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Planning Commission Agenda - 10/012024
AGENDA REGULAR MEETING — PLANNING COMMISSION OCTOBER, 1, 2024— 6:00 p.m. Mississippi Room, Monticello Community Center JOINT CITY COUNCIL & PLANNING COMMISSION WORKSHOP Monticello Community Center 5:00 p.m. Cannabis Regulation Commissioners: Chair Paul Konsor, Vice Chair Andrew Tapper, Teri Lehner, Melissa Robeck, Rob Stark Council Liaison: Councilmember Gabler Staff: Angela Schumann, Steve Grittman, Ron Hackenmueller, Tyler Bevier 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 • Regular Meeting Minutes - June 4, 2024 • Regular Meeting Minutes — August 6, 2024 • Workshop Minutes —September 3, 2024 • Regular Meeting Minutes — September 3, 2024 • Workshop Minutes —September 16, 2024 F. Citizen Comment 2. Public Hearings A. Continued Public Hearing — Consideration of a Request for Amendment to the Camping World Planned Unit Development District as related to required building materials Applicant: Camping World B. Consideration of a Request for Application for Amendment to Conditional Use Permit for Planned Unit Development, Preliminary Plat and Final Plat Applicant: Stephen Rohlf C. Consideration of a Request for Amendment to Big River 445 Planned Unit Development District and Development and Final Stage Planned Unit Development for Automobile Repair — Minor use. Applicant: SFP-E, LLC D. Consideration of a Request for Amendment to Big River 445 Planned Unit Development District and Development and Final Stage Planned Unit Development for Automobile Repair — Minor use. Applicant: Valvoline, LLC 3. Regular Agenda 4. Other Business A. Community Development Director's Report 5. Adjournment MINUTES REGULAR MEETING — PLANNING COMMISSION Tuesday, August 6, 2024 — 6:00 p.m. Mississippi Room, Monticello Community Center Commissioners Present: Chair Paul Konsor, Vice Chair Andrew Tapper, Teri Lehner, Melissa Robeck, Rob Stark Commissioners Absent: None Council Liaison Present: Councilmember Charlotte Gabler Staff Present: Angela Schumann, Steve Grittman, Ron Hackenmueller 1. General Business A. Call to Order Chair Paul Konsor called the regular meeting of the Monticello Planning Commission to order at 6:00 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 APPROVE THE MAY 7, 2024 REGULAR PLANNING COMMISSION MEETING AGENDA. ROB STARK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. E. Approval of Minutes • Regular Meeting Minutes —June 4, 2024 (Tabled) • Special Meeting Minutes —July 2, 2024 AN DREW TAPPER MOVED TO APPROVE THE JULY 2, 2024 SPECIAL MEETING MINUTES. MOTION CARRIED UNANIMOUSLY, 5-0. • Regular Meeting Minutes —July 2, 2024 (Tabled) F. Citizen Comments None. 2. Public Hearings A. Consideration of a Request for Amendment to the Camping World Planned Unit Development District as related to required building materials Applicant: Camping World City Planner Steve Grittman indicated that the applicant has requested tabling of the item to allow for time to modify proposal to be accommodated without needing a variance. Tabling would be on the agenda for September's meeting. ANDREW TAPPER MADE THE MOTION TO TABLE UNTIL SEPTEMBER'S MEETING, UNCLEAR WHO SECONDED, MOTION CARRIED 5-0 B. Consideration of a Request for Preliminary Plat (replat) of Haven Ridge West; Development Stage Planned Unit Development; and Rezoning to Planned Unit Development for a Residential Development including 298 single family detached and attached residential units. Applicant: Twin Cities Land Development City Planner Steve Grittman gave an overview of the Haven Ridge replat project near Fallon Avenue and 85th Street in the south corner of the city. Phases I is developed as Phase II was initially zoned R-1.. Applicant is seeking to narrow select lots by PUD for Phase II. Another development team is looking at additional phases known as Haven Ridge West. This maintains much of the street pattern 85th And Fallon Avenue is extended to a roundabout, and the street system links with Eisle Avenue. Eisle Avenue currently would be removed as part of the project as Fallon and 85th would become the new through - street. Edmonson avenue forms the westerly boundary of the parcel, remainder of the property would be developed similar to the original Haven Ridge. The stormwater ponds would alter in shape, and two streets would become cul-de-sacs. The townhouse area has changed. It was originally designed to have public streets, as the applicant is proposing to revert to private streets. The project area is about 137 acres, a proposed increase 252 to 298 units, three different sizes of lots 52', 62' and 80' wide lots. 80' lots are the R-1 standard. The redesigned townhouse area retains more woodland, and would be more markable per the applicant. The applicant is meeting or exceeding the building materials requirements. Staff has made recommendations to manage the impacts at the street, with the applicant showing enhancements beyond the R-1 standards. Steve Grittman walked through the preliminary plat, development stage PUD, and request amendment to zoning ordinance to create a Haven Ridge West Zoning District. Staff's recommendation is to retain the phasing in regards to the street pattern. Steve Grittman walked through the Exhibit Z conditions. The first condition was to construct the full roundabout in the first phase of the plat as a condition of preliminary plat and stage approval. Steve spoke about how the applicant had questions regarding phasing and if that would require full public hearings or would be an internal staff review of adjustments. Staff's recommendation that condition #2 relate to an adjustment of the PUD rather than an amendment. Steve walked through the verification conditions for condition #3 for future phases and submittal process. Verification of building materials, landscaping, architectural designs, compliance with finished and finishable floor areas for all unit types per PUD flexibility. Providing HOA documentation and landscaping verification. #4 to Incorporate the PUD plans and narrative submissions as aspects of the PUD ordinance, which is be provided recorded against all lots and provided to all prospective lot owners. The applicant asked if this is agreeing to the developers proposed lot standards table and how staff's intent would be to accept the modified sq. footages and other standards that the applicant proposes, with conditions framed by exhibit Z. #5 Revise the Zoning Exhibit to address the R-1 area as included within the PUD. This is a technical request from staff, that illustrated base zoning. Staff's view is the entire project is controlled by the PUD. #6. Identify ownership and management of Outlot C, which is included in a Homeowner's Association. This applies to a number of the outlots and for management and if they are privately owned. #7. Revise the plat to include the land area of Outlot A, to be included within a Homeowner's Association. Staff's understanding is the owning and management is by The townhouse association #8. Maximize clustered mailboxes and other utility installations to avoid the streetscape being dominated by infrastructure pedestals and other similar components. Staff has asked the applicant to preplan as much as possible to work with utility companies to have attractive and liveable neighborhoods. #9. Driveway widths on lots less than 80 feet in width shall be limited to 24 feet in width. The intent is to limit the driveway space in the boulevard. Overflow parking will typically occur on street. #10. Revise landscaping plan to include roundabout planting as directed by the City, additional landscaping within Lot 23 adjacent to the roundabout, and additional seating areas along pathways in Outlots F and D. Staff wants to insure that all areas are included in the landscaping plan. The city is working with the applicant in regards to the open space areas for management and long term maintenance. #11. Provide boundary markings per City ordinance along all areas where wetlands, conservation easements, and/orstormwater pond areas abut private property. This is common to avoid encroachment into the natural areas. These are for both environmental and aesthetic purposes. #12. Provide conservation easements for Outlots A (to be platted as Lot 51, Block 1), Outlot D and Outlot E, and as directed by the City Engineer, incorporating wetland buffers as applicable. 13. Modify drainage and utility easements, trail widths and right of way on the plat as required by the City Engineer. The city engineer has included comments. 14. Verify roundabout right of way at 85th and Edmonson intersection and revise plat to accommodate. This is the northwest corner, staff is looking for eventual right-of-way for the inclusion of a roundabout once traffic warrants. Verify that there is adequate right- of-way. 15. Provide permanent easements for trail corridors through Outlots D, E, and F. 16. Provide fencing acceptable to the Parks Department where trails are located in residential side yards and private trail signage within the townhome area. There are a few spots where the trail runs along wetland/ponding and cuts through sideyards. City standard is 30' wide area with 10' path with a small fence along the trail area line. This avoids confusion of maintenance responsibilities. 17. Park dedication requirements shall be applied at the time of final plat for each phase and shall be consistent with the recommendation of the Parks, Arts and Recreation Commission, based on the current rate of park dedication, with a deed to the City of Monticello for park dedication as applicable for Outlot B. This is for the property north of the roundabout. 18. Revise the plat to include sidewalks along one side of cul-de-sac streets. The standard is to have sidewalk along one side of the local streets. Safe Routes to Schools expects sidewalks along cul-de-sac local streets. 19. Compliance with the City Engineer's comments on the wetlands, including wetland replacement plan and permitting requirements, and continued compliance with the mitigation requirements of the Environmental Assessment Worksheet for Haven Ridge. 