with silt that extended to the termination depths of the borings. Penetration resistance values (N -Values), shown as blows per foot (bpf) on the boring log, within the sands ranged from 3 to 18 bpf. These values indicate that the sands had a very loose to medium dense relative density. 3.2 Groundwater Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the augers from the boreholes. Groundwater appears to be below the depths explored by our soil borings. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 3.3 Laboratory Testing Laboratory moisture content and percent passing the number 200 sieve (P-200) tests were performed on selected samples recovered from the soil borings. Table 1 below summarizes the results of the laboratory tests. Results of the laboratory tests are also shown on the boring logs adjacent to the sample tested. Table 1. Summary of Laboratory Tests BoringNumber mNumber Sample Depth (feet) Moisture Content N * P-200 Content N SB -1 SS -10 5 51/2 - SB -2 SS -2 21/2 41/2 - SB -3 SS -47 21/2 41/2 - SB -4 SS -39 21/2 31/2 61/2 SB -5 SS -32 21/2 13 - SB -6 SS -54 21/2 121/2 - SB -6 SS -55 5 4 5 SB -7 SS -62 21/2 10 - SB -8 SS -69 21/2 2 - SB -9 SS -78 5 41/2 - SB -10 SS -84 21/2 91/2 81/2 SB -11 SS -93 5 41/2 - 3 SB -12 SS -24 21/2 9 - SB -13 SS -100 5 121/2 - SB -14 SS -16 21/2 51/2 - *Moisture content and P-200 values rounded to the nearest 1/2 percent. 3.4 OSHA Soil Classification Below the topsoil soils encountered in the borings consisted of poorly graded sand and poorly graded sand with silt corresponding to the ASTM classification of SP and SP -SM, respectively. These soils will generally be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. An OSHA -approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction We understand the project will consist of constructing eight new commercial/retail buildings along with the associated parking and drive lanes and underground utilities. Based on the Concept Plan we anticipate the proposed retail buildings will include; a tire store, coffee shop, car wash and 5 smaller individual/ owner specific retail buildings. We anticipate that stormwater ponds and/or infiltration basins could also be constructed as part of the project. Specific grading or structural plans were not available. We anticipate that each building will be a single -story slab -on -grade structure with cast -in-place concrete or masonry block foundation walls supported on concrete spread footings. We anticipate the car wash, coffee shop, tire store and smaller retail buildings will be relatively lightly loaded structures and will likely consist of light gage metal framing or wood framing, a pitched roof or flat roof and asphalt shingles. We anticipate the exterior finishes could include masonry block perimeter walls with an architectural veneer and aluminum store front windows and doors. Based on the assumed construction we estimate wall loadings for the smaller retail buildings will range from about 3 to 5 kips (3,000 to 5,000 pounds) per lineal foot and column loads, if any will be less than 100 kips (100,000 pounds). Based on the assumed/ estimated structural loads we anticipate that soil bearing pressure on the order of 3,000 pounds per square foot (psf) will be required for foundation support. We anticipate that the proposed commercial/retail buildings will be constructed at or near elevation 959. With ground surface elevations at the boring locations ranging from about 954 1/2 to 9601/2 we estimate that cuts and fill for permanent grade changes will be less than 5 feet. 4 If the proposed loads exceed these values if the design or location of the proposed development changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion The vegetation and topsoil are generally compressible and are not suitable for foundation support. These materials will need to be removed from below the building and oversize areas and replaced with suitable compacted engineered fill, as needed to, attain design grades. It is our opinion that the underlying native glacial outwash sands are suitable for foundation support. Except that a portion of the sands, especially at soil boring SB -3, had a very loose relative density. The very loose sands will need to be compacted to increase their density and uniformity to provide adequate foundation support and reduce the potential for excessive soil settlement. Groundwater was not encountered in the borings while drilling and sampling or after removing the augers from the boreholes. We do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. The following sections provide recommendations for foundation design and construction. 4.3 Site Grading Recommendations Excavation We recommend that all vegetation, topsoil and any soft or other unsuitable soils, if encountered, be removed from below the proposed building, pavement, utility and oversize areas. Table 2 summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 2. Anticipated Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* SB -1 960.5 2 9581/2 SB -2 959.5 1 9581/2 SB -3 959.2 1 958 SB -4 958.8 1 958 SB -5 958.1 2 956 S13-6 955.4 1 9541/2 S13-7 954.3 2 9521/2 S13-8 955.8 1 955 SB -9 957.8 1 957 SB -10 958.9 1 958 SB -11 958.7 2 9561/2 5 * = Excavation depths and elevations were rounded to nearest 1/2 foot. Oversizing In areas where the excavations for soil correction (i.e., to remove the topsoil) extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material The on-site soils appear to be generally suitable for reuse as fill or backfill. However, based on the laboratory moisture content tests they appeared to be below their assumed optimum soil moisture content. If these soils will be used or reused as fill or backfill, some drying of the soil will likely be required to meet the recommend compaction levels. Topsoil, organic soils or soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling Prior to placing additional fill or foundations we recommend surface compacting any loose soils or soil disturbed during grading activities. We recommend a minimum of 6 passes in each perpendicular direction with a large vibratory compactor operating in vibratory mode or until the soils have achieved a minimum of 95 percent of their standard Proctor maximum dry density. We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP -SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self- propelled vibratory compactor operating in vibratory mode. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e., deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted sandy engineered fill or sandy native soils. With the building pad prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 3,000 pounds per square foot (psf). 0 Measured Anticipated Anticipated Boring Surface Excavation Excavation Number Elevation Depth (feet)* Elevation (feet)* (feet) SB -12 959.7 1 9581/2 SB -13 958.9 1 958 SB -14 960.1 1 959 * = Excavation depths and elevations were rounded to nearest 1/2 foot. Oversizing In areas where the excavations for soil correction (i.e., to remove the topsoil) extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material The on-site soils appear to be generally suitable for reuse as fill or backfill. However, based on the laboratory moisture content tests they appeared to be below their assumed optimum soil moisture content. If these soils will be used or reused as fill or backfill, some drying of the soil will likely be required to meet the recommend compaction levels. Topsoil, organic soils or soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling Prior to placing additional fill or foundations we recommend surface compacting any loose soils or soil disturbed during grading activities. We recommend a minimum of 6 passes in each perpendicular direction with a large vibratory compactor operating in vibratory mode or until the soils have achieved a minimum of 95 percent of their standard Proctor maximum dry density. We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP -SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self- propelled vibratory compactor operating in vibratory mode. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e., deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted sandy engineered fill or sandy native soils. With the building pad prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 3,000 pounds per square foot (psf). 0 We anticipate total and differential settlement of the foundations will be less than 1 inch and 1/z inch, respectively, across a 30 -foot span. 4.4 Dewatering Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the augers from the boreholes. We do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted sandy engineered fill or native glacial outwash soils. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per square inch per inch of deflection (psi) may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 4.6 Below Grade Walls We anticipate the buildings will be slab -on -grade structures and will not have any below grade or basement levels. Estimated soil parameters and recommendations for design and construction of below grade walls can be provided if required or requested. 4.7 Exterior Slabs Exterior slabs will likely be underlain by poorly graded sand or poorly graded sand meeting the ASTM Classification of SP or SP -SM which are generally slightly to non -frost susceptible soils. This being the case, it is our opinion that special subgrade improvements in excess of topsoil stripping in advance of slab construction will not be required. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed structures. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to meet City of Monticello requirements with respect to groundwater separation distances. In the absence of city requirements, we recommend maintaining at least a 4 -foot separation between the lowest floor 7 slab and the observed groundwater levels and at least a 2 -foot separation between the lowest floor slab and the 100 -year flood level of nearby wetlands, storm water ponds or other surface water features. 4.9 Utilities We anticipate that new utilities will be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. At these depths, we anticipate that the pipes will bear on compacted sandy engineered fill or sandy native glacial outwash soils, which in our opinion, are suitable for pipe support. We recommend removing any vegetation, topsoil and any soft or otherwise unsuitable soil from below the pipe invert elevations and replacing them with suitable compacted engineered fill as needed. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas, we recommend a minimum compaction of 90 percent. Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the augers from the boreholes. We do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. 4.10 Bituminous Pavements General The City of Monticello may have standard plates that dictate pavement design. If so, we recommend that the pavements be designed and constructed in accordance with the city standard plates. The following paragraphs provide general pavement recommendations in the absence of City of Anoka standard plates. Traffic Based on the documents provided the development will include constructing several retail facilities. The exact number of parking stalls for each store are unknown at this time. For the purposes of this evaluation, we assume that each facility will have about 25 to 50 parking stall which could also turn over 2 to 4 times per day. Based on that we estimate that the parking and drive lanes could be subjected to ESAL's ranging from about 50,000 to 75,000 over a 20 -year design life. Subgrade Preparation We recommend removing all vegetation, topsoil and any soft or otherwise unsuitable materials from beneath the pavement subgrade. Prior to placing the aggregate base, we recommend compacting or possibly test rolling the subgrade soils to identify soft, weak, loose, or unstable areas that may require additional subcuts. Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend placing and compacting fill and/or backfill as described in Section 4.3 except in paved areas where the upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. 9 R -Value R -Value testing was beyond the scope of this project. The soil borings encountered sandy soils corresponding to the ASTM Classifications of SP -SM and SP. It is our opinion an assumed R -Value of 50 can be used for pavement design. Pavement Section The pavement sections presented below are based on estimated traffic volumes and vehicle distribution and therefore are not absolutes. There may be alternate pavement sections that may be more practical or economical. The pavement sections presented in the table below do not account for growth. Table 3. Recommended Pavement Section Assumed Maximum Estimated R -Value Bituminous Aggregate Base ESAL's 0.8 Pavement (inches) (inches) 50,000 50 31/2 6 75,000 -100,000 50 4 6 4.11 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28 -day compressive strength of 4,000 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze -thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 4.12 Stormwater Ponds/Infiltration Basins We anticipate that the project could include constructing storm water pond (s)/ basin(s) for stormwater runoff control. We were not provided any information regarding the locations of any ponds, site grades or pond bottom elevations. Below the topsoil the borings encountered; poorly graded sand with silt and poorly graded sand meeting the ASTM classifications SP -SM and SP, respectively. It is our opinion that the infiltration rates presented in Table 4 can be used for stormwater pond/ infiltration basin design. These values were obtained from the Minnesota Storm Water Manual. Table 4. Infiltration Rates In-situ soils Soil Description Design Infiltration Rate (in/hr.) SP Poorly Graded Sand 0.8 SP -SM Poorly Graded Sand with Silt 0.8 SM Silty Sand 0.45 Gi It should be noted that soil infiltration rates can vary due to; soil moisture content, soil density or compaction, the placement or introduction of fine-grained soils, topsoil or biofiltration media and changes or variations in local groundwater levels. These variations may result in additional construction costs and it is suggested that a contingency be provided for this purpose. Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation Below the topsoil soils encountered in the borings consisted of poorly graded sand and poorly graded sand with silt corresponding to the ASTM classification of SP and SP -SM, respectively. These soils will generally be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 1/2 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or a qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills The on-site soils appear to be below their assumed optimum soil moisture content. If these soils will be used or reused as structural fill or backfill, some wetting of the soil will likely be required to meet the recommend compaction levels. We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed foundations. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 10 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, "Description and Identification of Soils (Visual - Manual Procedure)." Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the boring, the nature of which may not become apparent until additional exploration work is completed, or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 11 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review, we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring log. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Division 25, LLC and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. 12 APPENDIX S:\RUD\CAD\23PROJ\230612AB\EXHIBITS\230612AB-SOIL BORING EXHIBIT.DWC 230612AB 94 �o0��r� row �h�s 4 � r 42,000 ti ! TIC- y r.� �fi r 1-i ! j r tb55 s j Haugo GeoTechnical Services BORING NUMBER SB -1 HAu�Minn Cedar Ave South AU PAGE 1 OF 1 Minneapolis, MN, 55407 5.5 5 ............... :.............. :. Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 2 4-5 (9) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 960.5 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS 11 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered - w o 3-5-7 (12) SPT N VALUE 5-8-7 (15) U_c� Bottom of borehole at 14.5 feet. U) w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > 0 �zJ O Q U^ PL MC LL Lu J g a O- Z m O> 0" 20 40 60 80 (9 Q z w U z o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 _ 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 5.5 5 ............... :.............. :. :.. (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 9 2 4-5 (9) USIOS- 2-3-3(6) 10 SS 11 3-4-5 (9) SS 12 4-6-7 (13) - SS 13 3-5-7 (12) SS 14 5-8-7 (15) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB -2 HAu�Minn Cedar Ave South AU 1 PAGE 1 OF 1 Minneapolis, MN, 55407 4.5 ... ................... :......... Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 3-4-4 (8) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 959.5 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS 4 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w o 5-7-6 (13) SPT N VALUE 3-5-5 (10) U_c� Bottom of borehole at 14.5 feet. U) w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > 0 �zJ O Q U^ PL MC LL Lu J g a O- Z m O> 0" 20 40 60 80 (9 Q z w U z o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 1 4.5 ... ................... :......... (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 2 3-4-4 (8) SS 3 4-6-6 (12) 10 SS 4 5-6-6 (12) 5 (14) SS 6 5-7-6 (13) SS 7 3-5-5 (10) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB -3 HAu�Minn Cedar Ave South AU 46 PAGE 1 OF 1 Minneapolis, MN, 55407 4.5 .. Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, very loose to loose (Glacial Outwash) Fax: 763-445-2238 SS 47 3-3-3 (6) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 959.2 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered 1-2-4 (6) w o SS 51 2-2-4 (6) SPT N VALUE SS 52 U_c� Bottom of borehole at 14.5 feet. U) w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > 0 �zJ O Q U^ PL MC LL Lu J g a O- Z m O> 0" 20 40 60 80 (9 Q z w U z o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 46 4.5 .. .................... :......... (SP) Poorly Graded Sand, fine to medium grained, brown, moist, very loose to loose (Glacial Outwash) SS 47 3-3-3 (6) SS 48 2-2-2 (4) 10 SS 49 1-1-2 (3) SS 50 1-2-4 (6) SS 51 2-2-4 (6) SS 52 2-2-4 (6) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB -4 HAu�Minn Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 958.8 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_c� =O O J (� MATERIAL DESCRIPTION w ~m J g a 2Z Q o _ wo > 0 O- U w U) w �zJ O Z Q m O> 0 c U^ w" m o SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP -SM) Poorly Graded Sand with Silt, fine grained, brown, moist, 38 loose (Glacial Outwash) SS 39 2-2-3 (5) P-200= 6.5% 3.5 .. ..... :............... :............... 5 ""' """"' `"""'"""' `"""' (SP) Poorly Graded Sand, fine grained, brown, moist, loose (Glacial Outwash) SS 3-5-9 40 (14) SS 2-3-5 41 (8) 10 2-3-5 LS42S (8) SS 3-4-5 43 (9) 15 4-4-5 LSS44 (9) 20 TSS (9) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services ; .•; BORING NUMBER SB -5 HAu�Minn Cedar Ave South AU 31 PAGE 1 OF 1 Minneapolis, MN, 55407 13 ............... :.............. :. Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose (Glacial Outwash) Fax: 763-445-2238 3-3-2 (5) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 958.1 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS2-3-5 34 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered - w o 1-2-3 (5) SPT N VALUE (8) U_c� Bottom of borehole at 14.5 feet. U) w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > 0 �zJ O Q U^ PL MC LL Lu J g a O- Z m O> 0" 20 40 60 80 (9 Q z w U z o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 _ _ 5 ; .•; Sandy Silt, trace Roots, black, moist (Topsoil) AU 31 13 ............... :.............. :. :.. (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose (Glacial Outwash) SS 32 3-3-2 (5) 33 (10) 10 SS2-3-5 34 (8) SS 35 3-4-5 (9) - SS 36 1-2-3 (5) SS1-3-5 37 (8) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-6 HAu�Minn Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 955.4 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_c� =O O J (� MATERIAL DESCRIPTION w ~m J g a 2Z Q o _ wo > 0 O- U w U) w �zJ O Z Q m O> 0 c U^ w" m o SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP) Poorly Graded Sand, fine to medium grained, brown, moist, 53 loose to medium dense (Glacial Outwash) SS 54 2-3-5 (8) 12.5 ....................... :............... 5 SS 3-7-9 55 (16) SS 2-6-9 56 (15) 10 SS 2-7-8 57 (15) SS 3-6-8 58 (14) 15 SS 3-7-11 59 (18) 20 SS 3-4-7 60 (11) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB -7 HAu�Minn Cedar Ave South AU 61 PAGE 1 OF 1 Minneapolis, MN, 55407 10 ...............:................ Telephone: 612-729-2959 (SP) Poorly Graded Sand, trace Gravel, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 2-3-5 (8) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 954.3 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS 64 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered - w o 3-6-7 (13) SPT N VALUE 3-6-6 (12) U_c� Bottom of borehole at 14.5 feet. U) w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > 0 �zJ O Q U^ PL MC LL Lu J g a O- Z m O> 0" 20 40 60 80 (9 Q z w U z o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 _ 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 61 10 ...............:................ :.. (SP) Poorly Graded Sand, trace Gravel, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 62 2-3-5 (8) US63S 4 6-6 (12) 10 SS 64 2-6-9 (15) SS 65 4-7-8 (15) - SS 66 3-6-7 (13) SS 67 3-6-6 (12) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-8 HAu�Minn Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 955.8 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_c� =O O J (� MATERIAL DESCRIPTION w ~m J g a 2Z Q o _ wo > 0 O- U w U) w �zJ O Z Q m O> 0 c U^ w" m o SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP) Poorly Graded Sand, trace Gravel, fine to coarse grained, 68 brown, moist, loose to medium dense (Glacial Outwash) SS 69 2-3-4 (7) 2 ...................... :............... 5 SS 3-7-9 70 (16) SS 3-6-7 71 (13) 10 ....... . ....... SS 6-7-9 72 (16) SS 3-7-4 73 (11) 15 SS 4-8-9 C74 (17) 20 ...... .:....... : ....... :............... SS 5-9-7 75 (16) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB -9 HAu�Minn Cedar Ave South AU 76 PAGE 1 OF 1 Minneapolis, MN, 55407 4.5 ...............:.......:.......:. Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 SS 77 2-3-4 (7) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 957.8 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered 3-5-6 (11) w o SS 81 2-3-5 (8) SPT N VALUE SS 82 U_c� Bottom of borehole at 14.5 feet. U) w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > 0 �zJ O Q U^ PL MC LL Lu J g a O- Z m O> 0" 20 40 60 80 (9 Q z w U z o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 76 4.5 ...............:.......:.......:. (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, loose to medium dense (Glacial Outwash) SS 77 2-3-4 (7) SS 78 2-2-7 (9) 10 U79SS 2-3-5 (8) SS 80 3-5-6 (11) SS 81 2-3-5 (8) SS 82 3-5-6 (11) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-10 HAu�Minn Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 958.9 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_c� =O O J (� MATERIAL DESCRIPTION w ~m J g a 2Z Q o _ wo > 0 O- U w U) w �zJ O Z Q m O> 0 c U^ w" m o SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP-SM) Poorly Graded Sand with Silt, fine to medium grained, 83 brown, moist, loose to medium dense (Glacial Outwash) L84 3-4-5 (g) P-200= 8.5% 9.5 5 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash)"'....SS 4-3-5 85 (8) SS 1-5-4 86 (g) 10 SS 2-5-6 87 (11) SS 2-5-6 88 (11) 15 SS 3-4-5 89 (9) 20 ............... SS 2-3-9 90 (12) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB -11 HAu�Minn Cedar Ave South AU PAGE 1 OF 1 Minneapolis, MN, 55407 4.5 ............... :.............. :. ..... .......... :................. Telephone: 612-729-2959 (SP) Poorly Graded Sand, trace Gravel, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 2 5-5 (10) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 958.7 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: SS 94 DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered - w o 2-4-6 (10) SPT N VALUE (7) U_c� Bottom of borehole at 14.5 feet. U) w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > 0 �zJ O Q U^ PL MC LL Lu J g a O- Z m O> 0" 20 40 60 80 (9 Q z w U z o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 _ 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 4.5 ............... :.............. :. ..... .......... :................. :.. (SP) Poorly Graded Sand, trace Gravel, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 92 2 5-5 (10) SS 93 2-5-9 (14) 10 SS 94 1-4-5 (9) SS 95 4-5-7 (12) - SS 96 2-4-6 (10) SS2-3-4 97 (7) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-12 HAu�Minn Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 959.7 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_c� =O O J (� MATERIAL DESCRIPTION w ~m J g a 2Z Q o _ wo > 0 O- U w U) w �zJ O Z Q m O> 0 c U^ w" m o SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, 23 loose to medium dense (Glacial Outwash) SS3-3-5 24 (8) 8 5 SS 5-4-4 25 (8) SS 3-3-5 26 (8) 10 SS 3-5-5 27 (10) 2-3-5 CS28S (8) 15 SS 2-3-5 29 (8) 20 SS 2-3-4 30 (7) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB -13 HAu�Minn Cedar Ave South AU 98 PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, loose to medium dense (Glacial Outwash) Fax: 763-445-2238 SS 99 3-4-5 (9) CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/14/23 COMPLETED 7/14/23 GROUND ELEVATION 958.9 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered 4-6-7 (13) w o SS 103 3-6-6 (12) SPT N VALUE SS 104 U_c� Bottom of borehole at 14.5 feet. U) w c 20 40 60 80 =O O MATERIAL DESCRIPTION ~m J _ wo > 0 �zJ O Q U^ PL MC LL Lu J g a O- Z m O> 0" 20 40 60 80 (9 Q z w U z o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 5 Sandy Silt, trace Roots, black, moist (Topsoil) AU 98 . (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, loose to medium dense (Glacial Outwash) SS 99 3-4-5 (9) LiSOSO 2-3-7 (10)12.5 10 SS 101 4-4-7 (11) SS 102 4-6-7 (13) SS 103 3-6-6 (12) SS 104 3-5-7 (12) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-14 HAu�Minn Cedar Ave South PAGE 1 OF 1 Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Division 25, LLC PROJECT NAME Monticello Retail Development PROJECT NUMBER 23-0464 PROJECT LOCATION Monticello, MN DATE STARTED 7/13/23 COMPLETED 7/13/23 GROUND ELEVATION 960.1 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY CK CHECKED BY EI AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered Lu 0 U_c� =O O J (� MATERIAL DESCRIPTION w ~m J g a 2Z Q o _ wo > 0 O- U w U) w �zJ O Z Q m O> 0 c U^ w" m o SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 Sandy Silt, trace Roots, black, moist (Topsoil) AU (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, 15 loose to medium dense (Glacial Outwash) SS 16 3-2-3 (5) P-200= 5.5% 5.5 5 SS 7-8-9 17 (17) SS 2-5-5 18 (10) 10 19 (7) SS 4-3-4 20 (7) 15 SS 2-5-9 21 (14) 20 SS 3-7-8 22 (15) Bottom of borehole at 21.0 feet. T■ SRVICES Descriptive Terminology of Soil Standard D 2487 - 00 Classification of Soils for Engineering Purposes (Unified Soil Classification System) a, Based on the material passing the 3 -in (75mm } sieve. b. If field sample contained cobbles or boulders. or both. add `with cobbles or boulders or both' to group name, c C� = D.I D,o C= = (D.)' D,, x D. d. r soil contains>15 % sand, add `with sand" to group name. _ e Gravels with 5 to 12% Fines require dual symbols-. GWGM well -graded gravel with silt GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GG poorly graded gravel with'�lay f. If fines classify as CL -ML. use dual symbol GC -GM or SC -SM. g. If fines are organic, add `with organic Bnes` to group name. h. If soil contains Z 15% gravel. add "with gravel' to group name, i- Sands with 5 to 12% fines require dual symbols: SVV-SM well -graded sand with silt SW -SC well -graded sand with clay SP -SM poorly graded sand with silt SP -SC poorly graded sand with clay I - IfAtterberg limits plot in hatched area. soil is a CL -ML. silty clay. k It soil contains 10 to 29% plus No. 200, add -with sand' or "with gravel" whichever is predum inant. I- It soil contains�tW%plus No.200, predominantly sand. .add'sartdy'tcgroup name. m. It soil contains> 30% plus No. 200 predominantly gravel, add gravelly to group name, n. PI Z 4 and plots on or above 'A' fate. o. PI C 4 or plots below "A' line. p. PI plots on or above "A" Eine. q, PI plots below "A' line. 60 50 40 X 30 y U h 20 10 7 4 a 0 Criteria for Assigning Group Symbols and Soils Classification Cobbles ----------------------- Group Names Using Laboratory Tests a Group Dry density, pct OC Organic content. % WD Wet density, pcf Symboll Group Name n Natural moisture content, °% Gravels clean Gravels C 4 and 1 C 3c = GW Weil -graded gravel° o =' More than 50% of gga or less fines e C < 4 and/or 1 > C > c 3 GP Poorly graded gravel ,c coarse fraction Gravels with Fines Fines classify as ML or MH GM Silty gravel d19 .a 'm retained on Fines classify as CL or CH GG Clayey gravel `51 c a o No. 4 sieve More than 12% fines a a, N Sands Clean Sands C„ > 6 and 1 < C <_3 c SW Well -graded sand " Lf i 50% or mora, of 5°% or less fines ' C,< e andlor 1 > Cc> 3 c SP Poorly graded sand " coarse fraction passes Sands with Fines Fines classify as ML or MH SM Silty sand `9" Fines classify as CL or CH SC Clayey sand 1,3h L No. 4 sieve f More than 12% inorganic Pt > 7 and plots on or above `A" line f GL Lean clay "A" — Silts and Clays / — a o m m Liquid limit PI < 4 or plots below linei ML Silt " ' Organic Liquid limit - oven dried < 0.75 OL Organic clay ' m' m — less than 50 a W m o MH or OH Liquid limit - not dried OL Organic silt k' " @ `o N Q, E Silts and clays Inorganic P1 plots on or above "A" line CH Fat clayK PI tots below "A" fine p MH Elastic silt m o m `o z Liquid limit _,M Organic Liquid limit -oven dried < 0 75 OH Organic clay N l 0 50 or more m Liquid limit - not dried OH Organic silt Highly Organic Soils Primarily organic matter, dark in color and organic odor PT Peat a, Based on the material passing the 3 -in (75mm } sieve. b. If field sample contained cobbles or boulders. or both. add `with cobbles or boulders or both' to group name, c C� = D.I D,o C= = (D.)' D,, x D. d. r soil contains>15 % sand, add `with sand" to group name. _ e Gravels with 5 to 12% Fines require dual symbols-. GWGM well -graded gravel with silt GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GG poorly graded gravel with'�lay f. If fines classify as CL -ML. use dual symbol GC -GM or SC -SM. g. If fines are organic, add `with organic Bnes` to group name. h. If soil contains Z 15% gravel. add "with gravel' to group name, i- Sands with 5 to 12% fines require dual symbols: SVV-SM well -graded sand with silt SW -SC well -graded sand with clay SP -SM poorly graded sand with silt SP -SC poorly graded sand with clay I - IfAtterberg limits plot in hatched area. soil is a CL -ML. silty clay. k It soil contains 10 to 29% plus No. 200, add -with sand' or "with gravel" whichever is predum inant. I- It soil contains�tW%plus No.200, predominantly sand. .add'sartdy'tcgroup name. m. It soil contains> 30% plus No. 200 predominantly gravel, add gravelly to group name, n. PI Z 4 and plots on or above 'A' fate. o. PI C 4 or plots below "A' line. p. PI plots on or above "A" Eine. q, PI plots below "A' line. 60 50 40 X 30 y U h 20 10 7 4 a 0 10 16 20 30 40 50 60 70 80 90 100 110 Boulders ............................... Liquid Limit (LL) Cobbles ----------------------- --- ---3" to 12" Laboratory Tests DU Dry density, pct OC Organic content. % WD Wet density, pcf s Percent of saturation. °o MC Natural moisture content, °% SG Specificgravity LL Ligiuid limit. % / PL Plastic limit_ % 0 Angle of internal friction PI Plasticity index. °% qu Unconfined compressive strength. psf P200 % passing 200 sieve qp Pocket penetrometer strength, tsf f 'Z' / of MH or OH LAct ML or OL _,M 10 16 20 30 40 50 60 70 80 90 100 110 Particle Size Identification Boulders ............................... Liquid Limit (LL) Cobbles ----------------------- --- ---3" to 12" Laboratory Tests DU Dry density, pct OC Organic content. % WD Wet density, pcf s Percent of saturation. °o MC Natural moisture content, °% SG Specificgravity LL Ligiuid limit. % C Cohesion, psf PL Plastic limit_ % 0 Angle of internal friction PI Plasticity index. °% qu Unconfined compressive strength. psf P200 % passing 200 sieve qp Pocket penetrometer strength, tsf Particle Size Identification Boulders ............................... over 12" Cobbles ----------------------- --- ---3" to 12" Gravel edium......_........................... Medium.. ... . . Coarse ............................ 314" to 3" Fine -------------- ---------------- No- 4 to 314" Sand Very stiff ................................... Coarse ..... .... ........ ...:....... No. 4 to No. 10 Medium ........................... No 10 to No 40 Fine ................................. No. 40 to No. 200 Silt .................. ..................... < No- 200, P!<4or below "A" line Clay ---------- ------ - - ------ --- ------ - <No. 200, PI>4 and on or above "A' line Relative Density of Cohesionless Soils Very loose ................................ 0 to 4 BPF Loose ....................................... 5 to 10 BPF Medium dense ------------------------- 11 to 30 SPF Dense ...................................... 31 to 50 BPF Very dense ............................... over 50 BPF Consistency of Cohesive Soils Very soft ................................... 0 to 1 BPF Soft ....................... .. .......... 2 to 3 BPF Rather soft ............................... 4 to 5 BPF edium......_........................... Medium.. ... . . 6 to a BPF Rather stiff ............. .................. 9 to 12 BPF Stiff ........ 13 to 16 BPF Very stiff ................................... 