20. Work with the Community Development Department to identify monumentation and methods of maintenance for common areas. Commission Konsor asked if there was a map of what has been currently approve d and what changes are proposed. Steve Grittman showed the original plat, and spoke about how the street layout is similar. Councilmember Gabler spoke about the townhome area was a discussion at the parks level on how to preserve trees, and asked if the applicant is preserving tree coverage. Steve Grittman responded by stating the applicants have done a thorough job at identifying tree counts in the original and proposed updated plat. The change to a private street, eliminating the proposed trail, shifting items towards the wetland has left more room for tree preservation. Councilmember Gabler asked if by squeezing the lots closer to the wetland if there would be future requests for deck or patios that would encroach into the wetland. Steve Grittman shared that they would need to stay out of the buffer area. Commission Konsor spoke about the favorability to the townhomes in regards to outlot H in terms of the previous through -street being updated to a cul-de-sac to prevent traffic from exceeding speed limits. Followed up with a summary of more density, smaller lots and footprints, the general request of the revision. The cleaning up of the outlots and preservation of trees. Commissioner Konsor asked about Exhibit Z in regards to 3D proposed changes to the floor square footage and asked for clarify on item #4. Steve Grittman stated the intention was to agree with the applicants smaller footprint square footage proposal. Andrew Tapper asked if the phasing on the documents was relevant. Steve Grittman stated there was an intention for five grading phases, and construction phases and in regards to the Exhibit Z items roundabout, when does the applicant intend for the construction. Staffs recommendation is to retain the street system as Phase 1. Paul Konsor asked in regards to the roundabout about berming and privacy to cars utilizing the roundabout as the townhomes rear face the roundabout. Steve Grittman stated there is a fair amount of existing tree coverage and landscaping shown in the plan for screening. Councilmember Gabler, asked if the roundabout was a larger type or flatter type. Angela Schumann stated that staff is unsure of the exact specifications of the roundabout at this time, yet is requesting landscaping up to the city's standards surrounding the roundabout. Teri Lehner Asked about the maximum 24' at the curb if there is a max that can be extended in the front yard. Steve Grittman stated that 30' is allowed by code and 28' feet for R-1. The 24' is shrunk down a bit. Paul Konsor opened up for public comment. Public comment began Scott Kutsbord, lives in Hunters Crossing, spoke about the roundabout in regards to lights. He asked if Hunters Crossing could be kept from getting hit by lights as well. Another concern of 85t" and Fallon is not that wide and adding 300 homes, are we going to consider widening the street for a proper width and challenges with winter driving on this stretch of road. Scott also spoke how past projects have received a park, and if these new homes would be using Hunters Crossing Park. Steve Grittman spoke to a plan for a long-term greater reconstruction project. 85t" would retain rural section, yet widened. Andrew Tapper spoke about Fallon being on the books and trunkline would be expanded with new utilities from Chelsea to this project. Angela Schumann spoke about the developer is proposing to add to Hunters Crossings park in the northernly portion. Their park dedication requirements would be trail connections and amenity features. The city standard is % mile from a city park as most of this new development would be within that radius for Hunter's Crossings Park, and those outside of the radius indicates the need for the proposed new trails and how the new area is in a park search area to identify areas for new parks in the future as how land develops nearby. Paul Konsor thanked the public comments. Paul Konsor asked about what is private to the associations and what is public. Angela Schumann spoke about the trails to the outlot belong to the association, yet the trails to the wetland, Hunter's Crossing trail and elsewhere are public. Condition 17 would require park dedication permanent easements for the trailways and land credit contingent on public use. At this time, the easterly trail connections at the townhomes are privately owned by the association. Public Comment: Ben Schmidt Twin Cities Land Development Staff has done a phenomenal job for the staff report. Twin Cities Land Development spoke about the preliminary plat process and back and forth communication with staff. The phasing plan, the goal for roundabout was to not put off the roundabout for financial reasons, yet there may be more coming in this area, maybe the city would hold off on infrastructure development to delay for a year for some other items to work themselves out before construction, yet Phase 1 construction would be fine with them. The center of the roundabout would be driving by city staff and engineering for a raised roundabout and would like to keep the headlines down as well. The townhome area was redesigned for a product that is needed today as the previous design is no longer relevant. The new design saves trees, and it makes the roundabout look nicer and to disconnect from the roundabout to eliminate a short cut. The lot sizes are related to the increase of cost for home prices, in how to make the homes more affordable and diversity of home types and lot sizes and to keep road costs down. People are not as concerned about their sideyard widths, and to have fewer backyards that touch eachother and more backyards that touch the pond. 1. Motion to adopt Resolution No. PC-2024-33 recommending approval of a Preliminary Plat for Haven Ridge West, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to adopt Resolution No. PC-2024-34 recommending approval of a Development Stage Planned Unit Development for Haven Ridge West, subject to the conditions in Exhibit Z and based on findings in said resolution. 3. Motion to adopt Resolution No. PC-2024-35 recommending approval of an amendment to the Zoning Ordinance for the Haven Ridge West PUD Zoning District, subject to the conditions in Exhibit Z and based on findings in said resolution. Consideration of an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Section 153.028 — Specific Review Procedures and Requirements as related to Planned Unit Development (PUD) Procedure and Timeline for Rezoning to PUD, and other regulations as necessary to define and limit the intent or application of the proposed amendment. Applicant: City of Monticello 1. Motion to adopt Resolution No. PC-2024-36 recommending approval of an amendment to the Monticello Zoning Ordinance section 153.028 - Specific Review Procedures & Requirements related to the process for rezoning of multi -phased PUD projects. 3. Regular Agenda 4. Other Business A. Community Development Director's Report 5. Adjournment Planning Commission Agenda — 10/01/2024 2A. Public Hearing - Consideration of a Request for Amendment to the Camping World Planned Unit Development District to modify required building materials. Applicant: Camping World Prepared by: Meeting Date: Council Date (pending Stephen Grittman, Grittman 10/01/2024 Commission action): Consulting, City Planner NA Additional Analysis by: Community Development Director, Chief Building Official ALTERNATIVE ACTIONS No action required. The applicant has withdrawn their application and will comply with the original conditions of approval. REFERENCE AND BACKGROUND Property: Legal Description: Lot 1, Block 1 Camping World First Addition PID #: 155-243-001010, 155-225-001010 Planning Case Number: 2024-31 Request(s): Amendment to PUD for modification of approved building materials. Deadline for Decision: August 17, 2024 (60-day deadline) October 16, 2024 (120-day deadline) — Extension sent Land Use Designation: Regional Commercial Zoning Designation: Planned Unit Development, Camping World PUD District Overlays/Environmental Regulations Applicable: NA Current Site Uses: Recreational Vehicle Sales/Service Surrounding Land Uses: North: 1-94 East: B-3, Multi -Tenant Commercial South: B-3, Commercial Self-Storage/RV Sales West: B-3, Motorsports Sales 1 Planning Commission Agenda—10/01/2024 Project Description: The applicant received approval of a Planned Unit Development to redevelop a combination of properties for recreational vehicle sales and service. In 2022, the applicant requested an amendment to the original PUD, seeking to add a paint booth in the southwest corner of the existing building. The City required that the accessory building meet the general building materials standards of the zoning ordinance, which generally calls for accessory building materials to match those of the principal building. The applicants had originally proposed a ribbed steel structure, with a proposal to add a texture to be complementary with the principal structure, which is a concrete and stucco/EFIS building. The City built this condition into its approval of the PUD amendment authorizing the accessory building construction. The applicant most recently indicated that it is their intent to comply with the original conditions of approval. STAFF RECOMMENDED ACTION NA SUPPORTING DATA A. Aerial Site Image B. Request to Withdraw/Comply .�� - � �y� � //�� -� . ���► jam, • I 1 1 I -kr �, � - Mill! I Y �• Ni 40 liF— TL 0 /\gomamo I �/ ❑_ I E-4'fin a' .� - %i y C I ����:S-Z From: Eric Seckerson To: Angela Schumann Cc: Ron Hackenmueller; Tyler Bevier Subject: RE: Camping World Monticello Date: Wednesday, September 25, 2024 11:44:52 AM Attachments: imaae003.ing Hey Angela, At this point, it looks like we'll be going with the original plan with the EFIS materials. So shouldn't need to get in front of the City. Thanks for checking. Eric Seckerson Senior Operations & Project Manager Platinum Equipment, LLC P.O. Box 44277 Eden Prairie, MN 55344 Mobile: 320-760-3407 Fax: 800-491-5006 Email: eric.seckersonCabalatinum-eauiament.com Fs. G`.... �H/EF 10 FINISHING SOLUTIONS From: Angela Schumann <Angela.Schumann@ci.monticello.mn.us> Sent: Monday, September 23, 2024 9:13 AM To: Eric Seckerson <eric.seckerson@platinum-equipment.com> Cc: Ron Hackenmueller <Ron.Hackenmueller@ci.monticello.mn.us>; Tyler Bevier <Tyler.Bevier@ci.monticello.mn.us> Subject: RE: Camping World Monticello Eric, Good morning. Please advise if you are asking to table this item and again extend the deadline for decision. At some point, the City will have to discuss with you violation of the PUD and/or resolution of this condition. Angela Schumann Community Development Director City of Monticello www.ci.monticello.mn.us Planning Commission Agenda — 10/01/2024 2113 Public Hearine - Consideration of a reauest for Amendment to Conditional Use Permit for Planned Unit Development and Preliminary and Final Plat for Carcone Second Addition, a subdivision and planned unit development amendment in a B-3 (Highway Business) District. Applicant: Stephen Rohlf Prepared by: Meeting Date: Council Date (pending Grittman Consulting, Stephen 10/1/2024 Commission action): Grittman, City Planner 10/28/2024 Additional Analysis by: Community Development Director, Chief Building & Zoning Official, Community and Economic Development Coordinator, Assistant City Engineer ALTERNATIVE ACTIONS Decision 1: Consideration of Preliminary Plat of the Carcone Second Addition 1. Motion to adopt Resolution No. PC-2024-39 recommending approval of the Preliminary Plat of the Carcone Second Addition, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-39 recommending approval of Preliminary Plat of the Carcone Second Addition, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-39. Decision 2: Consideration of an Amendment to the Conditional Use Permit for Planned Unit Development 1. Motion to adopt Resolution No. PC-2024-40 recommending approval of Amendment to the Conditional Use Permit for Planned Unit Development for the Carcone Addition, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-40 recommending approval of Amendment to the Conditional Use Permit for Planned Unit Development for the Carcone Addition, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-40. 1 Planning Commission Agenda — 10/01/2024 REFERENCE AND BACKGROUND Property: Legal Description: Lot 2, Block 2, Carcone Addition, Wright County, Minnesota PID #: 155217002020 Planning Case Number: 2024-39 Request(s): 1. Preliminary and Final Plat 2. Amendment to CUP for PUD — Carcone Addition Deadline for Decision: November 2, 2024 January 1, 2025 Land Use Designation: Community Commercial Zoning Designation: B-3 (Highway Business) District Overlays/Environmental Regulations Applicable: Freeway Bonus Sign District Current Site Uses: Vehicle Sales & Rental Surrounding Land Uses: North: Interstate 94/Sandberg Road East: Commercial —Automobile Sales South: Commercial — Service West: Commercial - Service Project Description: The applicant (Stephen Rolf on behalf of Cornerstone Monticello, LLC) proposes to subdivide a parcel that lies west and south of Sandberg Road, the south portion of which is occupied by a vehicle sales and storage lot accessory to the main sales and service facility to the east of Sandberg Road. The subdivision would divide the developed south portion of the parcel (paved and improved for vehicle display and storage) from the undeveloped portion to the north. The applicant indicates that the north parcel would be conveyed to the neighboring West Metro GMC automotive. The property is a component of the Planned Unit Development regulating the Cornerstone Chevrolet Auto and West Metro GMC K Planning Commission Agenda—10/01/2024 automotive businesses. The original vehicle sales and rental uses were approved by Conditional Use Permit and Conditional Use Permit for Planned Unit Development, which has been amended over time. The applicant indicates that no changes to the improved southerly parcel are anticipated, and the operational aspects of the PUD would be incorporated into the amended PUD, changing only the legal descriptions of the subject property. West Metro GMC, the proposed buyer of the northerly parcel, is part of the CUP for PUD and has its current business operations on both sides of Sandberg Road. This acquisition could accommodate an expansion of business opportunities for West Metro GMC on the west side of Sandberg Road. However, any expansion of the West Metro business, a Vehicle Sales and Rental use, will require a new PUD approval to identify the nature of the use and improvements on the newly acquired parcel. ANALYSIS: Subdivision The applicant has submitted a concurrent application for preliminary and final plat of the proposed Carcone Second Addition. The proposed plat affects what is currently platted as Lot 2, Block 2 of Carcone Addition, a single parcel of approximately 6.3 acres. The parcel abuts Sandberg Road in two places — with approximately 301 feet on its east boundary, and again for approximately 272 feet on its north boundary. Surrounded by the current parcel are two other parcels not part of the proposed plat. One is occupied by service buildings operated by West Metro GMC (PID 155-217-002010), and another occupied by a child daycare facility (PID 155-051-003010 — note that the Preliminary Plat inserted an incorrect PID for this exception parcel). The childcare facility is not a part of the proposed plat or existing PUD. The proposed subdivision would divide the parcel along the southern boundary of the daycare parcel, extending that line to the west edge of the property, creating two parcels. The southerly parcel (Lot 1) would be approximately 2.8 acres in area, utilizing the existing access connection with Sandberg Road to the east, while the northerly parcel (Lot 1) would be approximately 3.5 acres in area, utilizing the existing access connection with Sandberg Road to the north. The subject parcel is zoned B-3 (Highway Business). The minimum lot width in the B-3 is 100 feet. The proposed plat is consistent with this standard. There is no lot area minimum in the B-3 District. The applicant has provided verification of no impact for tree cover and no wetlands on the property. Planning Commission Agenda—10/01/2024 There are a variety of encroachments and easements within the plat, almost exclusively on the proposed Lot 1. These include a Drainage and Utility Easement that extends through the middle of the parcel; another large Drainage and Utility Easement on the north side of the parcel; two small sheds in the southeast corner of the new Lot 1, behind the daycare building; a pavement area that extends from the current West Metro GMC lot onto a narrow portion of the parcel that connects to Sandberg Road to the east, and a portion of the daycare facility's outdoor activity area, behind the daycare building. These encroachments (except for the public utility easements) are existing nonconformities that run with the subdivided parcel. The subdivision does not impact the legality of those encroachments, and the City would not typically factor them in to its plat considerations. Nonconformities may continue in their current condition, provided no expansion is proposed. As such, they are not "grandfathered" for purposes of any future development or PUD considerations for Lot 1. Once the new owner of Lot 1 proposes to expand its use of the parcel, including development of the parcel, and/or incorporation of it into a PUD for other uses, it would be expected that existing nonconformities would be corrected or addressed through the PUD and its agreement. The plat includes the existing easement areas, as well as the requisite perimeter easements. The City Engineer's office will provide additional comment on easement location and size, along with other utility or right of way aspects. One such aspect may be related to the cul-de-sac pavement at the northwesterly end of the Sandberg Road right of way where it meets the undeveloped Marvin Road. Some consideration may be given to requiring a small additional portion of right of way to complete cul-de-sac, if so directed by the City Engineer. Planned Unit Development As noted above, the subdivision requires an amendment to the Cornerstone and West Metro CUP for PUD approval, but no substantive changes are being made for Cornerstone's use, development or other aspects of its operations. Instead, the PUD amendment implicates only the legal description subject to the PUD, which will change from its current description to Lot 2, Block 1, Carcone Second Addition. For Lot 1, no PUD approvals are included with this application. Changes or expansions in use, and resulting clearing of existing nonconformities, would occur only with the separate future application and development approvals for that parcel. The purpose of the "B-3" (Highway Business) district is to provide for limited commercial and service activities and provide for and limit the establishment of motor vehicle oriented or dependent commercial and service activities. The existing Vehicles Sales and Rental uses are consistent with that purpose and will be evaluated with any proposed future use of Lot 1. 