17 to 30 BPF Hard ....................................... over 30 BPF Drilling Notes Standard penetration test borings were advanced by 3 114' or 6 114" ID hollow -stem augers unless noted otherwise, Jetting water was used to clean out auger prior to sampling only where indicated on logs. Standard penetration test borings are designated by the prefix "ST" (Split Tube). All samples were taken with the standard 2" OD split -tube sampler, except where noted Powerauger borings were advanced by 4" or 6" diameter continuous- fiight, solid -stem augers. Soil classifications and strata depths were In- ferred from disturbed samples augered to the surface and are, therefore. somewhat approximate- Power auger borings are designated by the prefix "B." Hand auger horings were advanced manually with a 1 112' or 3 114' diameter auger and were limited to the depth from which the auger could be manually withdrawn. Hand auger borings are indicated by the prefix H BPF: Numbers indicate blows per fool recorded in standard penetration test, also known as "N" value. The sampler was set 6" into undisturbed sol below the hollow -stem auger. ©riving resistances were then counted far second and third 6" increments and added to get BPF. Where they differed significantly. they are reported in the following form, 2112 for the second and third 6" increments, respectively. WH: WH indicates the sampler penetrated soil underweight of hammer and rods atone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods atone; hammer weight and driving not required. TVV indicates thin-walled (undisturbed) tube sample. Note: Alf tests were run in general accordance with applicable ASTM standards. Rev 7107 KjoLHAuGENVIRONMENTAL SERVICES COMPANY '0N%M0W*4W#K Providing Sound, Balanced, Comprehensive Natural Resource Solutions Memorandum Date: July 18, 2023 To: Roxy Robertson, for City of Monticello From: Melissa Barrett, Kjolhaug Environmental Services Company (KES) CC: John Johannson, Division 25, LLC Joe Radach, Contour Civil & Development Re: No Wetland Determination Memo Division 25, LLC Monticello Industrial Park, Monticello, MN (KES# 2023-086) The —26 -ac Division 25 LLC Monticello Industrial Park site was inspected on July 12, 2023 for the presence and extent of wetland. The property was located in Section 13, Township 121N, Range 25W, City of Monticello, Wright County, Minnesota. The site was situated north of Chelsea Road and to southeast of the intersection of I94 and County Road 18 (Figure 1). The site boundary corresponded to all of Wright County PID 155011000171 and part of Wright County PID 155011000111. Attachment A of this memo includes the Joint Application Form for Activities Affecting Water Resources in Minnesota, which is submitted to request WCA no wetland determination approval from the City of Monticello (LGU). Review of NWI, Soils, DNR, and NHD Inventory Information The National Wetlands Inventory (NWI) (Minnesota Geospatial Commons 2009-2014 and U.S. Fish and Wildlife Service) did not show any wetlands within or near site boundaries (Figure 3). The Soil Survey (USDA NRCS 2017) did not show any hydric mapped soil units within the site boundary. Soil types mapped within the site boundary are listed in Table 1 on the following page and a map showing soil types is included in Figure 4. The Minnesota DNR Public Waters Inventory (Minnesota Department of Natural Resources 2017) did not show any DNR Public Waters, Wetlands, or Watercourses within 1000 feet of site boundaries (Figure 5). The National Hydro,graphy Dataset (U.S. Geological Survey 2015) did not show any surface water features within or near site boundaries (Figure 6). 2500 Shadywood Road, Suite 130, Minnesota 55331, Phone: 952-401-8757 Division 25, LLC Monticello Industrial Park No Wetland Determination Memo Table 1. Mapped soil types on the Division 25 LLC Monticello Industrial Park site. Aerial Review for Offsite Hydrolo2y Determinations Because the site consisted of cropland, all available Google Earth and FSA photos were assessed for Wet/Normal/Dry climatic conditions using the Wetland Delineation Precipitation Data Retrieval from a Gridded Database tool. At least five Normal photo years are required for the assessment. Aerial photographs from the five (5) most recent available Normal photos (2019, 2018, 2016, 2010, and 2006) were used for the offsite hydrology review. Images from 2015 (Wet photo), 2013 (Wet photo), and 2012 (Dry photo, but a year when there was >9 inches precipitation in May) were included for viewing. Photographs for each year of review and the Wetland Hydrology from Aerial Imagery — Recording Form are included in Attachment B. One area (Area A) shown on the 2019 FSA photo (the most recent Wet photo) was included in the review (Figure 7). Area A showed wetland signatures in 20% of Normal photos. Since Area A showed signatures in <30% of Normal photos and was not with a hydric mapped soil unit and was not shown as wetland on the NWI map, field verification is not required, and the area is not wetland (Table 1). Table 1. Offsite Hydrology Review Results — Division 25 LLC Monticello Industrial Park Hydric Soils Approx. Approx. ° % Symbol Soil Name Acres % of Hydric Hydric Category AOI AOI 406 Dorset sandy loam, 0 to 2 25.1 82.50% 5 Predominantly Non - percent slopes Hydric Dorset -Two Inlets 1377B complex, 2 to 6 percent 3.8 12.40% 0 Not Hydric slopes D67B Hubbard loamy sand, 1 to 1.5 5.10% 3 Predominantly Non - 6 percent slopes Hydric Aerial Review for Offsite Hydrolo2y Determinations Because the site consisted of cropland, all available Google Earth and FSA photos were assessed for Wet/Normal/Dry climatic conditions using the Wetland Delineation Precipitation Data Retrieval from a Gridded Database tool. At least five Normal photo years are required for the assessment. Aerial photographs from the five (5) most recent available Normal photos (2019, 2018, 2016, 2010, and 2006) were used for the offsite hydrology review. Images from 2015 (Wet photo), 2013 (Wet photo), and 2012 (Dry photo, but a year when there was >9 inches precipitation in May) were included for viewing. Photographs for each year of review and the Wetland Hydrology from Aerial Imagery — Recording Form are included in Attachment B. One area (Area A) shown on the 2019 FSA photo (the most recent Wet photo) was included in the review (Figure 7). Area A showed wetland signatures in 20% of Normal photos. Since Area A showed signatures in <30% of Normal photos and was not with a hydric mapped soil unit and was not shown as wetland on the NWI map, field verification is not required, and the area is not wetland (Table 1). Table 1. Offsite Hydrology Review Results — Division 25 LLC Monticello Industrial Park Pa Hydric Soils Identified on Percent of normal Field Verification Area Present NWI or other years with wet Required � Wetland. wetland map signatures A No No 20% No No Pa Division 25, LLC Monticello Industrial Park No Wetland Determination Memo No Wetland Determination The —26 -ac Division 25 LLC Monticello Industrial Park site was inspected on July 12, 2023 for the presence and extent of wetland by Kjolhaug Environmental Services (KES). For a date of July 12, 2023 climatic/precipitation conditions were dry (atypical) based on the gridded database method, and below the normal range based on the 30 -day rolling precipitation total (Attachment Q. However, climate conditions were wetter than the normal range during the beginning of the growing season up until May and from that point until now, conditions have generally been within the normal range except for two (non -prolonged) drier than normal periods. The site was comprised of healthy corn throughout. No wetlands were identified or observed on the site. Summary and Requested Approvals No potential farmed wetland areas were identified for field review using the offsite hydrology methodology. For 2023, the site was comprised of heathy corn throughout. No wetlands were identified or delineated on the Division 25 LLC Monticello Industrial Park site. Attachment A of this memo includes the Joint Application Form for Activities Affecting Water Resources in Minnesota, which is submitted to request WCA no wetland determination approval from the City of Monticello (LGU). Thank you. St Henry Is u 4Pnri�� Churrh '=C.� 4 qrr� P - _ P ,~� m / CY. 39 ne P 15501100011) 7.75 -ac 11CaI jl� it Legend Site Boundary Parcels Figure 1 - Site Location d)ccontributors, CC -BY -SA N 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVlRON N4ENTAI. SFRVJCF5 COMPANY and do not constitute an official survey product. -.�►.► Source: ESRI Streets Basemap r • "� °fes. ► �f ; ' 4 + Stormwater _.� . ,� . *' •� �f 1 Pond"+ . +■ Easement - •� + � M •' ice. � � � f � � �_ . * s 054, V 91VL-2- f 3 No wetlands identified or delineated �; - Legend - i 4Pip �,. Site Boundary I 1 Wright County Lidar T, ` J. Figure 2 - Existing Conditions (2021 FSA Photo) N 0 250 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota Note: Boundaries indicated A- ���� x3u �11 �� FNN'IRON NTF.NTAI- SFRVJCFS COMPANY on this figure are approximate and do not constitute an �►.► Source: MNGEO Spatial Commons official survey product. �Aq _ A. t �I PUB( = M I P• 2 Y Y rI j PUBGx i Jp� � •I Ar Y ! ' I :'i •A - � � - � L•� � a!* Fes. � � • • r Legend s IN , +�. 0 Site BoundaryNOW - BGx�- �BGx n PEM1C-PUB GX ' VQ Figure 3 - National Wetlands Inventory N 0 500 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota � Note: Boundaries indicated x311 FNVIRONN4ENTAI- SFRVICFS COMPANY ���� u � �� on this figure are approximate and do not constitute an ►r►.r Source: MNGEO Spatial Commons, USFWS official survey product. 13776 441 J �� V� • �� 'Alt Map unit symbol Map unit name Hydric Rating 406 Dorset sandy loam, Oto 2 percent slopes 5 1377B Dorset -Two Inlets complex, 2 t 6 percent slopes 0 D67B Hubbard loamy sand, 1 to 6 percent slopes 3 • . -a 7 �F a • � . 1 ' ' *. . � per•. ,,. ,' i � �• `# ' 1�' j • Ys �'a, ..b 1015 406 w � L ►_ ' p, ' 1377B �! ! ' Legend Site Boundary , Hydric/Predominantly Hydric Partially Hydric 1 10 Predominantly Non-Hydric/Non-Hydric B 13796 I Figure 4 - Soil Survey I 406 N 0 250 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota Y Note: Boundaries indicated jL,HA '- �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI. SFRVJCF5 COMPANY and do not constitute an official survey product. -�►r Source: MNGEO Spatial Commons, USDA, NRCS q � - a_f it t.e 3i, i �� h, � =,� „_'� "�;<ti-'"v �. •-`. Unna med.(86 393 W) r r 'r7.:. - :� vy! •rr. � .,- :.�..;,- � . i .- � � � rye;', y� :. � .ii �.��r. ��+fit• '� irk � k� � �' e�{.�-.; '� � „7 ,. .. �� . .., AL Ny�y: i'. ~. F r� �:• Ani {:. � � � �; - �R. 1' RA�A-' WEA; •�*`•~''-'k'.;C y�ll•:•�` �'.�� -'�•'� yyQQ" , ,�"�Y£"•fl�i,.p,�. _-�j`'•;�,=:kyr,. 4 AIN. t I M Legend Site Boundary - - - Public Ditch/Altered Natural Watercourse Public Watercourse v� Public Waters 4FA - Figure 5 - DNR Public Waters Inventory N 0 2,000 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota Y A. Note: Boundaries indicated ` I u A T TG on this figure are approximate L,HA j FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -rwO1%kr Source: MNGEO Spatial Commons, MN DNR NME 06 X40 ■ I �� • A _• a 7 ••�R r ��r -. -.- .. rte... � i._ _ ♦� Legend er Site Boundary • : , , � �� i } 4�';'; � Artificial Path -: _- ----. Stream/River + !" �""'*'• _ �. • } Stream/River # �. �-',; ]� � '.' � rL a:, _ •'#�, � '„_ -�.. � ,�', fir, ., • � ,,;•-�., �'-g t+ r. Lake/Pond �+'} „:: �_ c• ,.. .-.;,.. .1;;� �• .R : s , en Figure 6 - National Hydrography Dataset N 0 1,000 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota Y Note: Boundaries indicated `rOL,HAT u A T TG on this figure are approximate j FNVIRON MENTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -WI Source: MNGEO Spatial Commons, USGS 11, Legend Site Boundary Wright County Lidar 5-2-2023 google earth.jpg RGB Red: Band -1 Green: Band_2 Blue: Band_3 I Figure 7 - Offsite Hydrology Assessment Areas (5/2/2023 Google Earth Photo - Wet) N 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota �Y Note: Boundaries indicated rO L,HA T u A T TG on this figure are approximate j FNVIRON MENTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. Source: MNGEO Spatial Commons Division 25, LLC Monticello Industrial Park, Monticello, MN No Wetland Determination Memo Attachment A Joint Application Form for Activities Affecting Water Resources in Minnesota Project Name and/or Number: Division 25, LLC Industrial Park, Monticello, MN (KES#Z023-086) PART ONE: Applicant Information It applicant is an entity (company, government entity, partnership, etc.), an authorized contact person must be identified. If the applicant is using an agent (corosultnnt, lawyer, n other third party) and has authorised them to act an their heha If, the agent's contact information must also he provided. Applicant/Landowner Name: John Johannson, Division 25, LLC Mailing Address: 7601 France Avenue South, Suite 525, Edina, Minnesota 55434 Phone: 612-817-2302 E-mail Address: J1)4n.s D�a`v%nS o Q•►�5 4-��Qr1�+ C� 1+� Authorised Contact Ido not complete if same as above): Joe Radach, Contour Civil & Development Mailing Address: Phone: 612-730-2265 E-mail Address: La dach�eontourcd.com Agent Name: Melissa Barrett, Kjolhaug Environmental Services Mailing Address: 2500 Shadywood Road, Suite 134, Orono, MN 55331 Phone: 952-388-3752 E-mail Address: melissa kiolhaueeny.com PART TWO: Site Location Information County: Wright City/Township: City of Monticello Parcel ID and/or Address: 155011000171, and part of 1550110DO111 Legal Description (Section, Township, Range): Sec 13, T121, R25 Lat/Long Idecimai degrees): 45.29049, -93.7733 Attach a map showing the location of the site in relation to local streets, roads, highways. Approximate size of site (acres) or if a linear project. length (feet): -26-ac If you know that your proposal will require an individual Permit from the U.S. Army Corps of Engineers, you must provide the names and addresses of all property owners adjacent to the project site. This information may be provided by attaching a list to your application or by using block 25 of the Application for Department of the Army permit which can be obtained at: http:I/www.mvp.usace.army_mil/Pnrtals/57jdocsjrmplatarOeeuI ate rydoes/enaform 4345 20.12oct.pdf PART THREE: General Project/Site Information If this applicatlon Is related to a delineation approval, exemption determination, jurisdictional determination, or other correspondence submitted prior to this application then describe that here and provide the Corps of Engineers project number. Describe the project that is being proposed, the project purpose and need, and schedule for implementation and completion. The project description must fully describe the nature and scope of the proposed activity including a description of all project elements that effect aquatic resources (wetland, lake, tributary, etc.) and must also include plans and cross section or profile drawings showing the location, character, and dimensions of all proposed activities and aquatic resource impacts. Application is for concurrence with no wetland determination. Minnesota Interagency Water Resource Application Form - Revised May 2021 Page 3 of 12 Project Name and/or Number: Division 25, LLC Industrial Park, Monticello, MN (KES#2023-086) PART FOUR: aquatic Resource Impact' Summary If your proposed project involves a direct or indirect impact to an aquatic resource (wetland, lake, tributary, etc.) identify each impact in the table below. Include all anticipated impacts, includingthose expected to be temporary. Attach an overhead view map, aerlal photo, and/or drawing showing all of the aquatic resources in the project area and the location(s) of the proposed impacts. Label each aquatic resource on the map with a reference number or letter and identify the impacts in the following table. Aquatic Resource ID (as noted on overhead view] Aquatic Resource Type {wetland, lake, tributary etc.) Type of Impact {fill, excavate, drain, or remove vegetation) Duration of Impact Overall Size of Permanent (P) Size of Impact Aquatic � or Temporary Resource (T)' Existing Plant Community TYPOS) in Impact Area-' Courft Major Watershed #, and Bank Service Area # of Impact Areas 'If impacts are temporary; enterthe duratior of the impacts in days next to the "T". For example, a project with a temporary accessfill that would be removed after 220 days would be entered "T (220)"- 11 mpacts 220)".11mpacts less than 0.01 acre should be reported in square feet. Impacts 0.01 acre or greater should be reported as acres and rounded to the nearest 0.41 acre. Tributary impacts must be reported in linear feet of impact and an area of impar[ by indicating first the linear feet of impact along the flowline of the stream followed by the area impact in parentheses). Far example, a project that impacts 50 feet of a stream that is 6 feet wide would be reported as 50 ft (300 square feet). }This is generally only applicable if you are applying for a de minimis exemption under MN Rules 8420.0420 5ubp. 8, otherwise enter -N/A". 4U,5e Wetfand PlaniS Orld Plant Community Types of Min nesorn and Wisconsin 311J Ed. as modified in MN Rules $420.0405 5ubp. 2. 'Refer to Major Watershed and Bank 5erwce Area maps in MN Rules 8420.0522 5ubp. 7. if any of the above identified impacts have already occurred, identify which impacts they are and the circumstances associated with each: PART FIVE: Applicant Signature ❑ Check here If you are requesting a pre-applicatlon consultation with the Corps and LGU based on the information you have provided. Regulatory entities will not initiate a formal application review if this box is checked. 8y signature below, I attest that the information in this application is complete and accurate. I further attest that I possess the authority to undertake the work described herein. Signature: Date: 7.l I , Z z3 1 hereby authorize to act on my behalf as my agent in the processing of this application and to furnish, upon request, supplemental information In support of this appiication. ' The term "impact" as used in this joint application form is a generic term used for disclosure purposes to identify activities that may require approval from one or more regulatory agencies. For purposes of this form it is not meant to indicate whether or not those activities may require mitigation/replacement. Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 4 of 12 Project Name and/or Number: Division 25, LLC Industrial Park, Monticello, MN {KE5#2023-485] Attachment A Request for Delineation Review, Wetland Type Determination, or Jurisdictional Determination By submission of the enclosed wetland delineation report, I aln requesting that the U.S. Army Corps of Engineers, St, Paul District {Corps} and/er the Wetland Conservation Act local Government Unit (LG U) provide me with the following (cherk all that apply): Wetland Type Confirmation ® Delineation Concurrence. Concurrence with a delineation is a written notification from the Corps and a decision from the LGU concurring, not concurring, or commenting on the boundaries of the aquatic resources delineated on the property. Delineation concurrences are generally valid for five years unless site conditions change. Under this request alone, the Corps will not address the jurisdlctienal status of the aquatic resources en the property, only the boundaries of the resources within the review area (including wetlands, tributaries, lakes, etc.). Application is for concurrence with no wetland determination. Preliminary I urisdictional Determination. A preliminary jurisdictional determination )PID) is a non-binding written indication from the Corps that waters, including wetlands, identified on a parcel may be waters of the United States. For purposes of computation of impacts and compensatary mitigation requirements, a permit decision made on the basis of a P1❑ will treat all waters and wetlands in the review area as if they are jurisdictional waters of the U.S. PJDs are advisory in nature and may not be appealed. E] Approved Jurisdictional Determination. An approved jurisdictional determination (AJD) is an official Corps determination that jurisdictional waters of the United States are either present or absent an the property. AJDs can generally be relied upon by the affected party for five years. An AID may be appealed through the Corps administrative appeal process. In order for the Corps and LGU to process your request, the wetland delineation must be prepared in accordance with the 1987 Corps of Englneers Wetland Delineation Manual, any approved Regional Supplements to the 1987 Manual, and the Guidelines far Submitting Wetland Delineations In Minnesota (2013). httti:l/www. mvo_ usa ce.a rmv. m Il/M iss in ns /Reeu latory/Deli n eationJ DCuida nce. aspx Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 5 of 12 Division 25, LLC Monticello Industrial Park, Monticello, MN No Wetland Determination Memo Attachment B Offsite Hydrology Recording Form and Photos Exhibit 1 Field data sheet reference (if applicable): Wetland Hydrology from Aerial Imagery — Recording Form Project Name: Investigator: Division 25 Ind M. Barrett Date: 7-16-2023 County: Wright Legal Description (S, T, R): Sec 13, T121, R25 Summary Table Date Image Taken Date Used Image Source Climate Condition (wet dry, normal) Image Interpretation(s) Area: A 5/2/2023 5/2/2023 Google Earth Wet Not normal—. 8/8/2022 9/1/2022 Google Earth Dry Not normal. Image not used. 6/18/2021 7/1/2021 FSA Dry Not normal. Image not used. 3/16/2020 -- Google Earth -- Prior to growing season. Not used. 7/30/2019 8/1/2019 FSA Normal (1) CS/WS 5/14/2018 5/1/2018 Google Earth Normal (2) NV 8/31/2017 9/1/2017 FSA Dry Not normal. Image not used. 5/12/2017 5/12/2017 Google Earth Wet Not normal. Image not used. 6/10/2016 6/10/2016 Google Earth Normal (3) NV 9/19/2015 10/1/2015 FSA Wet Image included for viewing. 7/3/2013 7/3/2013 FSA Wet Image included for viewing. 9/23/2012 10/1/2012 Google Earth Dry >9" precipitation in May. Included for viewing. 6/23/2010 7/1/2010 Google Earth Wet Same image as 2010 FSA with known photo date. Included for viewing. 9/4/2010 9/4/2010 FSA Normal (4) NV 6/2/2009 3/2/2009 Google Earth Dry Same image as 2009 FSA with known photo date/Dry. Photo not used. 6/20/2009 7/1/2009 FSA Dry Not normal, Image not used. 5/21/2008 6/1/2008 Google Earth Normal Same image as 2008 FSA with known photo date/Dry. Photo not used. 8/1/2008 8/1/2008 FSA Dry Not normal. Image not used. 5/31/2006 6/1/2006 Google Earth Normal (5) NV Number of normal years 5 5 5 5 5 Number with wet signatures I Percent with wet signatures 20% KEY WS - wetland signature SS - soil wetness signature CS - crop stress NC - not cropped AP - altered pattern NV - normal vegetative cover DO - drowned out SW - standing water NSS — no soil wetness signature Other labels or comments: Washout — Apparent Erosion — Farming Practice Feature (FP) WO - washout Exhibit 1 Field data sheet reference (if applicable): Wetland Determination from Aerial Imagery — Recording Form Project Name: Investigator: Division 25 Ind M. Barrett Date: 7-16-2023 County: Wright Legal Description (S, T, R): Sec 13, T121, R25 Use the Decision Matrix below to complete Table 1. Hydric Soils present' Identified on NWI or other wetland map2 Percent with wet signatures Field verification required Wetland? Yes Yes >50% No Yes Yes Yes 30-50% No Yes Yes Yes <30% Yes Yes, if other hydrology indicators present Yes No >50% No Yes Yes No 30-50% Yes Yes, if other hydrology indicators present Yes No <30% No No No Yes >50% No Yes No Yes 30-50% No Yes No Yes <30% No No No No >50% Yes Yes, if other hydrology indicators present No No 30-50% Yes Yes, if other hydrology indicators present No No <30% No No 1 The presence of hydric soils can be determined from the "Hydric Rating by Map Unit Feature" under "Land Classifications" from the Web Soil Survey. "Not Hydric" is the only category considered to not have hydric soils. Field sampling for the presence/absence of hydric soil indicators can be used in lieu of the hydric rating if appropriately documented by providing completed field data sheets. z At minimum, the most updated NWI data available for the area must be reviewed for this step. Any and all other local or regional wetland maps that are publicly available should be reviewed. s Area should be reviewed in the field for the presence/absence of wetland hydrology indicators per the applicable 87 Manual Regional Supplement, including the D2 indicator (geomorphic position). Table 1. Area Hydric Soils Present Identified on NWI or other wetland map Percent with wet signatures Field Verification Required Wetland. A No No 20% No No 1 Answer "N/A" if field verification is not required and was not conducted rvIlu Easement Legend = Site Boundary 6-1-2006 google earth.jpg RGB - Red: Band -1 Green: Band -2 Blue: Band -3 Y Y Y Ilk. r 0 �= or 5/31/2006 Google Earth Photo - Normal N 0 500 Division 25 LLC Industrial Park (KES 2023-086) I I Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVIRON MENTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons R • 4 Stormwater Pond Easement .�.' , r WI Ole JI 4S. Ar . �.�� •irk � J� r ;. • � � W q-or, f J rr 1 • _ s r � � '/ .- - _ �- •5 f. ''�.YJ�:. _ + 7i�Yi. irk X � rr Legend Site Boundary t 9/4/2010 FSA Photo - Normal 11 N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. '-�► - Source: MNGEO Spatial Commons w N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. '-�► - Source: MNGEO Spatial Commons j_ Site Boundary Er •! md Red: Band -1 _. Green: Band_2 OW Blue: Band -3 9/23/2012 Google Earth Photo - Dry (included for viewing) N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Feet Monticello, Minnesota Y Note: Boundaries indicated `OTjL,HA u A T TG on this figure are approximate FNVIR0N NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons 1' W • _. Stormwater Pond, Easement = •r. ; a Area A A.11 14 - r _ Ili I �' �����►./M � ' IR Legend I' Site Boundary i It { -A' i ' r 7/3/2013 FSA Photo - Wet (included for viewing) N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons yy i �1 � 4 ���•fi�. �.� Stormwater Pond` Easement Area 4 I �►Y 06 , r � Vol - r Ai 4 Legend' 0 Site Boundary 9/19/2015 FSA Photo - Wet (included for viewing) N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA '- �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons A 6/10/2016 Google Earth Photo - Normal 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet KjoL1 AuG FNVIR0NNTF.NTAI. SFRVICF5 CONIPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. A 5-14-2018 Goolgle Earth Photo - Normal 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet KjoL1 AuG FNVIR0NNTF.NTAI. SFRVICF5 CONIPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. 01 Stormwater •; �� Pond Easement �` �r ' • ';'` - a 01 Area r — f - � r M Z % _ w rl, �. Ilk 4 Legend Site Boundary l r r� ' 7-30-2019 FSA Photo - Normal N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA '- �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCFS COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons Division 25, LLC Monticello Industrial Park, Monticello, MN No Wetland Determination Memo Attachment C Precipitation Information 7/15/23, 10:30 AM Precipitation Documentation Worksheet Using Gridded Database 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 a Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121N township name: Monticello (west) range number: 25W nearest community: Monticello section number: 13 Aerial photograph or site visit date: Wednesday, July 12, 2023 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: June 2023 second prior month: May 2023 third prior month: April 2023 estimated precipitation total for this location: 1.40 1.54R 4.70R there is a 30% chance this location will have less than: 3.23 2.48 1.82 there is a 30% chance this location will have more than: 4.34 5.61 3.35 type of month: dry normal wet dry dry wet monthly score 3*1=3 2* 1= 2 1* 3= 3 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) 3+2+3=8 (dry) Other Resources: ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) https://climateapps.dnr.state. mn. us/gridded_data/precip/wetland/worksheet.asp?passXutm83=439168&passYutm83=5015293&passcounty=Wright&p... 1 /1 n 0 +11 1/30/23 2/14/23 3/1/23 3/16/23 3/31/23 4/15/23 4/30/23 5/15/23 5/30/23 6/14/23 6/29/23 0 monthly precip - daily precip 30d rolling total MBOARD OF WATER AND SOIL RESOURCES Minnesota Wetland Conservation Act Notice of Decision Local Government Unit: City of Monticello County: Wright Applicant Name: John Johnson Applicant Representative: Kjolhaug Env (Melissa Barrett) Project Name: Division 25, LLC LGU Project No. (if any): 21114-000 Date Complete Application Received by LGU: 7/18/2023 Date of LGU Decision: 9/6/2023 Date this Notice was Sent: 9/26/2023 NCA Decision Type - check all that apply ® Wetland Boundary/Type ❑ Sequencing ❑ Replacement Plan ❑ Bank Plan (not credit purchase) ❑ No -Loss (8420.0415) ❑ Exemption (8420.0420) Part: ❑A❑B ❑C❑D❑E ❑F ❑G ❑H Subpart: ❑2❑3❑4❑S ❑6❑7 ❑8❑9 teplacement Plan Impacts (replacement plan decisions only) Total WCA Wetland Impact Area: Wetland Replacement Type: ❑ Project Specific Credits: ❑ Bank Credits: Bank Account Number(s): Technical Evaluation Panel Findings and Recommendations (attach if any) 0 Approve ❑ Approve w/Conditions ❑ Deny ❑ No TEP Recommendation The TEP (BWSR and SWCD) provided comments that they agree with the review of the site. LGU Decision ❑ Approved with Conditions (specify below)' 0 Approved' ❑ Denied List Conditions: Decision -Maker for this Application: 0 Staff ❑ Governing Board/Council ❑ Other: Decision is valid for: 0 5 years (default) ❑ Other (specify): ' Wetland Replacement Plan approval is not valid until BWSR confirms the withdrawal of any required wetland bank credits. For project - specific replacement a financial assurance per MN Rule 8420.0522, Subp. 9 and evidence that all required forms have been recorded on the title of the property on which the replacement wetland is located must be provided to the LGU for the approval to be valid. LGU Findings — Attach document(s) and/or insert narrative providing the basis for the LGU decision'. ❑ Attachment(s) (specify): 0 Summary: The LGU agrees that there are no wetlands within the defined review area. I Findings must consider any TEP recommendations. Attached Project Documents ❑X Site Location Map X❑ Project Plan(s)/Descriptions/Reports (specify): BWSR NOD Form — November 12, 2019 1 Appeals of LGU Decisions If you wish to appeal this decision, you must provide a written request within 30 calendar days of the date you received the notice. All appeals must be submitted to the Board of Water and Soil Resources Executive Director along with a check payable to BWSR for $500 unless the LGU has adopted a local appeal process as identified below. The check must be sent by mail and the written request to appeal can be submitted by mail or e-mail. The appeal should include a copy of this notice, name and contact information of appellant(s) and their representatives (if applicable), a statement clarifying the intent to appeal and supporting information as to why the decision is in error. Send to: Appeals & Regulatory Compliance Coordinator Minnesota Board of Water & Soils Resources 520 Lafayette Road North St. Paul, MN 55155 travis.germundson@state.mn.us Does the LGU have a local appeal process applicable to this decision? M Yes' ❑ No 'If yes, all appeals must first be considered via the local appeals process. Local Appeals Submittal Requirements (LGU must describe how to appeal, submittal requirements, fees, etc. as applicable) Contact Rachel Leonard, City of Monticello, 505 Walnut Street, Monticello, MN 55362. Notice Distribution (include name) Reauired on all notices: 0 SWCD TEP Member: Andrew Grean Andrew.grean@mn.nacdet.net 0 BWSR TEP Member: Cade Steffenson cade.steffenson@State.mn.us 0 LGU TEP Member (if different than LGU contact): Angela Schumann, angela.schumann@ci.monticello.mn.us 0 DNR Representative: James Bedell James.Bedell@state.mn.us ❑ Watershed District or Watershed Mgmt. Org.: NA 0 Applicant: Joe Radach 0 Agent/Consultant: Melissa@kjolhaugenv.com Optional or As Applicable: 0 Corps of Engineers: usace_requests_mn@usace.army.mil ❑ BWSR Wetland Mitigation Coordinator (required for bank plan applications only): ❑ Members of the Public (notice only): ❑ Other: Signature: Date: 9/6/2023 This notice and accompanying apprication materials may be sent electronically or by mail. The LGU may opt to send a summary of the application to members of the public upon request per 8420.0255, Subp. 3. BWSR NOD Form — November 12, 2019 2 KjoLHAuGENVIRONMENTAL SERVICES COMPANY '0N%M0W*4W#K Providing Sound, Balanced, Comprehensive Natural Resource Solutions Memorandum Date: July 18, 2023 To: Roxy Robertson, for City of Monticello From: Melissa Barrett, Kjolhaug Environmental Services Company (KES) CC: John Johannson, Division 25, LLC Joe Radach, Contour Civil & Development Re: No Wetland Determination Memo Division 25, LLC Monticello Industrial Park, Monticello, MN (KES# 2023-086) The —26 -ac Division 25 LLC Monticello Industrial Park site was inspected on July 12, 2023 for the presence and extent of wetland. The property was located in Section 13, Township 121N, Range 25W, City of Monticello, Wright County, Minnesota. The site was situated north of Chelsea Road and to southeast of the intersection of I94 and County Road 18 (Figure 1). The site boundary corresponded to all of Wright County PID 155011000171 and part of Wright County PID 155011000111. Attachment A of this memo includes the Joint Application Form for Activities Affecting Water Resources in Minnesota, which is submitted to request WCA no wetland determination approval from the City of Monticello (LGU). Review of NWI, Soils, DNR, and NHD Inventory Information The National Wetlands Inventory (NWI) (Minnesota Geospatial Commons 2009-2014 and U.S. Fish and Wildlife Service) did not show any wetlands within or near site boundaries (Figure 3). The Soil Survey (USDA NRCS 2017) did not show any hydric mapped soil units within the site boundary. Soil types mapped within the site boundary are listed in Table 1 on the following page and a map showing soil types is included in Figure 4. The Minnesota DNR Public Waters Inventory (Minnesota Department of Natural Resources 2017) did not show any DNR Public Waters, Wetlands, or Watercourses within 1000 feet of site boundaries (Figure 5). The National Hydro,graphy Dataset (U.S. Geological Survey 2015) did not show any surface water features within or near site boundaries (Figure 6). 2500 Shadywood Road, Suite 130, Minnesota 55331, Phone: 952-401-8757 Division 25, LLC Monticello Industrial Park No Wetland Determination Memo Table 1. Mapped soil types on the Division 25 LLC Monticello Industrial Park site. Aerial Review for Offsite Hydrolo2y Determinations Because the site consisted of cropland, all available Google Earth and FSA photos were assessed for Wet/Normal/Dry climatic conditions using the Wetland Delineation Precipitation Data Retrieval from a Gridded Database tool. At least five Normal photo years are required for the assessment. Aerial photographs from the five (5) most recent available Normal photos (2019, 2018, 2016, 2010, and 2006) were used for the offsite hydrology review. Images from 2015 (Wet photo), 2013 (Wet photo), and 2012 (Dry photo, but a year when there was >9 inches precipitation in May) were included for viewing. Photographs for each year of review and the Wetland Hydrology from Aerial Imagery — Recording Form are included in Attachment B. One area (Area A) shown on the 2019 FSA photo (the most recent Wet photo) was included in the review (Figure 7). Area A showed wetland signatures in 20% of Normal photos. Since Area A showed signatures in <30% of Normal photos and was not with a hydric mapped soil unit and was not shown as wetland on the NWI map, field verification is not required, and the area is not wetland (Table 1). Table 1. Offsite Hydrology Review Results — Division 25 LLC Monticello Industrial Park Hydric Soils Approx. Approx. ° % Symbol Soil Name Acres % of Hydric Hydric Category AOI AOI 406 Dorset sandy loam, 0 to 2 25.1 82.50% 5 Predominantly Non - percent slopes Hydric Dorset -Two Inlets 1377B complex, 2 to 6 percent 3.8 12.40% 0 Not Hydric slopes D67B Hubbard loamy sand, 1 to 1.5 5.10% 3 Predominantly Non - 6 percent slopes Hydric Aerial Review for Offsite Hydrolo2y Determinations Because the site consisted of cropland, all available Google Earth and FSA photos were assessed for Wet/Normal/Dry climatic conditions using the Wetland Delineation Precipitation Data Retrieval from a Gridded Database tool. At least five Normal photo years are required for the assessment. Aerial photographs from the five (5) most recent available Normal photos (2019, 2018, 2016, 2010, and 2006) were used for the offsite hydrology review. Images from 2015 (Wet photo), 2013 (Wet photo), and 2012 (Dry photo, but a year when there was >9 inches precipitation in May) were included for viewing. Photographs for each year of review and the Wetland Hydrology from Aerial Imagery — Recording Form are included in Attachment B. One area (Area A) shown on the 2019 FSA photo (the most recent Wet photo) was included in the review (Figure 7). Area A showed wetland signatures in 20% of Normal photos. Since Area A showed signatures in <30% of Normal photos and was not with a hydric mapped soil unit and was not shown as wetland on the NWI map, field verification is not required, and the area is not wetland (Table 1). Table 1. Offsite Hydrology Review Results — Division 25 LLC Monticello Industrial Park Pa Hydric Soils Identified on Percent of normal Field Verification Area Present NWI or other years with wet Required � Wetland. wetland map signatures A No No 20% No No Pa Division 25, LLC Monticello Industrial Park No Wetland Determination Memo No Wetland Determination The —26 -ac Division 25 LLC Monticello Industrial Park site was inspected on July 12, 2023 for the presence and extent of wetland by Kjolhaug Environmental Services (KES). For a date of July 12, 2023 climatic/precipitation conditions were dry (atypical) based on the gridded database method, and below the normal range based on the 30 -day rolling precipitation total (Attachment Q. However, climate conditions were wetter than the normal range during the beginning of the growing season up until May and from that point until now, conditions have generally been within the normal range except for two (non -prolonged) drier than normal periods. The site was comprised of healthy corn throughout. No wetlands were identified or observed on the site. Summary and Requested Approvals No potential farmed wetland areas were identified for field review using the offsite hydrology methodology. For 2023, the site was comprised of heathy corn throughout. No wetlands were identified or delineated on the Division 25 LLC Monticello Industrial Park site. Attachment A of this memo includes the Joint Application Form for Activities Affecting Water Resources in Minnesota, which is submitted to request WCA no wetland determination approval from the City of Monticello (LGU). Thank you. St Henry Is u 4Pnri�� Churrh '=C.