4 Planning Commission Agenda — 10/01/2024 STAFF RECOMMENDED ACTION The PUD amendment for the Carcone/Cornerstone/West Metro PUD and subdivision for the proposed Carcone Second Addition are consistent with the zoning district (B-3, Highway Business), and the land use designation for the site (Regional Commercial, which includes both the B-3 and B-4 Districts as potential zoning designations). The plat furthers the development capacities of the businesses in the area. As such, staff recommends approval of the proposed Preliminary and Final Plats, as well as the amendment to the Conditional Use Permit PUD on Lot 2 for the Cornerstone PUD. As discussed in the report, use and development of Lot 1 will be subject to separate review as an application comes forward at a future time. The Planning Commission holds the hearing and makes a recommendation on the preliminary plat. As a concurrent application, the final plat is included for the Commission's reference. The final plat will be a consideration decision of the City Council. SUPPORTING DATA A. Resolution PC-2024-39 B. Resolution PC-2024-40 C. Aerial Site Image D. Applicant Narrative E. Preliminary Plat F. Final Plat G. Tree Inventory H. No Wetlands Determination I. City Engineer's Letter, dated 9/20/2024 Z. Conditions of Approval 5 Planning Commission Agenda—10/01/2024 ION:ll 1111VA Conditions of Approval Preliminary Plat; CUP-PUD Amendment — Carcone Second Addition PID 155-217-002020 1. The plat is recorded as proposed, together with the amendment to PUD. 2. The applicant provides any additional right of way required for the Sandberg Road cul-de-sac or other requirements of the City Engineer. 3. The approval and recording of the plat incorporates the existing development and improvements on Lot 2, with no changes under this PUD Amendment. 4. The approval and recording of the plat implies no specific development approvals or uses for Lot 1. Development of Lot 1 is subject to future applications for such approvals as required under the City's zoning regulations. 5. Existing non -conformities and encroachments may remain until such time a new use or development is approved for Lot 1. At that time, nonconformities will require correction, or further amendments to the West Metro PUD to accommodate them. 6. Compliance with the terms of the City's Engineering Staff letter dated September 20, 2024. 7. Comments and recommendations of other Staff and Planning Commission. 11 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�I-f [@ RESOLUTION NO. PC 2024-39 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A PRELIMINARY PLAT FOR CARCONE SECOND ADDITION WHEREAS, the applicant is seeking a replatting of a parcel currently subject to a Conditional Use Permit for Planned Unit Development; and WHEREAS, the proposed plat would consist of development opportunities for additional commercial uses; and WHEREAS, the site has previously been platted as an undivided 6.3 acre parcel, only a portion of which is occupied and improved; and WHEREAS, the plat may accommodate space for dedication for public street to serve the uses in the project area; and WHEREAS, the platted lots will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the appropriate PUD standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Regional Commercial, as well as the applicable B-3, Highway Business zoning district; 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 October 1St, 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 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 original B-3, Highway Business District, and the applicable Conditional Use Permit for Planned Unit Development as adopted. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed 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. 5. The proposed plat is not anticipated to negatively impact surrounding properties, and instead is expected to encourage long term expansion of commercial uses on the subject property. 6. Approval of the plat will not result in the need for additional road or utility infrastructure other than that being provided 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 Carcone Second Addition be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. The plat is recorded as proposed, together with the amendment to PUD. 2. The applicant provides any additional right of way required for the Sandberg Road cul-de-sac or other requirements of the City Engineer. 3. The approval and recording of the plat incorporates the existing development and improvements on Lot 2, with no changes under this PUD Amendment. 4. The approval and recording of the plat implies no specific development approvals or uses for Lot 1. Development of Lot 1 is subject to future applications for such approvals as required under the City's zoning regulations. Existing non -conformities and encroachments may remain until such time a new use or development is approved for Lot 1. At that time, nonconformities will require correction, or further amendments to the West Metro PUD to accommodate them. 6. Compliance with the terms of the City's Engineering Staff letter dated September 20, 2024. 7. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 15t day of October, 2024 by the Planning Commission of the City of Monticello, Minnesota. 8191011Is] III 11il»_1►1011► 014191► I IIK11109101 -32 ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�I-f [@ RESOLUTION NO. PC 2024-40 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A AN AMENDMENT TO A CONDITIONAL USE PERMIT FOR PUD FOR A 2-LOT SUBDIVISION IN THE CARCONE SECOND ADDITION WHEREAS, the applicant is seeking a replatting of a parcel currently subject to a Planned Unit Development approval; and WHEREAS, the applicant is seeking an amendment to a Conditional Use Permit PUD approval concurrent with the preliminary plat to accommodate the proposed project; and WHEREAS, the site has previously been platted, but put to only partial improvement and use; and WHEREAS, the amended PUD anticipates no changes to the lots in the subdivision, with the exception that legal descriptions for PUD areas requirement updating as a result of the replat; and WHEREAS, the proposed lots will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the appropriate PUD standards; and WHEREAS, the subject property may continue to accommodate existing nonconformities, but not expansion, and that any future development will require correction of the nonconformities at the time of said development; 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 October 1, 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 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 original B-3, Highway Commercial District, and the existing Conditional Use Permit PUD for the site. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed 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. 5. The proposed PUD is not anticipated to negatively impact surrounding residential properties, and instead is expected to encourage long term affordable residential uses on the subject property. 6. Approval of the PUD will not result in the need for additional road or utility infrastructure other than that being provided 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 CUP-PUD for Carcone Second Addition be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. The plat is recorded as proposed, together with the amendment to PUD. 2. The applicant provides any additional right of way required for the Sandberg Road cul-de-sac or other requirements of the City Engineer. The approval and recording of the plat incorporates the existing development and improvements on Lot 2, with no changes under this PUD Amendment. 4. The approval and recording of the plat implies no specific development approvals or uses for Lot 1. Development of Lot 1 is subject to future applications for such approvals as required under the City's zoning regulations. Existing non -conformities and encroachments may remain until such time a new use or development is approved for Lot 1. At that time, nonconformities will require correction, or further amendments to the West Metro PUD to accommodate them. 6. Compliance with the terms of the City's Engineering Staff letter dated September 20, 2024. 7. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 1st day of October, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION Paul Konsor, Chair ATTEST: Angela Schumann, Community Development Director Request for Amendment to CUP for PUD, Preliminary Plat, Final Plat PI 155217002020 11005 Highway 25 S. Created by: Created By: City of Monticello City of Monticello Cornerstone Auto is proposing a replat of Lot 2, Block 2, Carcone Addition, making it two lots, Cornerstone Auto is retaining the new southern lot and is selling the northern one to Metro West. No new roads or other improvements are proposed with this replat. since Carcone Addition is in a Planned Unit Development (PUD), Cornerstone Auto is also applying for a Conditional Use Permit to amend the Carcone PUD agreement. The only proposed change the Carcone PUD agreement is to the legal description of Lot 2, Block 2. All other conditions will remain the same. Preliminary peat of CARCONE SECOND ADDITON CITY OF MONTICELLO WRIGHT COUNTY, MN Bearings are based on the plat of CARCONE ADDITION Plat Description ((Lique Title and Escrow Inc.): Commitment No. 2024-10687 Lot 2, Block 2, CARCONE ADDITION, according to the recorded plot thereof, Wright County, Minnesota. Survey Notes: 1. Utilities shown per Gopher State One Call Ticket No. 242210454. Not all utilities may have been located. Some utilities are shown per City of Monticello utility maps and record drawings and are shown for reference purposes only. 2. Subject property is NOT part of the shore/and district or within a flood plain district as mapped by FEMA. J. Contours were created using field measured RTK GPS methods (NAVD 88). 4. The plot of CARCONE ADDITION was recorded August 9th, 2010. 5. There are no wetlands present on site. See determination letter by Roxanne Roberts (LGU) dated 8120124. 6. All adjoining properties are zoned B-3 Highway Business. I hereby certify that a boundary survey has been completed for the preliminary plat of CARCONE SECOND ADDITION, Wright County, Minnesota. Map symbol & soil name Hydrologic group Water table depth (in) 1377C: Dorset -Two Inlets complex, 6 to 12 percent slopes A >80 406: Dorset sandy loam, 0 to 2 percent slopes B >80 * Data from USDA Web Soil Survey 0 50' SCALE: 1" = 50' iN n r, iN iN n / r- 14 /1 i� n r, r, l -/- / iN n / LEGEND: W�/y�`��`�/1 P/D: 155-217-00/0/0 / P/D: 155-217-001020 / 1P %2" Sell Rea/ Estates Cornerstone Monticello LLC SMH l Denotes catch basin Signed.It 15233 Ho/dings LLC SMH -� ❑E Denotes electrical cabinet Craig A. Wensmann / Rim=957.55 Rim=956.25 _1 - Date: 8/ 29/ 24 Lic. No. 47466 - SMH S lnv.=948.70 S lnv.=947.90 Denotes manhole / Rim=959.56 f A / r, r, r_ r, \ r, �. n r, IN Denotes waterva/ve S Inv.=949.24 I W /nv.=948.70 / 1 / \ / / / < V /nv.=947.90 I V L/ L/ L_ l 1 t/ I I/ 1 1 \/ / 1 i/ Denotes sign / > > > > > > > T S 0053,09" W IP Y211 l " lP %2" / /l ❑ Denotes telephone pedestal / R-� IP /2 30. l0 ♦ 15233 IP /2 - �5233 ® Denotes electric meter / _L _�� `�♦ 100.23 /4 �� Cap 0°53'09" W 300.97 - - Fo Denotes cable television box - IP Y2 ° 100.32 _ - 100.33 100.32 Denotes fiber optic vault / / illegible . _ . -- Denotes hydrant � �- East line of Lot 2, Block 2 \ I CARCONE ADDITION Denotes light pole E z O ` SBL SBL SBL SBL SBL Rim=954.80 lP ;2 S /nv.=946.020_ Open N Inv. =946.02 =94 . ® Denotes air conditioning Denotes culvert / L" o c Lo "Eca I I Denotes tree, coniferous / / W 3 n \ o _ I Denotes tree, deciduous / P/D: 155-217-002010 6 Cr N v°' Sell Rea/ Estates °' Q to (J)z I LS 15233 Denotes Dennis Taylor, LS ! / Ho/dings LLC v o LS 14343 Denotes Edward Otto, LS w o a0 I I I Buildir, o - I '� _ cs I ml I FDenotes bituminous surface / �\ / #/03 l� Q N J a / ` `t_ \�\ (0 I . 0.7-� G- IIN i a: <a Denotes concrete surface `�) / - 21 /ng W I I \ nl #/09 Denotes grave/ surface ��) 56 \`L Shed i P/D. 155-217-002010 �p I < < 9 5 / q I� / Gj % (` ` A I i� De/son Properties LLC o J 3 C o Denotes chainlink fence k ` \ r 00 _JN - o Denotes stone wall / �c 9� �j �j /P %2" ° e rn W 283.12 o Z In L Ot 2 I o j Fo Denotes underground 66er optics �� 15233•�10 N 3 - SBL ,/ `9 * o I o v 9 P / o� sBL ; IP %2 �8.8 I o �• �j o Area: 2.82/- Ac. m o Uc Denotes underground gas line `v�h19 �1 SBL _� sBL � Wh Open I p \ UE - Denotes underground electric �� �� 1r� has Lot 2, Block 2 �o it $ /°25'00" E��� ` P Y211 (/22,895 /- S.F.) Zol I a % Rim=957.60 - - - - - - Denotes easement / <�` �f ��� / 956 CARCONE ADDITIO \ E lnv.=;949;32' % / l� /00.08 343 J� to Q / ` •'5 o� J20 s I l� /�i l� l� i l�\ l r_ \ : 949: .� . Denotes major contour / RBR �/ Z o - SBL- Denotes minor contour ly�_> lee,/ / - IP Y2" 1 I I I c 011 W I Denotes sanitary sewer / i f �9 / �� g ed She = pl . I a k. Denotes storm sewer ; aV A. Y2 /P " 5g� Ae 6 She �v c �,I IOpen a. o pC�1 tiI I o Denotes waterline / / t �� s v I rn 1_�1 r I IP �� a� e� Q0� 6h N I Denotes existing adjoiners Y2 N J 1 O •\d e�` p 9 / t_ SBL - Denotes building setback line L ot I a�cjo �I Denotes soil type boundary �/ I pp�- o 'p p� ` I W Denotes existing easement \ Area. 3497 Ac. �p�J C'y 5 / L J� I 10- per CARCONE ADDITION 1 �(L5/,944*7- S.F.) � Qet \ Neu � /�r �/ 1 I P/D: 155-217-002020 I I I Denotes soils classification type ^<�► I Q/ /g5 y �, I / Cornerstone Monticello LLC I ' n , V Q I SMH / . ,Rim=953.40 I �� I I " SE Inv.=949.89 %377C I_J 10 � I 1 9/OCR N \/ deb / IV/1 . I / N N + 1\ o I /i �`y a oo qi a I ro ry oy �� Z' I I I I _ - ssL - - SBL NZ co J 4' 30 I I SBL y -- 8�.f�� - - 5BLaf Lot 2, ocS62 I I - SBL - -_300.00--. q _� sBL _ e 54 954 fir' 299.57 I 0�'CIP SBL SBL 9� VICINITY MAP Sec. 11, Twp. 121, Rng. 25 Wright County, MN /der I I - I h I s r' r' I > Interstate 94 I C9• 6 v. SITE/ NO SCALE Building off/33 95-9 - RQRQ948i" SBL 0.00 P %2� 1 » 232.00- a N 3° /'45" WZg62.75 -952 CB » >> >> -� �, E FL= 52.90 946 182.00 /P 4 14343; W l v=9433 48.75 4 1- - IP Y2 94---------- - I< .. _ v 1 Denotes found iron monument Denotes found rebar O Denotes Y2 inch by 14 inch iron monument with a plastic plug stamped R.L.S. X Denotes found chiseled "X" REFERENCE BENCHMARK: MNDOT Geodetic Monument "8605 J" Elevation = 959.25 feet (NAVD 88) PLAT BENCHMARK: Top nut hydrant 135*/- feet northerly of the SW corner of proposed Lot 1, Block 2 Elevation = 947.27 feet (NAVD 88) OWNER/DEVELOPER: Monticello Real Estate LLC 1010 West St. Germain Street Suite 750 St. Cloud, MN 56301 (763) 234-0177 SURVEYORS & ENGINEERS: Bogart, Pederson & Associates, Inc. 13076 First Street Becker, MN 55308-9322 763-262-8822 TOTAL AREA: 6.31*/- Acres (274,864*/- S.F.) EXISTING ZONING: B-3 Highway Business and PUD PROPOSED ZONING: PUD MINIMUMS: 100' Lot Width DENOTES BUILDING SETBACKS: 30' Front 20' Side (Street) 10' Side 30' Rear Drainage and Utility Easements are shown thus: II 6 6 --121---J L- 12L--- N.T.S. Being 12 feet in width and adjoining right-of-way lines, also being 6 feet in width and adjoining lot lines, unless otherwise indicated, as shown on plat. DATE: 8/19/24 FIELD DATE: August 7th, 2024 BK/PG: 86.26/pg. 51 D RAW N BY: C K CHECKED BY: CAW DWG FILE: 24-0340 Prelim FILE NO: 24-0340.00 REVISIONS: I hereby certify 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 the laws of the State of Minnesota. Signed: Craig A. Wensmann Date: 8/29/24 Lic. No. 47466 BOGART, PEDERSON & ASSOCIATES, INC. LAND SURVEYING CIVIL ENGINEERING MAPPING 13076 FIRST STREET, BECKER, MN 55308-9322 TEL: 763-262-8822 FAX: 763-262-8844 Ope / 942� �... < Imo- < - ^ 1 �• / / / 1 L/ cn - - - - -� f- A. q A .. STMH vv Rim=947.46 „ r_ PRELIMINARY PLAT 54L20 S /nv.=933.58 f ► - `�I ; L _ / ` E /n v.=923.40 - - - SMH 10 S Inv.=923.40 - - - - Rim=946.55 / 1 �SW PropertiesOL�C I for N Inv. - - / SW /nv.=9; AMonticello Real Estate LLC IP %2" P/D: 155-500-1/3303Ir I 15233 Olson Property Management Rim= 949.02 / -` -'- r, l A -l- -/- r- r-, CARCONE SECOND ADDITION E /nv.=945.09 / V / / L_ /-1 / / L- L/ SW /nv.=944.9/ N /nv.=945.24 City of Monticello BOGART PEDERSON & ASSOCIATES TES INC. Wright County, MN CARCONE SECOND ADDITION KNOW ALL PERSONS BY THESE PRESENTS: That Monticello Real Estate LLC, a limited liability company, a Minnesota limited liability company, owner of the following described property situated in the County of Wright, State of Minnesota, to wit: CITY OF MONTICELLO WRIGHT COUNTY, MN Lot 2, Block 2, CARCONE ADDITION, according to the recorded plat thereof, Wright County, Minnesota. Has caused the same to be surveyed and platted as CARCONE SECOND ADDITION, and does hereby dedicate to the public for public use the drainage and utility easements as created by this plat. LEGEND: In witness whereof said Monticello Real Estate LLC, a limited liability company, a Minnesota limited liability company, has caused these presents to be signed by its proper # Denotes found iron monument Denotes found Drainage and Utility Easements are officer rebar shown thus: II 0 Denotes )2 inch by 14 inch iron 6 this day of 20 monument with a plastic plug stamped R.L.S. 6 I I X 12 12I J L L XDenotes found chiseled "X"_ — —�— — — — — — — _ Monticello Real Estate LLC LS 15233 Denotes Dennis Taylor, LS N.T.S. LS 14343 Denotes Edward Otto, LS Being 12 feet in width and adjoining 0 50 right—of—way lines, also being 6 Denotes easement feet in width and adjoining lot lines, — Denotes existing adjoiners Denotes unless otherwise indicated, as shown (SCALE IN FEET) Scott Powell, Manager existing easement on lat. p per CARCONE ADDITION SCALE: I INCH = 50 FEET Bearings are based on the plat of CARCONE STATE OF ADDITION COUNTY OF This instrument was acknowledged before me this day of S' 20 by Scott Powell, Manager on behalf of Monticello Real Estate LLC, a limited liability company, a Minnesota limited liability company. Notary Public, County, Minnesota Signature My Commission Expires (Printed Name) I, Craig A. Wensmann, do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor / in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on this plat; that all monuments depicted on this plat have been set; that all water boundaries and wet lands, as defined in Minnesota _ Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on /2// this plat. / INCH Dated this day of 20 ILLEGIBLE / Craig A. Wensmann, Licensed Land Surveyor / Minnesota License No. 47466 / STATE OF MINNESOTA / COUNTY OF The foregoing Surveyor's Certificate was acknowledged before me this day of 20 by Craig A. Wensmann, Licensed Land Surveyor, Minnesota License Number 47466. \\` �r V \ Notary Public, Count Minnesota y, �1 / `� \ ° IP %2 i\ n r\ /\ i\ " / r- /l / V L- IP %2 INCH 15233 — I I O �O I I S 0053,09" W 3030 i� n " l r,% r"\ r— r\ /\ 1 / V L / L / L _ / 1 \ / IP %2 /P %2 INCH INCH 15233 /4343 .. — 100.23 LU 00 Q o �r� O— � o, co Q N �LU d � tn z O 3 0 o��( _LUo AA �\ to \ o i ignature \�� ` INCH .�\ � lop 15233 N 30►45►► Nl 263.12 — — ��� o My Commission Expires ''o�� (Printed Name) , �`� �\° \\ / , 4j 1 - East line of Lot 2, Block 2 '�- /j'� ��' o�'►j CARCONE ADDITION / a \ /\ n r\ /N /N " / r- -\lr RBR %2j l % -50 52 - / / //-- CITY OF MONTICELLO PLANNING COMMISSION / INCH Be it known that at a meeting held on this day of 20 the Planning Commission of the City of Monticello, Minnesota, did hereby review and approve this plat of CARCONE SECOND ADDITION. /P �2 / INCH p\� p� rL OPEN 0 INCH `�1 5e�e PO 59 / f 0 Chairperson Secretary ^ I;�I ii I OPEN L OL �FO0 AGO < �\ O�� iii 4fJ�et CP 5 CITY COUNCIL, CITY OF MONTICELLO, MINNESOTA / �< This plat of CARCONE SECOND ADDITION was approved and accepted by the City Council of the City of Monticello, / <^�x�l Minnesota, at a regular meeting thereof held this day of I Cep i i /P %2 INCH OPEN 100.32 < II Jo S 1025'00" E loam /P %2 INCH ILLEGIBLE L _ W) le Z Z21111111I lP%2 INCH /4343 I I I I I I I I I I I I I I I I F I [' I I I r'N n r� hl l l/ I l l / 1 \ / / 1 L / IP %2 INCH IP %2 CAP REMNANT INCH S O'53'09" W 300.971523 R /00.33 \� East line of Lot 2, Block 2 CARCONE ADDITION Loft n r,\ r,\ / —/— l i\ " / / 1 L / L / / / l \ / / V 100.32 VICINITY MAP Sec. 11, Twp. 121, Rng. 25 Wright County, MN A r 1 r , / -/- / / 1 " / / 1 L / L / / / L _ / \ / / V If %2 INCH OPEN T T I 0 I I I 0 I I 1 � I I I I 1 �— VP %2 INCH 15233 1 I I `y> 1` \ L y� { 13 N o � m � o . oQ cz I Lo troj U I 1 \ I 20 and said plat is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. o Mayor City Clerk �'� °ry� �� Q� y��o� II II l I ` \\\�'e v� o �V� \� p�\ W 30 WRIGHT COUNTY SURVEYOR `��� V -- I hereby certify that in accordance with Minnesota Statutes, Section 505.021, Subd. 11, this plat / o0 0 . West line of Lot 2, Block 2 I -0.43 — — — /P /2 ro CARCONE ADDITION - I 299.57 / has been reviewed and approved this day of 20 o�oQ I I / — — Z� /� INCH / J Qei I Z--662.75-- —/ i Open 100.00 i IP Y2 232.00 30 ►,►► N/ 962.75 INCH %2 OPEN 1 Wright County Surveyor l — — — — — `� 182.00 INCH j / — /4343 IP %2 148. 