� 4 qrr� P - _ P ,~� m / CY. 39 ne P 15501100011) 7.75 -ac 11CaI jl� it Legend Site Boundary Parcels Figure 1 - Site Location d)ccontributors, CC -BY -SA N 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVlRON N4ENTAI. SFRVJCF5 COMPANY and do not constitute an official survey product. -.�►.► Source: ESRI Streets Basemap r • "� °fes. ► �f ; ' 4 + Stormwater _.� . ,� . *' •� �f 1 Pond"+ . +■ Easement - •� + � M •' ice. � � � f � � �_ . * s 054, V 91VL-2- f 3 No wetlands identified or delineated �; - Legend - i 4Pip �,. Site Boundary I 1 Wright County Lidar T, ` J. Figure 2 - Existing Conditions (2021 FSA Photo) N 0 250 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota Note: Boundaries indicated A- ���� x3u �11 �� FNN'IRON NTF.NTAI- SFRVJCFS COMPANY on this figure are approximate and do not constitute an �►.► Source: MNGEO Spatial Commons official survey product. �Aq _ A. t �I PUB( = M I P• 2 Y Y rI j PUBGx i Jp� � •I Ar Y ! ' I :'i •A - � � - � L•� � a!* Fes. � � • • r Legend s IN , +�. 0 Site BoundaryNOW - BGx�- �BGx n PEM1C-PUB GX ' VQ Figure 3 - National Wetlands Inventory N 0 500 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota � Note: Boundaries indicated x311 FNVIRONN4ENTAI- SFRVICFS COMPANY ���� u � �� on this figure are approximate and do not constitute an ►r►.r Source: MNGEO Spatial Commons, USFWS official survey product. 13776 441 J �� V� • �� 'Alt Map unit symbol Map unit name Hydric Rating 406 Dorset sandy loam, Oto 2 percent slopes 5 1377B Dorset -Two Inlets complex, 2 t 6 percent slopes 0 D67B Hubbard loamy sand, 1 to 6 percent slopes 3 • . -a 7 �F a • � . 1 ' ' *. . � per•. ,,. ,' i � �• `# ' 1�' j • Ys �'a, ..b 1015 406 w � L ►_ ' p, ' 1377B �! ! ' Legend Site Boundary , Hydric/Predominantly Hydric Partially Hydric 1 10 Predominantly Non-Hydric/Non-Hydric B 13796 I Figure 4 - Soil Survey I 406 N 0 250 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota Y Note: Boundaries indicated jL,HA '- �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI. SFRVJCF5 COMPANY and do not constitute an official survey product. -�►r Source: MNGEO Spatial Commons, USDA, NRCS q � - a_f it t.e 3i, i �� h, � =,� „_'� "�;<ti-'"v �. •-`. Unna med.(86 393 W) r r 'r7.:. - :� vy! •rr. � .,- :.�..;,- � . i .- � � � rye;', y� :. � .ii �.��r. ��+fit• '� irk � k� � �' e�{.�-.; '� � „7 ,. .. �� . .., AL Ny�y: i'. ~. F r� �:• Ani {:. � � � �; - �R. 1' RA�A-' WEA; •�*`•~''-'k'.;C y�ll•:•�` �'.�� -'�•'� yyQQ" , ,�"�Y£"•fl�i,.p,�. _-�j`'•;�,=:kyr,. 4 AIN. t I M Legend Site Boundary - - - Public Ditch/Altered Natural Watercourse Public Watercourse v� Public Waters 4FA - Figure 5 - DNR Public Waters Inventory N 0 2,000 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota Y A. Note: Boundaries indicated ` I u A T TG on this figure are approximate L,HA j FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -rwO1%kr Source: MNGEO Spatial Commons, MN DNR NME 06 X40 ■ I �� • A _• a 7 ••�R r ��r -. -.- .. rte... � i._ _ ♦� Legend er Site Boundary • : , , � �� i } 4�';'; � Artificial Path -: _- ----. Stream/River + !" �""'*'• _ �. • } Stream/River # �. �-',; ]� � '.' � rL a:, _ •'#�, � '„_ -�.. � ,�', fir, ., • � ,,;•-�., �'-g t+ r. Lake/Pond �+'} „:: �_ c• ,.. .-.;,.. .1;;� �• .R : s , en Figure 6 - National Hydrography Dataset N 0 1,000 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota Y Note: Boundaries indicated `rOL,HAT u A T TG on this figure are approximate j FNVIRON MENTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -WI Source: MNGEO Spatial Commons, USGS 11, Legend Site Boundary Wright County Lidar 5-2-2023 google earth.jpg RGB Red: Band -1 Green: Band_2 Blue: Band_3 I Figure 7 - Offsite Hydrology Assessment Areas (5/2/2023 Google Earth Photo - Wet) N 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota �Y Note: Boundaries indicated rO L,HA T u A T TG on this figure are approximate j FNVIRON MENTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. Source: MNGEO Spatial Commons Division 25, LLC Monticello Industrial Park, Monticello, MN No Wetland Determination Memo Attachment A Joint Application Form for Activities Affecting Water Resources in Minnesota Project Name and/or Number: Division 25, LLC Industrial Park, Monticello, MN (KES#Z023-086) PART ONE: Applicant Information It applicant is an entity (company, government entity, partnership, etc.), an authorized contact person must be identified. If the applicant is using an agent (corosultnnt, lawyer, n other third party) and has authorised them to act an their heha If, the agent's contact information must also he provided. Applicant/Landowner Name: John Johannson, Division 25, LLC Mailing Address: 7601 France Avenue South, Suite 525, Edina, Minnesota 55434 Phone: 612-817-2302 E-mail Address: J1)4n.s D�a`v%nS o Q•►�5 4-��Qr1�+ C� 1+� Authorised Contact Ido not complete if same as above): Joe Radach, Contour Civil & Development Mailing Address: Phone: 612-730-2265 E-mail Address: La dach�eontourcd.com Agent Name: Melissa Barrett, Kjolhaug Environmental Services Mailing Address: 2500 Shadywood Road, Suite 134, Orono, MN 55331 Phone: 952-388-3752 E-mail Address: melissa kiolhaueeny.com PART TWO: Site Location Information County: Wright City/Township: City of Monticello Parcel ID and/or Address: 155011000171, and part of 1550110DO111 Legal Description (Section, Township, Range): Sec 13, T121, R25 Lat/Long Idecimai degrees): 45.29049, -93.7733 Attach a map showing the location of the site in relation to local streets, roads, highways. Approximate size of site (acres) or if a linear project. length (feet): -26-ac If you know that your proposal will require an individual Permit from the U.S. Army Corps of Engineers, you must provide the names and addresses of all property owners adjacent to the project site. This information may be provided by attaching a list to your application or by using block 25 of the Application for Department of the Army permit which can be obtained at: http:I/www.mvp.usace.army_mil/Pnrtals/57jdocsjrmplatarOeeuI ate rydoes/enaform 4345 20.12oct.pdf PART THREE: General Project/Site Information If this applicatlon Is related to a delineation approval, exemption determination, jurisdictional determination, or other correspondence submitted prior to this application then describe that here and provide the Corps of Engineers project number. Describe the project that is being proposed, the project purpose and need, and schedule for implementation and completion. The project description must fully describe the nature and scope of the proposed activity including a description of all project elements that effect aquatic resources (wetland, lake, tributary, etc.) and must also include plans and cross section or profile drawings showing the location, character, and dimensions of all proposed activities and aquatic resource impacts. Application is for concurrence with no wetland determination. Minnesota Interagency Water Resource Application Form - Revised May 2021 Page 3 of 12 Project Name and/or Number: Division 25, LLC Industrial Park, Monticello, MN (KES#2023-086) PART FOUR: aquatic Resource Impact' Summary If your proposed project involves a direct or indirect impact to an aquatic resource (wetland, lake, tributary, etc.) identify each impact in the table below. Include all anticipated impacts, includingthose expected to be temporary. Attach an overhead view map, aerlal photo, and/or drawing showing all of the aquatic resources in the project area and the location(s) of the proposed impacts. Label each aquatic resource on the map with a reference number or letter and identify the impacts in the following table. Aquatic Resource ID (as noted on overhead view] Aquatic Resource Type {wetland, lake, tributary etc.) Type of Impact {fill, excavate, drain, or remove vegetation) Duration of Impact Overall Size of Permanent (P) Size of Impact Aquatic � or Temporary Resource (T)' Existing Plant Community TYPOS) in Impact Area-' Courft Major Watershed #, and Bank Service Area # of Impact Areas 'If impacts are temporary; enterthe duratior of the impacts in days next to the "T". For example, a project with a temporary accessfill that would be removed after 220 days would be entered "T (220)"- 11 mpacts 220)".11mpacts less than 0.01 acre should be reported in square feet. Impacts 0.01 acre or greater should be reported as acres and rounded to the nearest 0.41 acre. Tributary impacts must be reported in linear feet of impact and an area of impar[ by indicating first the linear feet of impact along the flowline of the stream followed by the area impact in parentheses). Far example, a project that impacts 50 feet of a stream that is 6 feet wide would be reported as 50 ft (300 square feet). }This is generally only applicable if you are applying for a de minimis exemption under MN Rules 8420.0420 5ubp. 8, otherwise enter -N/A". 4U,5e Wetfand PlaniS Orld Plant Community Types of Min nesorn and Wisconsin 311J Ed. as modified in MN Rules $420.0405 5ubp. 2. 'Refer to Major Watershed and Bank 5erwce Area maps in MN Rules 8420.0522 5ubp. 7. if any of the above identified impacts have already occurred, identify which impacts they are and the circumstances associated with each: PART FIVE: Applicant Signature ❑ Check here If you are requesting a pre-applicatlon consultation with the Corps and LGU based on the information you have provided. Regulatory entities will not initiate a formal application review if this box is checked. 8y signature below, I attest that the information in this application is complete and accurate. I further attest that I possess the authority to undertake the work described herein. Signature: Date: 7.l I , Z z3 1 hereby authorize to act on my behalf as my agent in the processing of this application and to furnish, upon request, supplemental information In support of this appiication. ' The term "impact" as used in this joint application form is a generic term used for disclosure purposes to identify activities that may require approval from one or more regulatory agencies. For purposes of this form it is not meant to indicate whether or not those activities may require mitigation/replacement. Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 4 of 12 Project Name and/or Number: Division 25, LLC Industrial Park, Monticello, MN {KE5#2023-485] Attachment A Request for Delineation Review, Wetland Type Determination, or Jurisdictional Determination By submission of the enclosed wetland delineation report, I aln requesting that the U.S. Army Corps of Engineers, St, Paul District {Corps} and/er the Wetland Conservation Act local Government Unit (LG U) provide me with the following (cherk all that apply): Wetland Type Confirmation ® Delineation Concurrence. Concurrence with a delineation is a written notification from the Corps and a decision from the LGU concurring, not concurring, or commenting on the boundaries of the aquatic resources delineated on the property. Delineation concurrences are generally valid for five years unless site conditions change. Under this request alone, the Corps will not address the jurisdlctienal status of the aquatic resources en the property, only the boundaries of the resources within the review area (including wetlands, tributaries, lakes, etc.). Application is for concurrence with no wetland determination. Preliminary I urisdictional Determination. A preliminary jurisdictional determination )PID) is a non-binding written indication from the Corps that waters, including wetlands, identified on a parcel may be waters of the United States. For purposes of computation of impacts and compensatary mitigation requirements, a permit decision made on the basis of a P1❑ will treat all waters and wetlands in the review area as if they are jurisdictional waters of the U.S. PJDs are advisory in nature and may not be appealed. E] Approved Jurisdictional Determination. An approved jurisdictional determination (AJD) is an official Corps determination that jurisdictional waters of the United States are either present or absent an the property. AJDs can generally be relied upon by the affected party for five years. An AID may be appealed through the Corps administrative appeal process. In order for the Corps and LGU to process your request, the wetland delineation must be prepared in accordance with the 1987 Corps of Englneers Wetland Delineation Manual, any approved Regional Supplements to the 1987 Manual, and the Guidelines far Submitting Wetland Delineations In Minnesota (2013). httti:l/www. mvo_ usa ce.a rmv. m Il/M iss in ns /Reeu latory/Deli n eationJ DCuida nce. aspx Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 5 of 12 Division 25, LLC Monticello Industrial Park, Monticello, MN No Wetland Determination Memo Attachment B Offsite Hydrology Recording Form and Photos Exhibit 1 Field data sheet reference (if applicable): Wetland Hydrology from Aerial Imagery — Recording Form Project Name: Investigator: Division 25 Ind M. Barrett Date: 7-16-2023 County: Wright Legal Description (S, T, R): Sec 13, T121, R25 Summary Table Date Image Taken Date Used Image Source Climate Condition (wet dry, normal) Image Interpretation(s) Area: A 5/2/2023 5/2/2023 Google Earth Wet Not normal—. 8/8/2022 9/1/2022 Google Earth Dry Not normal. Image not used. 6/18/2021 7/1/2021 FSA Dry Not normal. Image not used. 3/16/2020 -- Google Earth -- Prior to growing season. Not used. 7/30/2019 8/1/2019 FSA Normal (1) CS/WS 5/14/2018 5/1/2018 Google Earth Normal (2) NV 8/31/2017 9/1/2017 FSA Dry Not normal. Image not used. 5/12/2017 5/12/2017 Google Earth Wet Not normal. Image not used. 6/10/2016 6/10/2016 Google Earth Normal (3) NV 9/19/2015 10/1/2015 FSA Wet Image included for viewing. 7/3/2013 7/3/2013 FSA Wet Image included for viewing. 9/23/2012 10/1/2012 Google Earth Dry >9" precipitation in May. Included for viewing. 6/23/2010 7/1/2010 Google Earth Wet Same image as 2010 FSA with known photo date. Included for viewing. 9/4/2010 9/4/2010 FSA Normal (4) NV 6/2/2009 3/2/2009 Google Earth Dry Same image as 2009 FSA with known photo date/Dry. Photo not used. 6/20/2009 7/1/2009 FSA Dry Not normal, Image not used. 5/21/2008 6/1/2008 Google Earth Normal Same image as 2008 FSA with known photo date/Dry. Photo not used. 8/1/2008 8/1/2008 FSA Dry Not normal. Image not used. 5/31/2006 6/1/2006 Google Earth Normal (5) NV Number of normal years 5 5 5 5 5 Number with wet signatures I Percent with wet signatures 20% KEY WS - wetland signature SS - soil wetness signature CS - crop stress NC - not cropped AP - altered pattern NV - normal vegetative cover DO - drowned out SW - standing water NSS — no soil wetness signature Other labels or comments: Washout — Apparent Erosion — Farming Practice Feature (FP) WO - washout Exhibit 1 Field data sheet reference (if applicable): Wetland Determination from Aerial Imagery — Recording Form Project Name: Investigator: Division 25 Ind M. Barrett Date: 7-16-2023 County: Wright Legal Description (S, T, R): Sec 13, T121, R25 Use the Decision Matrix below to complete Table 1. Hydric Soils present' Identified on NWI or other wetland map2 Percent with wet signatures Field verification required Wetland? Yes Yes >50% No Yes Yes Yes 30-50% No Yes Yes Yes <30% Yes Yes, if other hydrology indicators present Yes No >50% No Yes Yes No 30-50% Yes Yes, if other hydrology indicators present Yes No <30% No No No Yes >50% No Yes No Yes 30-50% No Yes No Yes <30% No No No No >50% Yes Yes, if other hydrology indicators present No No 30-50% Yes Yes, if other hydrology indicators present No No <30% No No 1 The presence of hydric soils can be determined from the "Hydric Rating by Map Unit Feature" under "Land Classifications" from the Web Soil Survey. "Not Hydric" is the only category considered to not have hydric soils. Field sampling for the presence/absence of hydric soil indicators can be used in lieu of the hydric rating if appropriately documented by providing completed field data sheets. z At minimum, the most updated NWI data available for the area must be reviewed for this step. Any and all other local or regional wetland maps that are publicly available should be reviewed. s Area should be reviewed in the field for the presence/absence of wetland hydrology indicators per the applicable 87 Manual Regional Supplement, including the D2 indicator (geomorphic position). Table 1. Area Hydric Soils Present Identified on NWI or other wetland map Percent with wet signatures Field Verification Required Wetland. A No No 20% No No 1 Answer "N/A" if field verification is not required and was not conducted rvIlu Easement Legend = Site Boundary 6-1-2006 google earth.jpg RGB - Red: Band -1 Green: Band -2 Blue: Band -3 Y Y Y Ilk. r 0 �= or 5/31/2006 Google Earth Photo - Normal N 0 500 Division 25 LLC Industrial Park (KES 2023-086) I I Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVIRON MENTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons R • 4 Stormwater Pond Easement .