75 INCH WRIGHT COUNTY LAND RECORDS OPEN i — — /"\/ i /,,, F Iv/ \l • • / -1 L / — Pursuant to Minnesota Statutes, Section 505.021, Subd. 9, taxes payable for the year 20 on the land hereinbefore described have been paid. Also, pursuant to - Minnesota Statutes, Section 272.12, there are no delinquent taxes and transfer entered this day of , 20 IP %2 r� INCH F ` 15233 " l / , -/- r,\ / n -/- -l- r - r N Wright County Land Records Administrator ; \Vl /l ; I/ Ll _ /� I ; l L - L /l WRIGHT COUNTY RECORDER I hereby certify that this instrument was filed in the Office of the County Recorder for record on this day of 20 , at o'clock _.M. and was duly recorded in Cabinet No. , Sleeve , as Document No. Wright County Recorder BOGART, PEDERSON &ASSOCIATES, INC. � Tree No. Species Dia (inches) Condition Stems 5090 Box Elder 12" Good 1 5091 Box Elder 12" Good 2 5092 Box Elder 12" Good 3 5093 Box Elder 12" Good 4 5094 Box Elder 12" Good 5 5095 Box Elder 12" Good 6 5096 Box Elder 12" Good 7 5097 Box Elder 12" Good 8 5098 Box Elder 12" Good 9 5099 Box Elder 12" Good 10 5100 Box Elder 12" Good 11 5101 Box Elder 12" Good 12 5102 Box Elder 12" Good 13 5103 Box Elder 12" Good 14 5104 Box Elder 12" Good 15 5105 Box Elder 12" Good 16 5106 Box Elder 12" Good 17 5107 Box Elder 12" Good 18 5108 Box Elder 12" Good 19 5109 Box Elder 12" Good 20 5110 Box Elder 12" Good 21 5111 Box Elder 12" Good 22 5112 Box Elder 12" Good 23 5113 Box Elder 12" Good 24 5114 Box Elder 12" Good 25 5115 Box Elder 12" Good 26 5116 Box Elder 12" Good 27 5117 Box Elder 12" Good 28 5118 Box Elder 12" Good 29 5119 Box Elder 12" Good 30 5120 Box Elder 12" Good 31 5121 Box Elder 12" Good 32 5122 Box Elder 12" Good 33 5123 Box Elder 12" Good 34 5124 Box Elder 12" Good 35 5125 Box Elder 12" Good 36 5126 Box Elder 12" Good 37 5127 Box Elder 12" Good 38 5128 Box Elder 12" Good 39 5129 Box Elder 12" Good 40 5130 Box Elder 12" Good 41 5131 Box Elder 12" Good 42 5132 Box Elder 12" Good 43 5133 Box Elder 12" Good 44 5134 Box Elder 12" Good 45 5135 Box Elder 12" Good 46 5136 Box Elder 12" Good 47 5137 Box Elder 12" Good 48 0 50' SCALE: 1" = 50' Denotes Limits of Investigation / Boundary Denotes existing adjoiners Denotes Tree, Coniferous Denotes Tree, Deciduous 4001 Denotes Tree Identification Number Tree Inventory for CARCONE SECOND ADDITION City of Mon ticel% Wright County, in nesota L i� n n / rrr- r,\ For the purposes of this tree survey, the tree may exhibit one or more of the characteristics within each of the condition categories as described below: Good: The tree is mostly vertical, comprised of one or more main stems, is mostly symmetrical, does not exhibit storm damage, does not exhibit evidence of disease. Fair: The tree is mostly vertical, comprised of one or more main stems, may exhibit some asymmetrical growth from crowding, may have minor storm damage, does not exhibit evidence of disease. Poor: The tree may be noticeably leaning, comprised of one or more main stems, exhibits asymmetrical growth from crowding, sustained major storm damage, or appears diseased. r"\ iN n rs hl l l/ I l l / 1 I- / / 1 L / Notes. L Some trees surveyed near the property lines are not on the subject property. See map view. 2. Tree diameter as listed in the attached chart indicates a measurement of the tree trunk in inches at a point five feet above natural grade. J. Owner shall preserve existing trees. Any removals shall be shown on future site plans. Before any grading, demolition, or other disturbances, tree protection needs to be installed. 4. Trees under 6 inches in diameter were not included in the inventory, other than those shown. 5. According to the City of Monticello preliminary plat requirements, a survey of tree coverage may exempt trees that are invasive as defined by the Department of Natural Resources. 6. Several Siberian Elm and Black Locust trees were identified during the on —site tree investigation. These trees are not shown on the survey or listed in the attached charts. Siberian Elm (Ulmus pumila) is considered an invasive terrestrial plant on the Minnesota Department of Natural Resources websi te. I a I W r >o afZ Y �:: Z' 0 U UO a LO N O rn N F N � m m m 0 LLj LLJ J_ .. Z Z CD Y LL Z N Q w LU J 0 U 0 LL_ L T O E fn CO �C E ;> O` Z �Ev�v c ci rn �+,LO 41-� v ai J O N T c c t N ao�.� 0.�2 O Q O La�ca� o\ v CO QJ o00 �3��cn � a) 0 0 — J O W U .;J, 0 0 4_J U Z� N " O Z rn� 000 1 of W cl p W L0 N �" ZI W a H a W YQ w� m N OUZ wN ZE w00 Lw U)� Z � N ♦R yr U V) dr COwz �(D W OM 0 J d cD J.. W >Q o� UG '�� z o ru 4-J Q O V) o Q N i C O z U o W +� W O z o U ° -' � U Q U SHEET NO. OF SHEETS BOARD OF WATER AND SOIL RESOURCES Minnesota Wetland Conservation Act Determination Notice Form This form can be used to provide notice on WCA-related determinations. DO NOT use this form for notices on WCA decisions. WCA decisions are replacement plans, wetland boundary/type, wetland banks, exemption, no -loss and sequencing. Some WCA determinations can be incorporated into a WCA decision, while others can or must be made separate from the associated decision. Local Government Unit: City of Monticello County: Wright Applicant Name: Steve Rohlf Applicant Representative: Bogart, Pederson (Sierra Cotter) Project Name: Cornerstone (PID 155217002020) LGU Project No. (if any): 024318-000 Date Request Received by LGU: 8/16/24 Date this Notice was Sent: 8/20/24 Notice Type - check one ❑ Notice of Determination Request. Determination has not been made. ® Notice of Determination. Determination has been made. wc,H uetermination type - cnecK aii tnat apply ❑ Construction Certification ❑ Incomplete Application ❑ Local Govt. Road Repl. Program Qualification ❑ Successful Replacement/End of Monitoring ❑ Credit Deposit ❑ ENRV/Preservation Eligibility ❑ Financial Assurance Release ❑ Partial Drainage Impacts ❑ Sequencing Flexibility ❑ Temp. Impacts Extension ❑ Certificate of Successful Restoration ® Other (specify): No wetlands Note: All listed determination types are either made by the TEP or require TEP concurrence except for Construction Certification, Incomplete Application, Certificate of Successful Restoration (issued by SWCD) and Financial Assurance Releases. Use "other' for determinations that are not listed. Technical Evaluation Panel TEP Has Concurred with Determination: ❑ Yes X❑ No; If yes, attach findings or other documentation TEP Concurrence Needed: ❑ Yes X❑ No; If yes, specify deadline date for concurrence: jetermination iviatenais ana rinaings ❑X Attachment(s) (specify): Memo Notes: The LGU reviewed the attached no wetlands memo and agrees with the findings that no wetlands are present within the review area. Notice Distribution (Include name) ❑X SWCD TEP Member: Andrew Grean ❑X BWSR TEP Member: Cade Steffenson ❑ LGU TEP Member (if different than LGU contact): ❑X DNR Representative: James Bedell ❑ Watershed District or Watershed Mgmt. Org.: ❑ Applicant: ❑X Agent/Consultant: Sierra Cotter ❑x Other: Angela Schumann ❑ Army Corps: Signature t4L Date 8/20/2024 BWSR Determination Form — November 12, 2019 1 Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING LAND SURVEYING ENVIRONMENTAL SERVICES August 16, 2024 Roxy Robertson City of Monticello LGU WSB & Associates 178 9th Street E, St. Paul, MN 55101 Phone: (651) 392-4900 rrobertson(c�r�,wsbeng com 77ad,eaoaaelldarc,, • ewatuvc ,$daz aws Re: Wetland investigation for Cornerstone Monticello C/O Steve Rohlf in the City of Monticello, Wright County, Minnesota. The area of interest is a 6.3-acre parcel in Section 11, T-121, R-25. Reference PID No. 155217002020. Dear Roxy, On August 15, 2024, the above mentioned parcel was investigated for wetlands via ancillary review and an onsite visit. One area of interest (AOI) was investigated on the property due to potential ponding visible on aerial imagery. However, upon further aerial review and onsite investigation, the area did not appear to meet all three parameters to be considered a wetland (see AOI section). According to the criteria described in the Army Corps of Engineers '87 Manual — Midwest Regional Supplement, there are no wetland conditions on the property. This report is for a determination and is not a delineation application. Hydrology According to the Minnesota State Climatology Office, the parcel experienced normal conditions for the three months prior to the site visit. NOTE: August data was not available at the time of the site visit. Soils According to the USDA NRCS Web Soil Survey for Wright County, MN, the AOI consists of the following soil types: HYDRIC SOIL UNIT NAME RATING (OUT OF 100) 406: Dorset sandy loam, 0-2% slopes 5 1377C: Dorset -Two Inlets, 6-12% slopes 0 Total Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING �%zaditcvora( Q/afuc�� • ezcatu�c $oiutcoH�+ LAND SURVEYING ENVIRONMENTAL SERVICES Vegetation The mowed and wooded areas primarily contained UPL and FACU vegetation such as: COMMON NAME SCIENTIFIC NAME INDICATOR Spotted Knapweed Centaurea stoebe UPL Common Ragweed Ambrosia artemisiifolia FACU White Sweet Clover Melilotus albus ULP Siberian Elm Ulmus pumila FACU Black Locus Robinia pseudoacacia FACU Please refer to the attached supporting information that includes: Wright County Parcel Map MN DNR NWI Map Climate Data MN DNR Public Waters Inventory Map USDA Hydric Soils Map and extended soil descriptions Site Photos AOI Historic Imagery and Aerial Review Sincerely, Sierra Cotter BWSR Certification # 5373 Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING LAND SURVEYING ENVIRONMENTAL SERVICES Location Map Retrieved from Beacon 08/15/2024 fN. Beacon Wright County, MN Overview Legend Highways Interstate — State Hwy — US Hwy — Roads Road Labels 01 02 03 04 07 08 10 21 22 City/Township Limits ❑ c ❑t Parcels Torrens Parcel ID 155217002020 Alternate ID n!a Taxpayer Address