�.' , r WI Ole JI 4S. Ar . �.�� •irk � J� r ;. • � � W q-or, f J rr 1 • _ s r � � '/ .- - _ �- •5 f. ''�.YJ�:. _ + 7i�Yi. irk X � rr Legend Site Boundary t 9/4/2010 FSA Photo - Normal 11 N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. '-�► - Source: MNGEO Spatial Commons w N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. '-�► - Source: MNGEO Spatial Commons j_ Site Boundary Er •! md Red: Band -1 _. Green: Band_2 OW Blue: Band -3 9/23/2012 Google Earth Photo - Dry (included for viewing) N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Feet Monticello, Minnesota Y Note: Boundaries indicated `OTjL,HA u A T TG on this figure are approximate FNVIR0N NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons 1' W • _. Stormwater Pond, Easement = •r. ; a Area A A.11 14 - r _ Ili I �' �����►./M � ' IR Legend I' Site Boundary i It { -A' i ' r 7/3/2013 FSA Photo - Wet (included for viewing) N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA 'V �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons yy i �1 � 4 ���•fi�. �.� Stormwater Pond` Easement Area 4 I �►Y 06 , r � Vol - r Ai 4 Legend' 0 Site Boundary 9/19/2015 FSA Photo - Wet (included for viewing) N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA '- �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCF5 COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons A 6/10/2016 Google Earth Photo - Normal 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet KjoL1 AuG FNVIR0NNTF.NTAI. SFRVICF5 CONIPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. A 5-14-2018 Goolgle Earth Photo - Normal 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet KjoL1 AuG FNVIR0NNTF.NTAI. SFRVICF5 CONIPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. 01 Stormwater •; �� Pond Easement �` �r ' • ';'` - a 01 Area r — f - � r M Z % _ w rl, �. Ilk 4 Legend Site Boundary l r r� ' 7-30-2019 FSA Photo - Normal N 0 500 Division 25 LLC Industrial Park (KES 2023-086) i Monticello, Minnesota Feet Y Note: Boundaries indicated jL,HA '- �OT u A T TG on this figure are approximate FNVlRON NTF.NTAI- SFRVJCFS COMPANY and do not constitute an official survey product. -�► - Source: MNGEO Spatial Commons Division 25, LLC Monticello Industrial Park, Monticello, MN No Wetland Determination Memo Attachment C Precipitation Information 7/15/23, 10:30 AM Precipitation Documentation Worksheet Using Gridded Database 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 a Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121N township name: Monticello (west) range number: 25W nearest community: Monticello section number: 13 Aerial photograph or site visit date: Wednesday, July 12, 2023 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: June 2023 second prior month: May 2023 third prior month: April 2023 estimated precipitation total for this location: 1.40 1.54R 4.70R there is a 30% chance this location will have less than: 3.23 2.48 1.82 there is a 30% chance this location will have more than: 4.34 5.61 3.35 type of month: dry normal wet dry dry wet monthly score 3*1=3 2* 1= 2 1* 3= 3 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) 3+2+3=8 (dry) Other Resources: ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) https://climateapps.dnr.state. mn. us/gridded_data/precip/wetland/worksheet.asp?passXutm83=439168&passYutm83=5015293&passcounty=Wright&p... 1 /1 n 0 +11 1/30/23 2/14/23 3/1/23 3/16/23 3/31/23 4/15/23 4/30/23 5/15/23 5/30/23 6/14/23 6/29/23 0 monthly precip - daily precip 30d rolling total FUTURE LAND USE MAP Commercial Designations Downtown Mixed -Use 7 � W Commercial II II Community Commercial fi Regional Commercial 70 Industrial Designations Commercial and Light Residential Employment Industrial General Public and Flex Campus Park Industrial Institutional ■ ti.. Other Designations Xcel Monticello Nuclear Generating Plant * * (DW i• 0 * 1 sum (9 Commercial Commercial Commercial Employment Industrial Industrial Public Uses Nuclear Power BZ�Z Cornerstone Cub Cafe and Target NA Foods Catering Co. MONTICELLO 2040 VISION + PLAN Suburban Cargill UMC Kitchen Manufacturing Solutions BZW Monticello Great River Xcel Regional Energy Library REGIONAL COMMERCIAL (RC) The Regional Commercial designation includes large-scale commercial uses serving a regional market, typically on large sites along the Interstate or major arterials roadways such as State Highway 25. Retail uses within this category usually have large floor areas and high sales volumes and may be considered shopping "destinations" by consumers from the region. Uses such as furniture and electronic stores, farm supply, home improvement stores, department stores, "big box" retailers, hotels and restaurants are included. Smaller and more local -serving retail uses, and personal services are generally not appropriate but could be allowed if complementary to a regional use. Secondary Mode Shared bike/ pedestrian facilities Floor Area Ratio (FAR) 0.30 to 0.50 Height - 1-2 stories, 4 stories for hotels or office • Lot Area - N/A 2098 Correlating 7*Zoning District B-3 Highway Business District B-4 Regional Business District LAND USE, GROWTH AND ORDERLY ANNEXATION Primary Mode Vehicular with access to collectors and arterials ! Transit or shuttle service Secondary Mode Shared bike/ pedestrian facilities Floor Area Ratio (FAR) 0.30 to 0.50 Height - 1-2 stories, 4 stories for hotels or office • Lot Area - N/A 2098 Correlating 7*Zoning District B-3 Highway Business District B-4 Regional Business District LAND USE, GROWTH AND ORDERLY ANNEXATION 0 i Planning Commission Agenda: 02/06/23 3A. Consideration of adowine Resolution PC -2024-08. a Resolution Findine that the Proposed Acquisition of Certain Land, a portion of Lot 12, Block 34, Original Plat of Monticello, PID 155010034120, by the City of Monticello Economic Development Authority is Consistent with the City of Monticello Comprehensive Plan (Monticello 2040 Vision + Plan) Prepared by: Meeting Date: Council Date (pending Community Development Director 02/06/2024 Commission action): NA Additional Analysis by: City Administrator, Economic Development Manager, Community & Economic Development Coordinator ALTERNATIVE ACTIONS 1. Motion to adopt Resolution PC -2024-08 finding that the proposed acquisition of certain land, the West 24 feet of Lot 12, Block 34, Original Plat of Monticello, PID 1550100341201 by the City of Monticello Economic Development Authority is consistent with the City of Monticello Comprehensive Plan (Monticello 2040 Vision + Plan). 2. Motion of other. REFERENCE AND BACKGROUND The Planning Commission is asked to consider a recommendation finding that the acquisition of parcel 155010034120 by the City of Monticello Economic Development Authority (EDA) is in conformance to the City's Comprehensive Plan. The acquisition of the parcel is intended to facilitate future revitalization and redevelopment efforts on Block 34 in accordance with the City's adopted Downtown Small Area Plan. The subject parcel is approximately .09 acres and is located along Broadway East on Block 34 of the Original Plat of Monticello. The parcel is currently occupied by an existing commercial building that is owned and utilized by an engineering firm. Acquisition of this parcel will expand the opportunity for redevelopment on Block 34 consistent with the Monticello 2040 Vision + Plan and the Downtown Small Area Plan. The parcel is guided "Downtown Mixed Use" within the current Monticello 2040 Vision + Plan. The Comprehensive Plan adopts the Monticello Downtown Small Area Plan as the guiding document for downtown development and land use. The Downtown Small Area Plan establishes a vision for "solidifying Downtown as the heart of the community with a series of coordinated public and private investments." The investments are intended to "create a Planning Commission Agenda: 02/06/23 human -scaled environment that encourages gathering, socializing, visiting and enjoying on a daily basis - throughout the year." Acquisition of the parcel by the EDA is a significant strategic opportunity given the significant existing public ownership of parcels within the block (shown on Exhibit C), including the most recent purchase of property at 216 Pine Street. There are also two active municipal wells on Block 34. The presence of the wells limit development within their immediate vicinity due to water supply regulations, making the acquisition of this parcel key to achieving development density on the block. In summary, the subject property makes quarter block development and beyond a more realistic possibility given the current ownership and existing use configurations on the block. The following statements within the vision for Downtown are relevant to this acquisition: "To promote Broadway Street as a storefront district with restaurants and specialty retail" and to "improve the experience of Pine Street for all users". This parcel's location on the Block 34 corner will support the EDA's efforts to continue the revitalization of Downtown along Broadway and Pine Street consistent with the Downtown vision. The Downtown Small Area Plan further cites the redevelopment of Block 34 as a specific redevelopment opportunity for the City, providing proposed development concepts and frontage configurations. At this time, there is no immediate plan to redevelop the site. Similar to Block 52 located to the northwest of this site, the EDA will work with the development community to accomplish a development in accordance with the Downtown Plan. The EDA has entered into a purchase agreement on the property, which is contingent on the Planning Commission's finding. The Commission's role is to provide a report to the City and EDA on the conformance of the acquisition to the adopted Comprehensive Plan. STAFF RECOMMENDATION City staff supports Alternative #1 above. Acquisition of this property by the City is consistent with the Monticello 2040 Plan's goals for encouraging a revitalized downtown, as it is a key property in supporting redevelopment on Block 34. Revitalization of Block 34 is a critical component of strengthening the Broadway and Pine Street corridors of the Downtown. SUPPORTING DATA A. Resolution PC -2024-08 B. Aerial Site Image C. Public Property Ownership Exhibit, Block 34 D. Monticello Downtown Small Area Plan, Excerpts E. M N Statute 462.356 2 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-08 A RESOLUTION FINDING THAT THE PROPOSED ACQUISITION OF CERTAIN LAND FOR REDEVELOPMENT PURPOSES BY THE CITY OF MONTICELLO ECONOMIC DEVELOPMENT AUTHORITY IS CONSISTENT WITH THE CITY OF MONTICELLO'S COMPREHENSIVE PLAN WHEREAS, the City of Monticello Economic Development Authority (the "Authority") proposes to purchase certain property (the "Property") located at 118 Broadway Street East in the City of Monticello, Minnesota (the "City"), and legally described in Exhibit A attached hereto, for the purposes of redevelopment; and WHEREAS, Minnesota Statutes, Section 462.356, subd. 2, requires the City Planning Commission (the "Planning Commission") to review the proposed acquisition or disposal of publicly owned real property within the City prior to its acquisition or disposal, to determine whether in the opinion of the Planning Commission, such acquisition or disposal is consistent with the City's comprehensive municipal plan (the "Comprehensive Plan"); and WHEREAS, the Planning Commission has reviewed the proposed acquisition of the Property and has determined that the Property is located on Block 34, a key redevelopment site in the Pine Steet subdistrict of the Central Community District, and is designated for mixed use development within the Comprehensive Plan and the City's Downtown Small Area Plan, and that the Authority's purpose is to redevelop the Property consistent with these uses, and that the proposed acquisition is therefore consistent with the Comprehensive Plan. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, that the acquisition of the Property by the Authority is consistent with the Comprehensive Plan and will promote the successful redevelopment of Block 34 in the City. BE IT FURTHER RESOLVED that this resolution be communicated to the Board of Commissioners of the Authority. ADOPTED this 6th day of February, 2024, by the Monticello Planning Commission. MONTICELLO PLANNING COMMISSION By: Paul Konsor, Chair ATTEST: Angela Schumann, Community Development Director MN325\49\901589.v1 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC -2024-08 AN: IL:1I1_l Legal Description of the Property The West 24 feet of Lot 12, Block 34, Original Plat of Monticello, County of Wright, State of Minnesota. PID: 155-010-034120 Address: 118 Broadway Street East, Monticello, MN 55362 MN325\49\901589.v1 Subject Parcel eilir _ Ail 16kmini .: .. - w *41,40., � _. y; Ag a .r- —AMR. •� = , ,gip t ;� � ___; City Boundary 0 Parcels CITY OF Monticello 1 in=116 Ft N A January 31, 2024 Map Powered By Datafi WS%, I4r < 0. 2 a 4f 0.25 a# 0.25 ac. Apo - BLOCK 34 Y 2 - g 0.19 ac. r . 2 mu 0.25 a L 0.09 3 ac _ 0.25 ac. 0.5 ac. 1 in = 84 Ft O city 0 EDA O Private 1 T CITY DF Monticello January 2024 Map Powered By Dataf wsb Background and Purpose The purpose of this Plan is to attract and direct investments on the core blocks of Downtown Monticello, MN over the next 10 years. The Plan advocates for solidifying Downtown as the heart of the community with a series of coordinated public and private investments. Together, these investments will create a human -scaled environment that encourages gathering, socializing, visiting and enjoying on a daily basis - throughout the year. The improvements outlined in this Plan aim to build on the unique qualities of Monticello to make the Downtown yet more attractive to those who have chosen to live and do business in the community. Specifically, the Plan seeks to promote Broadway Street as a storefront district with restaurants and specialty retail, celebrate the River for its recreational, connective and economic qualities, reinvigorate a downtown housing market with multiple, appropriately scaled, infill projects, and improve the experience of Pine Street for all users. The plan is ambitious, but achievable. Over time and upon completion, the plan would usher in up to 500 new units of downtown housing, new restaurants overlooking the river, and unique retail and services on Broadway. Momentum can be established in the next few years. Primary projects to be completed within five years include: redevelopment of Block 52, Walnut Street connection to River Street and infill housing on Walnut Street. Implementation of this Plan will create two legacies. The first will be a revitalized Downtown with an economy and attractions that benefit all residents of Monticello. Equally important, however to the physical improvements described above will be the legacy of new partnerships and civic cooperation that are essential to and will result from coordinated actions. The ideas set forth in this Plan come from the vested interest of the Monticello community through a broad public outreach effort. The realization of these ideas rely on a coordinated, cooperative, and active public sector working in tandem with an entrepreneurial private sector The result will be a lively Downtown for all in Monticello, a place that embodies both its history and future aspirations. Goals � 0 0 weodtlw FFU E] I,. .�� 4 Improve Pine Street for All Users C STI C" Shift the Center of Town to Walnut and Broadway Encourage Small and Medium Scaled Investments "` _X City of Monticello Downtown Small Area Plan I Executive Summary 0 NOTE:7his illustration depicts new deveopment on both private and public properties. The plan does not i Tu compel private property owners to change anything regarding how they use their land. Rather, the Plan is a /i� t. guide for change if the property owner chooses to do so. Please see page—for an illustration of the Master Plan as it applies to publicly held properties only. The City will endeavor to work with' existing business who wish to remain, revitalize and expand in the downtown.- City of Monticello Downtown Small Area Plan I Executive Summary 0 Downtown is For Everyone Downtown Monticello is and shall remain the heart of the community. It is the birthplace of the City and the focus of civic activity. This Plan builds off those foundational qualities with a clear vision for the future of the core blocks of Downtown. The vision includes a commitment to retaining Broadway as Monticello's Main Street, supporting existing businesses, improving connections to and relationship with the River, and creating new downtown housing opportunities along Walnut and Cedar Avenues for existing and new Monticello residents. The Plan envisions a Downtown that is lively throughout the day and into the evening, 12 months of the year. A downtown that serves many purposes for many people - including dining, recreation, celebrating, gathering, shopping and living. Illustrative Master Plan The Plan above describes a potential long term build out of the core blocks of Downtown Monticello. Character Areas Similar to the Embracing Downtown Plan, the Plan divides the study area into four different character Areas. The purpose of this is to create sub -areas in downtown, each with its own identity and purpose and direction. The character areas are developed based on their context and their future role in the downtown. Typically each character area is a mix of uses, but also has a dominant use. Character Area: Riverfront A redesigned Park with an amphitheater and better relationship to Downtown will help connect the River to Downtown Character Area: Walnut Street and Cedar Street Walnut and Cedar Streets will fill in with new housing (2-4 stories) that adds to the market strength of downtown and provides additional housing choices for new and existing residents of Monticello. Their intersections with Broadway will be improved to make it easier to walk to the Riverfront Character Area: Broadway Monticello's Main Street will transition over time from a street with primarily services, to one with unique retail and restaurants. t Character Area: Pine Street (TH 25) The community will reclaim Pine Street by maintaining it's width and adding pedestrian amenities and local serving commercial uses. City of Monticello Downtown Small Area Plan I Executive Summary 0 Block 34 Block 34 (public ownership in blue) Br\yStrPPtF lP 2 h� ell Frontage And Ground Floor Uses Active (retail) uses are encouraged at Pine Street and Broadway. Residential frontages are encouraged on Cedar Street. The remainder of the block is flexible. Active Frontage Flexible Frontage (either Active or Residential) Most of the properties on Block 34 are f II publicly owned. In addition, there are two wells on the block that impact development.- _ II If If Redevelopment is further challenged by ' 1=..� 1 I I Ir limitations on property access created by medians on Broadway and Pine Street. The site is attractive for "outbound" retail and the plan recommends such a use to be located in Residential Frontage Active Frontage the base of a multi use building on the corner of Pine and Broadway. BroQa�QyStrPe F "et �i ok B "et StrPe % Setbacks, Pocket Parks & Open Space Buildings should define the perimeter of the block with a front facade zone between 5' and 15' of the front property line. The two wells on site have 5o' setbacks and shou Id be incorporated into courtyards or parking areas. Building Setback Well Setback Bro Parking & Servicing -}t 1 Primary access to mid block parking should occur from Cedar Street and 4th Street. Surface Parking Access Way �a r Options The two illustrations above show potential options for development on Block 34 - both adhering to the guidelines. The top illustration shows a development pattern that assumes the property on Cedar Street remains. City of Monticello Downtown Small Area Plan I Character Areas MINNESOTA STATUTES 2022 462.356 462.356 PROCEDURE TO EFFECT PLAN: GENERALLY. Subdivision 1. Recommendations for plan execution. Upon the recommendation by the planning agency of the comprehensive municipal plan or sections thereof, the planning agency shall study and propose to the governing body reasonable and practicable means for putting the plan or section of the plan into effect. Subject to the limitations of the following sections, such means include, but are not limited to, zoning regulations, regulations for the subdivision of land, an official map, a program for coordination of the normal public improvements and services of the municipality, urban renewal and a capital improvements program. Subd. 2. Compliance with plan. After a comprehensive municipal plan or section thereof has been recommended by the planning agency and a copy filed with the governing body, no publicly owned interest in real property within the municipality shall be acquired or disposed of, nor shall any capital improvement be authorized by the municipality or special district or agency thereof or any other political subdivision having jurisdiction within the municipality until after the planning agency has reviewed the proposed acquisition, disposal, or capital improvement and reported in writing to the governing body or other special district or agency or political subdivision concerned, its findings as to compliance of the proposed acquisition, disposal or improvement with the comprehensive municipal plan. Failure of the planning agency to report on the proposal within 45 days after such a reference, or such other period as may be designated by the governing body shall be deemed to have satisfied the requirements of this subdivision. The governing body may, by resolution adopted by two-thirds vote dispense with the requirements of this subdivision when in its judgment it finds that the proposed acquisition or disposal of real property or capital improvement has no relationship to the comprehensive municipal plan. History: 1965 c 670 s 6 Official Publication of the State of Minnesota Revisor of Statutes Planning Commission Agenda — 02/06/24 4A. Community Development Director's Report Council Action on/related to Commission Recommendations • Consideration of a Request for a Conditional Use Permit for Drive -Through Services as an Accessory Use in the B-3, Highway Business District. Applicant: Todd Olin Removed from the January 22, 2024 City Council consent agenda. Discussion was held regarding the turning movements and access related to site development. The CUP was approved 4-1. • Consideration of Adoption of the 2024 City of Monticello Official Zoning Map. Applicant: City of Monticello Approved on the January 22, 2024 City Council consent agenda. Housing Workshop Reminder The joint City Council, EDA and Planning Commission housing workshop is scheduled for 4:30 PM on Monday, February 12. Please remember to pick up your copy of the 2023 Housing study update. Staff will be collecting the attached housing worksheet at the February 6t" Planning Commission meeting. Planning Commission Tools and Resources The 2024 Planning Commission Tools and Resources document provides information on foundational City planning tools and codes. Staff will be referring to the listed tools in the 2023 Year in Review and Process workshop prior to the regular February meeting. Floodplain Hazard Determination & Map Adoption The flood hazard determination for Wright County, including Monticello, has been finalized by the Federal Emergency Management Agency (FEMA). The finalized flood hazard determinations include Flood Insurance Rate Maps (FIRM) and the Flood Insurance Study (FIS) for Monticello. The process of updating Wright County's floodplain mapping began in 2011 and has been on-going since that time. The prior adopted floodplain mapping for Monticello was dated 1979 and 1981. In 2016, Wright County received notice of its public comment period for the new floodplain hazard determination information. The City worked with its designated environmental consultant WSB to understand the new mapping and notify affected property owners of the comment period. As part of the requirements for continued inclusion in the National Flood Insurance Program (NFIP), the City is also required to update its local ordinances for floodplain management. In conjunction with the 2016 public comment period, Monticello updated its Floodplain Overlay District ordinance adopting the amended ordinance in 2018 and receiving certification of the ordinance from the DNR in coordination with FEMA. Due to comments on the flood hazard determinations received in other parts of Wright County, the final adoption for Wright County was delayed. In 2022, the City received Planning Commission Agenda — 02/06/24 notice that FEMA was in its final review period for the determination. After finalizing changes to mapping for these other portions of Wright County (Monticello's mapping remained consistent with the preliminary maps provided), the flood hazard determinations were finalized by FEMA in 2023. The City is required to update the Floodplain Overlay District ordinance to reference the final map and study dates, which will be completed prior to June, 2024. The DNR has also prepared a new model ordinance, which the City may consider for amendment of its ordinance. Staff will evaluate the model and determine the recommended action for update of the full Floodplain ordinance. The final flood hazard determinations are not yet active on the FEMA Flood Map Service Center. However, the preliminary maps can be accessed. FEMA will send digital files, which will also be integrated into the City's GIS. Development Services Annual Survey Each year, the Development Services team (including Community Development, Economic Development and the Department of Building Safety & Code Enforcement) requests feedback from land use applicants on their process. We received 14 responses out of a possible 35 land use applicants from the year 2023 (40%), with multiple attempts to encourage a response. The responses came from land developers, local businesses, realtors, property owners & renters, project managers & engineers, and home builders. Survey data results are attached to this report. All responses indicate staff provided applicants with adequate information about the design standards and review process. Also indicated by all completed surveys, the City provided assistance and good communication to keep projects moving forward to completion and worked proactively with the applicant to overcome issues in development or the land use process itself. Nearly 86% (12/14) of respondents indicated the plan review and construction process encouraged them to invest in future projects in Monticello. About 92% (13/14) of responders said they would recommend Monticello to other builders/developers. Survey responders were asked to provide feedback on multiple areas of the Land Use process, with a response scale of "Excellent", "Satisfactory", and "Improvement Requested". The majority of responders provided feedback for all fields requested. The Development Services team will continue to look for ways to improve processes. In looking through this year's survey results, there were two areas for improvement identified by the team. The first is timeliness of review. While review and decision is often influenced by board meeting schedules and submission of complete information by the applicant, we will look to improve on our initial communication with applicants on clear 2 Planning Commission Agenda — 02/06/24 expectations for timelines and decisions. In addition, clarity of application materials is an area we will evaluate for improvement in 2024. Updated Property Inventory Maps City staff utilize property inventory maps to respond to development and resident inquiries. The maps are updated each year to reflect changes in land status. The 2024 maps are included with this report for reference. Development Status Current status update through January attached. Monticello HOUSING WORKSHOP PREPARATION WORKSHEET After reviewing the 2023 Housing Study Update ... My key takeaway(s) are: My biggest housing priorities are: (Think about each of the market segments in the report: owner -occupied, rental, senior, etc.) need more information on: CITY OF Monticello Land Use Controls Planning Commission Implementation Tools and Resources 2024 Updated This guide provides an overview of the land use control tools used by the City of Monticello, along with the specific responsibility of the Planning Commission in relationship to the control, and reference resources for more information. Comprehensive Plan The Comprehensive Plan is the city's blueprint for growth and is the foundation upon which development and land use decisions are based. It contains long term goals for the City's growth and the implementation strategies to help the City achieve those goals. It is the official adopted policy regarding the future location, character, and quality of physical development, and the conservation and enjoyment of the natural environment. A Comprehensive Plan is also a guide to decision making. It provides the City a means for balancing social, economic and environmental benefits with the costs associated with development. Most other City policies and regulations regarding growth and development are based on the Comprehensive Plan. All development -related ordinances and regulations, such as the Zoning Ordinance and design guidelines, must be consistent with and implement the goals of the Comprehensive Plan. From a more technical perspective, the Comprehensive Plan is used by the City Council, Planning Commission, other boards and Commissions, and City staff to inform and guide policy decisions regarding land use, development and infrastructure improvements within the City. Developers, real estate professionals and property owners also use the Comprehensive Plan as an informative document to understand the City's vision and policies regarding land use and development. See excerpt from the Monticello 2040 Plan: Municipal Comprehensive Planning in Minnesota is enabled by Section 462.353 of the Minnesota State Statute. In this legislation, cities are granted the authority to prepare, adopt and amend a comprehensive plan "for guiding the future development and improvement of the municipality". Cities are also provided authority to implement that Plan via a zoning ordinance or "other official actions" specified in the statute. 1IPage The duty to prepare the comprehensive plan falls squarely on the Planning Commission with support from planning staff and consultants. Once a Plan is prepared, The City Council then has the authority to adopt the Plan. The Planning Commission also has the responsibility to periodically review the plan and provide amendments as necessary. The Statutes are not specific regarding the contents of the Plan, but the primary implementation tool is the zoning ordinance or other "official controls" Land use decisions and capital improvements are required to be in conformance to the Comprehensive Plan. State Law requires that the Comprehensive Plan contain guidelines for the timing and sequence of the adoption of official controls necessary to ensure planned, orderly, and staged development and redevelopment consistent with the Land Use Chapter. Official controls may include ordinances establishing zoning, subdivision controls, site plan regulations, sanitary codes, building codes and official maps. Authority of the Commission: The Planning Commission is responsible for holding public hearings on the adoption of and amendments to the Comprehensive Plan and making formal recommendations to the City Council regarding the adoption and amendments. References: Monticello 2040 Vision + Plan: https://www.ci.monticello.mn.us/monti204O League of MN Cities Handbook: Comprehensive Planning, Land Use and City -Owned Land (Imc.orM Zoning Ordinance/Map A zoning ordinance regulates the use of land within a municipality consistent with its Comprehensive Plan; it controls the ways in which the land can be developed and what purposes the zoned land can serve. Monticello has adopted zoning regulations for the purpose of carrying out the goals, policies and strategies of the land use elements of the Monticello Vision + Plan. Historically, zoning was also established for the specific purpose of protecting the public health, safety, and general welfare through the establishment of regulations governing land development and use. Monticello's zoning ordinance cites these two specific purposes, as well as others; see excerpt from Chapter 1, Section 3(A): (1) To implement the policies of the City's Comprehensive Plan; (2) To protect the public health, safety, and general welfare of the community and its people through the establishment of regulations governing development and use, 21 Page (3) To promote orderly development and redevelopment; (4) To protect the established use areas; (5) To provide adequate light, air, and convenience of access to property; (6) To prevent congestion in the public right-of-way; (7) To prevent overcrowding of land and undue concentration of structures by regulating land, buildings, yards, and allowed residential densities; (8) To provide for compatibility of different land uses; (9) To provide for administration and enforcement of this ordinance; (10) To provide for amendments; (11) To prescribe penalties for violation of such regulations; and (12) To define powers and duties of the City staff, the Board of Adjustment and Appeals, the Planning Commission, and the City Council in relation to the Zoning Ordinance. In Minnesota, the authority to adopt zoning ordinances is established in the Municipal Planning Act, found in Minnesota Statutes, 462.356. The Municipal Planning Act establishes a uniform and comprehensive procedure for adopting or amending and implementing a zoning ordinance. Zoning dictates what types of properties can exist or be developed within a particular area within a municipality. For example, some areas (districts) are zoned strictly for single-family homes (while accommodating some exceptions such as religious buildings or parks), while certain mixed -used districts may allow for specific business and residential uses to exist in the same area. Zoning considers the relationship and transitions between uses, such as residential, commercial and industrial. Zoning ordinances also regulate development performance standards, such as maximum building height, minimum lot size, setbacks and building materials, etc. Monticello also adopts an official zoning map. The zoning map illustrates the various zoning districts enumerated within the zoning ordinance. The adoption of an official zoning map is referenced within the ordinance, Chapter 3, Section 1. Authority of the Commission: The Planning Commission is responsible for holding public hearings on the adoption of and amendments to the zoning ordinance. The Commission makes formal recommendations to the City Council regarding the adoption and amendment of zoning ordinances. The Planning Commission also holds hearings on conditional use permits 31 Page and variance requests as outlined within the zoning ordinance. The Commission acts as the Board of Adjustment and Appeals for variances and administrative appeals as outlined by the zoning ordinance. References: Monticello Zoning Ordinance & Maps: Zoning Ordinance I Monticello, MN League of MN Cities Handbook — Zoning Guide for Cities: Zoning Guide for Cities Imc.or Subdivision Ordinance and Platting A subdivision is a plan for a distinct area of land for the purpose of sale, rent, or building development. Monticello's subdivision ordinance specifies the standards of the city related to the layout and development of a given area, including lot number and configuration, location of structures, public dedications and their standards (such as streets, easements, trails or parks), public and private utilities, and grading, drainage, stormwater management and erosion control. These subdivision plans are most often developed through a plat, in both preliminary and final plat stages. In come cases, the subdivision ordinance allows for administrative subdivision processes such as lot combinations or lot line adjustments, without a plat requirement. However, all subdivision must meet the subdivision ordinance standards and requirements. As noted by the League of Minnesota Cities, "Subdivision regulations allow cities to ensure that a new development or redevelopment meets the standards of the city for a safe, functional and enjoyable community. Importantly, subdivision regulations can help the city preserve and protect vital natural resources." Authority of the Commission: The Planning Commission is responsible for holding public hearings on preliminary plats, and making formal recommendations to the City Council regarding preliminary plats. The Commission will also review and make recommendations regarding administrative subdivisions. The Commission is also responsible for holding public hearings on amendments or variances to the subdivision ordinance. 