wd SeclTwp/Rng 11-121-025 Class 233-3ACOMMERCIAL LAND AND BUILDING Property Address Acreage 6.30 Acres District (1101) CITY OF MONTICELLO-0882 Brief Tax Description SECT-11TWP-121 RANGE-025 CARCONE ADDN LOT-002 BLOCK-002 (Note: Not to be used on legal dowments) Date created: 8/ 15/2024 Last Data Uploaded: B/IS/2024 9:38:20AM Developed by4.v Schneider GEOSVATtAL Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING LAND SURVEYING ENVIRONMENTAL SERVICES MN NDR NWI Map ?Tadmaaaelldfarc,, • ezeazavc ,$daz aws MDEPARTMENT OF NATURAL RESOURCES National Wetland Inventory � PUBH PEMIF ; O A PUBHx n c c \,rPEMIA 'p 0 y O h a4� 3 O w` i Cowardin Classification 0 0.05 0.1 0.2 mr Aquatic Bed/ - Rocky Shore Public Waters Basins I I I I I I I I I Nonpersistent Emergent Streambed (Intermittent) Public Water Date Printed: 08/15/2024 Emergent Scrub -Shrub _ Watercourse This map is for general reference only. Neither the state of Minnesota - Forested - Unconsolidated Bottom (Open Water) Public Ditch/Altered nor the Minnesota Department of Natural Resources make any Moss/Lichen Unconsolidated Shore _ _ a Natural Watercourse representabons or warranties with respect to the use of or reliance Rock Bottom (Banks & Sandbars) on the data. There are no guarantees as to the accuracy, currency, rmm�lelennaa udrahil— nr rdiandi- of thk'l—fu any —rnnan MN Public Waters Inventory According to the MN DNR NWI there are no public waters on this property. I Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING /6/ittiMd'?IdweQ • e4cat&e SroQ6l&wd LAND SURVEYING ENVIRONMENTAL SERVICES Climate Data 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 o Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121N township name: Monticello (west) range number: 26W nearest community: Monticello section number: 11 Aerial photograph or site visit date: Thursday, August 15, 2024 Score using 1991-2020 normal period values are in inches A'R' fallowing a monthly total indicates a provisional value derived from radar -based estimates. first prior month: .buy 2024 second prior month. Jule 2024 third prior month: May 2024 estimated precipitation total for this location: 3.68 6.99R 4.79 there is a 30% chance this location will have less than: 2.67 3.30 2.54 there is a 30% chance this location will have more than: 4.73 4.51 5.60 type of month: dry normal wet normal wet normal monthly score 3'2=6 2`3=6 1'2=2 mu"''score: 14 (Normal) 6 to 9 (dry) 10 to 14 normal) 15 to 18 (wet) USDA Hydric Soils Map Hydnc Kahng by Map Unit—Wnght County, Minnesota Hydric Rating by Map Unit Map unit symbol Map unit name Rating AceM In A01 Percent of AOI 406 Dorset sandy loam, 0 10 5 10.7 58.7% 2 percent slopes 1268 Seeyeville and Markey 100 0.4 2.3% soils, ponded, 0 to 1 percent slopes 13778 Dorset -Two Inlets 0 0.9 5.1% complex, 2 to 6 percent slopes 1377C Dorset -Two Inlets 0 6.2 33.9% complex, 6 to 12 percent slopes Totals for Area of Interest 18.3 100.0% Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING LAND SURVEYING ENVIRONMENTAL SERVICES to F f4 L",'�lapll V lot. be 1 a I i A If"Wil 10" AF 174,r fm-1 43MM 43ffeO 43EBM Mw So*-* 1: 1,970 1 mted w A Mfta (8 5. 1 l) gvd N 0 15 m ewaecu,c Sdazaaws Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING �%zaditcvora( Q/afcic�� • ezcatu�c $oiutcoH�+ LAND SURVEYING ENVIRONMENTAL SERVICES Site Photos Photo 1. North property boundary facing north Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING '%zaditcv�ra(Q/afcrc�� • ezcatu�c $oiutcoH�+ LAND SURVEYING ENVIRONMENTAL SERVICES aerial AOI `pp%-''.Ik '01%r Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING /ZC{6&Umd ?/da.d • e4cat&e S'OUG&wj LAND SURVEYING ENVIRONMENTAL SERVICES A01 This area was identified on aerial imagery as a possible wetland. NWI showed no wetlands in this area. Web Soil Survey has the soil listed as Dorset- Two Inlets complex, 0% hydric rating. Onsite vegetation consisted of mowed lawn with spotted knapweed (UPL), common ragweed (FACU), and white sweet clover (UPL). Additionally, historic photography does not indicate a wetland that existed for 25 years. 2015 AOI I Retrieved from Sherburne GIS Viewer, Beacon on 08/19/2024 Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING /ZC{6&Umd ?/da.d • e4cat&e S'OUG&wd LAND SURVEYING ENVIRONMENTAL SERVICES 1991 Retrieved from FSA imagery on 08/16/2024 Bogart, Pederson & Associates, Inc. CIVIL ENGINEERING �%zaditcvora( Q/afuc�� • ezcatu�c $oiutcoH�+ LAND SURVEYING ENVIRONMENTAL SERVICES Retrieved from Google Earth on 08/16/2024 CITY OF Mont e o September 20, 2024 Re: Carcone Second Addition OFFICE:763-295-2711 FAX:763-295-4404 505 Walnut Street Suite 1 I Monticello, MN 55362 The Engineering Department has reviewed the Preliminary Plat for the Carcone Second Addition dated 8-29-2024 as prepared by Bogart Pederson and offers the following comments: General Comments 1. Please confirm that water and sewer mains are within the easement. Currently the preliminary plat shows the watermain outside of the easement. The water and sewer will need to be within a utility easement. 2. Update plat perimeter easements to 12' in accordance with the subdivision ordinance. 3. Any development on the plat will require further review. 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.monticeIlo.mn.us Planning Commission Agenda — 10/01/2024 2C. Public Hearing - Consideration of a request for Amendment to Big River 445 Planned Unit Development District and Development and Final Stage Planned Unit Development for Automobile Repair — Minor use. Applicant: SFP-E, LLC Prepared by: Meeting Date: Council Date (pending Grittman Consulting, Stephen 10/1/2024 Commission action): Grittman, City Planner 10/28/2024 Additional Analysis by: Community Development Director, Chief Building & Zoning Official, Community and Economic Development Coordinator, Assistant City Engineer ALTERNATIVE ACTIONS Decision 1: Consideration of Development & Final Stage PUD for Lot 4, Block 1, Big River 445 Second Addition 1. Motion to adopt Resolution No. PC-2024-41 recommending approval of Development & Final Stage PUD for Lot 4, Block 1, Big River 445 Second Addition, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-41 recommending approval of Development & Final Stage PUD for Lot 4, Block 1, Big River 445 Second Addition, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-41. Decision 2: Consideration of Amendment to the Big River 445 Planned Unit Development District for Lot 4, Block 1, Big River 445 Second Addition 1. Motion to adopt Resolution No. PC-2024-42 recommending approval of an Amendment to the Big River 445 PUD Zoning District, Lot 4, Block 1, Big River Second Addition, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-42 recommending approval an Amendment to the Big River 445 PUD Zoning District, Lot 4, Block 1, Big River Second Addition, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-42. 1 Planning Commission Agenda — 10/01/2024 REFERENCE AND BACKGROUND Property: Legal Description: Legal: Lot 4, Block 1, Big River 445 Second Addition, Wright County, MN PID #: 155283000010 (portion of) Planning Case Number: 2024-40 Request(s): 1. Consideration of Amendment to Big River 445 Planned Unit Development District 2. Consideration of Development and Final Stage Planned Unit Development for Automobile Repair —Minor use Deadline for Decision: October 31, 2024 December, 30, 2024 Land Use Designation: Regional Commercial Zoning Designation: Big River 445 Planned Unit Development District Overlays/Environmental Regulations Applicable: Freeway Bonus Sign District Current Site Uses: Vacant Surrounding Land Uses: North: 1-94 East: Vacant Commercial — Big River 445 PUD South: Vacant Commercial — Big River 445 PUD West: Vacant Commercial — Big River 445 PUD Project Description: The proposed project is a component of the Big River 445 Planned Unit Development District, which consists of eight commercial parcels between Chelsea Road and 1-94, west of Fenning Avenue. The first two parcels are under construction for a coffee shop and quick -service restaurant. This development is proposed for what was shown as Lot 6 on the Preliminary Plat, and which is now approved to be final platted as Lot 4, Block 1, Big River 445 Second Addition. The parcel is approximately 1.8 acres in size. K Planning Commission Agenda—10/01/2024 The project itself is a Les Schwab Tire Center facility, consisting of a 10,651 square foot building with a series of service bay doors facing south, and two drive -through service bays on the north (I- 94) side of the building. ANALYSIS: Zoning. As noted above, the subject site is zoned Big River 445 Planned Unit Development District. The Big River 445 PUD District was adopted with the expectation that the area would permit B-4 (Regional Business) land uses, many of which would be oriented to automobile or freeway -focused commercial. The Big River District included a concept site plan review for the full site and was final platted with the understanding that as each parcel developed, it would require a concurrent Development & Final Stage PUD review and approval and an amendment to the approved PUD, including the requisite public hearing by the Planning Commission. In the B-4 District, Auto Repair — Minor use facilities also require a Conditional Use Permit. The PUD aspect of the project incorporates the CUP review (so a separate CUP is not required) and accommodates flexibility from the typical standards — those areas of flexibility will be identified as an aspect of the review comments below. The approved development and final stage plans for the Big River 445 PUD anticipated automotive service development of the parcel generally consistent with the proposal. The review of this parcel will incorporate the requested Development and Final Stage PUD and amendment to the Big River 445 PUD, as well as the CUP for the Auto Repair- Minor use, relying on the conditions listed for facilities of this type as required by the B-4 zoning. Site Design. The project is served by an internal private street which connects to Chelsea