41 Page References: Monticello Subdivision Ordinance: https://codelibrary.amIegaI.com/codes/monticeIIomn/latest/monticeIIo_mn/0-0-0- 23559 League of MN Cities — Subdivision Guide: Subdivision Guide for Cities (Imc. Natural Resource Inventory & Assessment Monticello has completed and adopted a Natural Resources Inventory & Assessment (NRI/A), which is recognized as a planning tool within the Monticello 2040 Vison + Plan. An NRI/A identifies and describes the natural resources within a community, including wetlands, water courses, woodlands and open spaces. It provides the basis for land conservation planning, allows natural resource information to be included in local planning and zoning, and provides communities with a strong foundation for informed decision-making regarding its natural resources. In some cases, the document is an inventory only; in Monticello the inventory was supplemented by an assessment, which provides greater detail on the quality of the resources and references for implementation strategy. Monticello's NRI/A identifies ecologically significant resources, such as high-quality wetlands or undisturbed native plant communities, but also recognizes culturally significant natural resources. The NRI/A is used to evaluate development proposals, ranging from plat requests to individual site planning. It is also used as a background in park and pathway planning considerations. Authority of the Commission: The adoption of the NRI/A does not require a public hearing. However, the Planning Commission had the opportunity to review the document prior to adoption and references the document as part of plan review. The City Council adopts the NRI/A. References: Monticello NRI/A: Natural Resource Inventory & Assessment I Monticello, MN 51 Page Building, Fire & Property Maintenance Codes The Minnesota State Building Code is the minimum construction standard required throughout Minnesota, pending its adoption by a local jurisdiction. Monticello has adopted the Minnesota State Building Code, with specific amendments. AS stated on the Department of Labor and Industry website: "The State Building Code is intended to create a level playing field for the construction industry by establishing the construction standard for all buildings in the state." The Minnesota Fire Code and International Property Maintenance Code, with amendments specific to Monticello have also been adopted with amendments by the City of Monticello. Taken together, these codes further the purpose of protecting health, safety and general welfare. Authority of the Commission: Although the Planning Commission has no direct authority over or responsibility for these codes, which are reviewed and adopted by the City Council, they are noted here as additional tools used to regulate the development and use of land. The Building Code is applied and enforced in Monticello by the Department of Building Safety & Code Enforcement. The Fire Code is jointly reviewed for compliance by the Department of Building Safety & Fire Marshal. The Chief Building Official and Fire Marshal review land use applications with the intent of informing applicants of future building and code requirements as part of the customer service process. The Department of Building Safety and Code Enforcement also administers the International Property Maintenance Code and public nuisance ordinances. References: Monticello Building Codes: https://codelibrary.amlegaI.com/codes/monticellomn/latest/monticello mn/0-0-0-23328 Monticello Fire Code: https://codelibrary.amlegaI.com/codes/monticellomn/latest/monticello mn/0-0-0-21371 Monticello Nuisance Code: https://codelibrary.amlegaI.com/codes/monticellomn/latest/monticello mn/0-0-0-20682 61 Page Post Development Survey - 2023 Q1 Select the role that best describes your involvement in the development or land use application process in Monticello. Answered: 14 Skipped:0 Land Developer Commercial - Building... Home Builder . Realtor Developer's . Engineer Architect Local Business - Property Owner - other (please ' specify) 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% ANSWER CHOICES Land Developer Commercial Building Contractor or Project Manager Home Builder Realtor Developer's Engineer Architect Local Business Property Owner Other (please specify) Total Respondents: 14 RESPONSES 21.43% 14.29% 7.14% 21.43% 7.14% 0.00% 21.43% 14.29% 7.14% 3 2 1 3 1 0 3 2 1 Post Development Survey - 2023 Q2 At the beginning of the development or land use process in Monticello, did our staff provide you with adequate information about the design standards and review process? Answered: 14 Skipped:0 Yes No ANSWER CHOICES Yes No Total Respondents: 14 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 2/11 RESPONSES 100.00% 0.00% 14 0 Post Development Survey - 2023 Q3 Throughout the development or land use process, did you receive the assistance and communication you needed to keep your project or required to move forward to completion? Yes No ANSWER CHOICES Yes No Total Respondents: 14 Answered: 14 Skipped:0 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 3/11 RESPONSES 100.00% 0.00% 14 0 Post Development Survey - 2023 Q4 Help us define service enhancement areas that will help you the most. Please check the box that best reflects your experience with the service Clarity of - Application... Helpfulness & . Cooperation Staff Availability... 0 Staff Professionalism 0 Timeliness of Planning Review Timeliness of Engineering... areas. Answered: 14 Skipped:0 4/11 Timeliness of Building Review Staff Response Time Creative Problem Solving Thoroughness of Review Post Development Survey - 2023 Clarity of . Process... Consistent ■ Application ... Use of Technology -... 5/11 Post Development Survey - 2023 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0 Excellent N Satisfactory M Improveme... 6/11 EXCELLENT SATISFACTORY IMPROVEMENT TOTAL REQUESTED RESPONDENTS Clarity of Application Materials 85.71% 14.29% 0.00% 12 2 0 14 Helpfulness & Cooperation 92.86% 7.14% 0.00% 13 1 0 14 Staff Availability for Assistance 92.86% 7.14% 0.00% 13 1 0 14 Staff Professionalism 92.86% 7.14% 0.00% 13 1 0 14 Timeliness of Planning Review 78.57% 21.43% 0.00% 11 3 0 14 Timeliness of Engineering Review 83.33% 16.67% 0.00% 10 2 0 12 Timeliness of Building Review 76.92% 23.08% 0.00% 10 3 0 13 Staff Response Time 78.57% 21.43% 0.00% 11 3 0 14 Creative Problem Solving 84.62% 15.38% 0.00% 11 2 0 13 Thoroughness of Review 76.92% 23.08% 0.00% 10 3 0 13 Clarity of Process Requirements & Timelines 92.86% 7.14% 0.00% 13 1 0 14 Consistent Application of Regulations 92.31% 7.69% 0.00% 12 1 0 13 Use of Technology -Availability of online resources and 84.62% 15.38% 0.00% information for your application submittal 11 2 0 13 6/11 Post Development Survey - 2023 Q5 Monticello staff worked proactively with me as a partner to define and overcome development or land use problems or issues. Yes No ANSWER CHOICES Yes No Total Respondents: 13 Answered: 13 Skipped:1 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 7/11 RESPONSES 100.00% 0.00% 13 0 Post Development Survey - 2023 Q6 The plan review and/or construction process I experienced encourages me to invest in future projects in Monticello. Answered: 14 Skipped:0 ANSWER CHOICES Yes No Total Respondents: 14 Yes No so 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 8/11 RESPONSES 85.71% 14.29% 12 2 Post Development Survey - 2023 Q7 I would recommend Monticello to other builders/developers. Answered: 13 Skipped:1 Yes No ANSWER CHOICES Yes No Total Respondents: 13 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% RESPONSES 92.31% 7.69% 12 1 Post Development Survey - 2023 Q8 If Monticello could improve one or two aspects of its planning/development/land use review process, what would you recommend? Answered:5 Skipped:9 10/11 Post Development Survey - 2023 Q9 Please share any other comments or suggestions in the space below. Answered:3 Skipped: 11 Vacant Properties & Properties for Sale community.development@ci.monticello.mn.us 1763.295.2711 I Guided Commercial Updated January 2024 --.-VCITY OF Monticello 1 155-247-001020 Ryan Buffalo Land Company LLC 4.94 $57,412 B-3 2 155-125-000070 Ocello LLC 12.96 $6,834 B-3 3 155-151-003010 Bradley & Sharon Larson 1.78 $2,984 B-4 4 155-157-001010 Steven & Deborah Muth 1.55 $6,970 B-4 5 155-174-001010 Steven & Deborah Muth 0.9 $5,152 B-4 6 155-151-004010 Legacy Christian Academy 0.57 $2,900 B-4 7 155-189-001010 Steven & Deborah Muth 2.99 $18,218 B-4 8 155-260-001020 Vikram Aggarwal 2.01 $4,032 B-4 9 155-260-001010 Vikram Aggarwal 2.57 $4,458 B-4 10 155-164-000030 City of Monticello 7.02 $0 B-4 11 155-164-000040 City of Monticello 6.14 $0 B-4 12 155-269-000010 Ocello LLC 20.82 $11,024 PCD 13 155-227-000010 Ocello LLC 9.61 $7,446 PCD 14 155-230-000010 City of Monticello 35.69 $27,112 PCD 15 155-500-142303 City of Monticello 2.98 $0 PCD 16 155-500-142300 City of Monticello 3.75 $0 PCD 17 155-278-001010 Deephaven Development 1.66 TBD PCD 18 155-278-001030 Deephaven Development 2.21 TBD PCD 19 155-278-001040 Deephaven Development 1.4 TBD PCD 20 155-079-001010 Jyoti R Patel 0.79 $1,932 B-3 21 155-029-002050 Bravera Bank 2.75 $5,198 IBC 22 155-226-000020 City of Monticello EDA 14.17 $47,456 B-3 23 155-241-002010 Venturian Holdings LLC Etal 2.39 $17,106 PUD 24 155-241-000010 Venturian Holdings LLC Etal 2.34 $16,814 PUD 25 155-011-000101 Monticello Industrial Park Inc 4.76 $3,634 IBC 26 155-011-000111 Monticello Industrial Park Inc 7.76 $6,752 IBC 27 155-011-000171 Monticello Industrial Park Inc 10.5 $9,584 IBC 28 155-011-000171 Monticello Industrial Park Inc 17.8 $16,246 B-2 29 155-215-002010 Church of St Henry of Monti MN 2.04 $0 B-4 30 155-212-001020 McDonald's USA LLC 1.22 $25,080 B-4 31 155-212-001030 RGC-Monticello MN LLC 1.1 $10,326 B-4 32 155-178-002030 RGC-Monticello MN LLC 1.27 $13,380 B-4 33 155-229-001020 RGC-Monticello MN LLC 0.66 $6,380 B-4 34 155-011-000010 Steven G. & Thomas E. Hoglund 3.16 $5,274 B-2 35 155-037-001010 Kean of Monticello Inc 1.92 $6,966 B-2 36 155-037-001030 Deborah Dahlheimer Rev Trust 0.39 $1,878 B-2 37 155-205-001020 RGC-Monticello MN LLC 0.93 $9,402 B-4 38 155-214-001010 PRC Acquisitions VI LLC 1.01 $3,714 B-4 39 155-214-001020 PRC Acquisitions VI LLC 2.38 $4,970 B-4 40 155-117-001030 Kwik Trip Inc 2.23 $12,632 B-2 41 155-257-001010 Mivva LLC 0.99 $1,534 B-2 42 155-271-000030 Gold Nugget Dev. Inc 88.97 $14,032 IBC Properties for Sale I Guided Industrial community.development@ci.monticello.mn.us 1763.295.2711 Updated January 2024 --.-VCITY OF Monticello 1 155-273-001010 City of Monticello 9.764 $0.00 1-1 2 155-273-001020 City of Monticello 6.19 $0.00 1-1 3 155-194-000020 City of Monticello 6.67 $0.00 1-1 4 155-274-001010 City of Monticello 7.94 $0.00 1-1 5 155-274-002010 City of Monticello 10.384 $0.00 1-1 6 155-274-002020 City of Monticello 8.886 $0.00 1-1 7 155-274-003010 City of Monticello 6.28 $0.00 1-1 8 155-248-001030 J X Bowers LLC 8.02 $336 IBC 9 155-248-001020 J X Bowers LLC 4.98 $232 IBC 10 155-271-000030 Gold Nugget Development Inc 88.97 $14,032 IBC 11 155-029-002050 Bravera Bank 2.75 $5,198 IBC 12 155-255-001010 Spaeth Development LLC 0.53 $3,466 1-2 13 155-255-001030 Spaeth Development LLC 0.47 $3,200 1-2 14 155-011-000101 Monticello Industrial Park Inc 4.31 $3,634 IBC 15 155-011-000111 Monticello Industrial Park Inc 7.76 $6,752 IBC 16 155-011-000171 Monticello Industrial Park Inc 10.5 $9,584 IBC 17 155-500-042400 Praise Acres LLC 6.48 $4,396 1-2 Publicly -Owned Properties for Sale community.development@ci.monticello.mn.us 1763.295.2711 Updated January 2024 Downtown 1 155-010-017011 2 155-010-050011 3 155-010-054011 4 155-010-051111 5 155-010-036090 6 155-010-035061 7 155-010-034151 8 155-010-034130 9 155-010-034102 10 155-010-067010 11 155-010-067060 12 155-010-067100 13 155-275-001010 14 155-010-035011 15 155-010-034080 16 155-010-034101 17 155-010-034010 18 155-010-034020 19 155-010-034030 20 155-010-034040 21 155-019-007050 22 155-019-008010 _.-VCITY OF Monticello City of Monticello 0.47 $0 CCD City of Monticello EDA 0.19 $0 CCD City of Monticello EDA 0.25 $0 CCD City of Monticello 0.37 $1,586 CCD City of Monticello EDA 0.1 $0 CCD City of Monticello 0.07 $0 CCD City of Monticello EDA 0.12 $0 CCD City of Monticello EDA 0.12 $0 CCD City of Monticello EDA 0.19 $0 CCD City of Monticello EDA 0.62 $0 CCD City of Monticello EDA 0.5 $0 CCD City of Monticello EDA 0.23 $0 CCD City of Monticello 0.61 $0 CCD City of Monticello 0.7 $0 CCD City of Monticello 0.25 $0 CCD City of Monticello 0.09 $0 CCD City of Monticello EDA 0.25 $5,344 CCD City of Monticello 0.25 $0 CCD City of Monticello 0.25 $0 CCD City of Monticello 0.5 $0 CCD City of Monticello EDA 0.51 $0 R-2 City of Monticello EDA 0.51 $0 R-2 Project Name Savanna Vista Apartments SavannaVistaApartments Project Type Residential Address/Location Southeast area of The Pointes at Cedar Description 2300 unit multi -family apartments a - Date 12/13/2021 Progress Report Under Construction Twin Pines Apartments Residential South Side of School Blvd. East of Wal-Mart 96 multi -family unit apartment building 2/28/2022 Yet to Break Ground/Received Plat EM. on 1/22/24 Block 52 Redevelopment Mixed -Use NE Corner of Highway 25 and Broadway St 87 multi -family units with rougly 30,000 sq ft of 1st floor commercial 9/30/2022 Nearing Completion/ Apartment Renting in Progress Featherstone 6th Addition Residential North of 85th St NE and West of Highway 25 21 Single-family lots with commercially guided outlots for future development 8/24/2022 Under Construction (Last New Const. Permit Pulled) Tesla Stations at Cub Foods Commercial 206 7th St W Installation of 8 charging ports in the Cub Foods parking lot 7/12/2022 Completed Taco Bell Remodel Commercial 1247th St E Remodel of existing building and expansion of 724 sq ft 9/30/2022 Completed 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 Along South side of 7th St W between Elm St and Golf Course Rd 102 apartment unit & 60 townhome Senior 55+ Development 9/26/2022 Townhomes 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 8/22/2022 Completed - Ribbon Cutting was held on 11/16/2023 Camping World Commercial 3801 Chelsea Rd W Installation of an attached paint booth (1,100 sq ft) 8/22/2022 Nearing Completion Wiha 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) 11/28/2022 Under Construction Kwik Trip #345 Commercial 9440 State Highway 25 Expansion of current facility (520 sq ft) _ 1/23/2023 Completed Scooter's Coffee Commercial 100 7th St W. New Construction of Drive -Through Coffee Shop 1/23/2023 Completed Cargill Kitchens Solutions Industrial 206 W. 4th St. Replacement of Outdoor Storage Tanks 4/24/2023 Completed Deephaven 3 (Lot 2) Commercial Southeast corner of Cedar St and Chelsea Rd New Construction of a Clinic/Medical Service Facility (10,000 sq ft) N/A Nearing Completion Culver's 2nd Drive -Through Aisle Commercial 9395 State Highway 25 Addition of a 2nd Drive -Through Aisle along the South Property Line 7/24/2023 Completed Jimmy Johns/Baskin Robbins Commercial Southeast Corner of Oakwood Drive E and Cedar Street New Construction of Quick Service Restaurant with Drive -Through Service 1/22/2024 Not Started