Road in two locations, and then through the center of the Big River 445 plat area. The subject property is in the northwest corner of the development and will gain its access via a shared driveway from the internal street. The use of a private street is an aspect of the PUD flexibility for this site. The project consists of a 10,651 square foot building. Traffic will enter the site via one of two driveways from the approved internal private street, circulate to either the parking bays along the south side of the parcel or to one of the seven service bay access doors. Circulation around the building is all designed for two-way traffic. The site plan includes 18 parking spaces arrayed along the south edge of the site, including 2 additional accessible spaces in that row. An additional 15 parking spaces are located along the north boundary of the site. The narrative discusses proximity of the site improvements to an internal lot line, but it does not appear that any further PUD flexibility is necessary for the proposed site layout. The building plan includes a sales and lobby area within the westerly quarter of the building, with the remainder dedicated to service and storage. A "canopy" Planning Commission Agenda—10/01/2024 extension is shown on the north side of the building, with overhead door access indicating a drive -through access. The narrative discusses the design of this extension but does not detail the proposed use. This should be clarified as a part of the application narrative. Parking supply is shown at a total of 33 spaces for the building as noted above. The applicant has provided a parking breakdown for the use, based on the City's requirements at 8 spaces, plus 1 space/800 square feet of building area, resulting a total requirement of 20 spaces. One of the aspects of auto service (Auto Repair - Minor) is a limitation on the outdoor storage of unrepaired vehicles and repaired vehicles awaiting pick up by customers. The proposed auto service consists primarily of tires, brakes, alignments, and oil changes — services that are customarily appointment -based and/or provided to customers while they wait on site. The applicant's narrative notes that vehicle repair will include passenger vehicles, as well as smaller utility and recreation vehicles, larger recreation vehicles and semi -tractor units. This potential for recreational vehicles and semi -tractor units would be an accommodation of PUD flexibility. Any unrepaired vehicles that are on -site should be kept inside or in an approved enclosure, not in the open parking area. This aspect of the use is a condition of approval and an on -going site condition. A trash enclosure is located to the northeast side of the parcel, adjoining a separate "bullpen" enclosure. It appears that the "bullpen" is designed to hold used tires awaiting disposal, although additional information will be required to confirm the use of this area. Cross -Access. The City's code provides a requirement for commercial properties that propose to share access to have a Conditional Use Permit approval for that design component. The PUD allowances stand in for the CUP and are an aspect of the original concept review considerations for Big River 445. While this proposal does not share its access to the internal private street with any other user within the project area, the private street access itself is a component of the cross -access standard. This cross access is an aspect of the PUD flexibility. A declaration of easements has been recorded to support the internal private street condition. Building Materials. The submissions illustrate the building elevations for all four sides. The building drawings show a perimeter wainscot cover of bronze -painted precast concrete to 4 feet in height around the entire structure, including the "canopy" area. Above that, up to the 18 foot wall height, the building exterior is composed of precast exposed aggregate and stucco - finishes, and above that a ribbed precast painted a dark red. There are two exceptions to these materials. First, the roof area, including the roof -top mechanical, is surrounded by a parapet extension of the ribbed precast, but only on three of the four sides. The east -facing parapet is not enclosed. The applicant will be required to verify that the mechanical equipment will not be visible from adjoining property. Second, the sidewalls of the "canopy" extension on the north side of the building includes the concrete 4 Planning Commission Agenda — 10/01/2024 wainscot but are otherwise proposed to be metal panels above the wainscot. To meet the expectations for use of PUD and the City's general building materials standards, the applicant shall revise their plans to extend the pre -cast concrete to this area extension of the building. The proposed sloped metal roofline may remain. The plans show a trash enclosure and noted bullpen consisting of painted "slat" panel fencing, painted dark bronze to mirror the principal building wainscot. The location is near the interstate boundary of the site, proposed to be 8 feet in overall height. Any waste/trash and tire materials in this area are required to be no higher than the 8 foot tall fencing. The applicant's plans shall be revised to include the material for this fencing, which shall be durable, maintenance free materials. The proposed landscaping (a row of evergreen shrubs) should help screen this area from view. Landscaping. The site is well landscaped and is consistent with the planting totals required of B- 4 commercial uses and parcels. The code requires 10 ACI of canopy tree planting per acre, and 2 shrubs per each 10 feet of building perimeter. The subject property is approximately 1.8 acres in area, and the building has approximately 485 feet of perimeter wall. This results in a minimum requirement of 18 ACI of canopy tree planting and 49 shrubs. As with any PUD, the City expects additional site enhancements to support and justify the flexibility provided. For the proposed site, the plan shows 21 new canopy trees internal to the site, for a total of 42 ACI. The plans also show 32 shrubs on the site, below the standard. The landscape section of the Zoning Ordinance permits the substitution of overstory trees for shrub counts. Finally, while not regulated, the property is shown to be approximately 25% green space. Signage. The applicants provided information related to on -site signage for commercial and directional purposes. The Big River 445 PUD requires that this parcel not have separate freestanding pole signage. Instead, a monument sign is the only permitted freestanding sign on the property. The applicant will also have available space on the Big River common signs. The sign package shows a site monument sign of 9.5 feet in height and approximately 60 square feet in area along the internal access road. The applicant proposes to display a wall sign on each of the building's four sides. The total of those signs is an approximate wall sign area of 450 square feet. The allowable sign area for this building, counting two frontages, would be more than 1,300 square feet. Lighting. The applicants have included a lighting plan with the CUP package. There is no shown light spread onto adjoining roadway. The plan shows a zero foot-candle reading at the perimeter of the site on all sides. The plan shows pole lighting to be 25 feet, consistent with the maximum allowance. All such lighting is required to be downcast and hooded to avoid direct glare and view of the light source. Planning Commission Agenda—10/01/2024 The site includes an existing billboard sign in the northwest corner of the site. The billboard is an existing lawful non -conforming condition. The developer agreed to remove one of the two billboards on the property in exchange for upgrading the existing structure to a digital format device. The applicant is required to provide building permit plans which accurately reflect the dimensional location of the sign. PUD Improvements. The developer of the Big River 445 project has previously agreed that additional plat improvements would be incorporated into the project as lots develop and space becomes clearer. These improvements include the addition of seating and rest areas, particularly in areas of common amenities, such as the adjoining stormwater basin to this parcel. Staff would suggest that with the development of this parcel, the developer incorporate at least a portion of the larger amenity improvements into the project concurrent with this project. General Review Criteria. As noted above, while the PUD incorporates the consideration of the CUP provisions that would normally be required, including both the cross access and the drive - through arrangement on the site, the various conditional use permit standards can provide an appropriate measure for considering the specific proposals for this parcel. These are listed below, with a staff comment for each element. (i) The use will not substantially diminish or impair property values within the immediate vicinity of the subject property. Staff Comment: As an allowed use in the district, and with the conditions identified, there is no reason to believe that there will be any negative impacts on neighboring property values. The Big River 445 PUD was established to create development opportunities for travelers and auto -related commercial uses with shared parking and access areas. This request is consistent with that district. (ii) The use will not be detrimental to the health, safety, morals, or welfare of persons residing or working near the use. Staff Comment: The site is contained and meets the general standards of the zoning ordinance and the governing PUD for Big River 445. No detrimental impacts are foreseen, subject to the conditions in Exhibit Z. (iii) The proposed use will not impede the normal and orderly development of surrounding property for permitted uses predominant in the area. Staff Comment: The site is consistent with the concept plan that was developed at the outset of the Big River 445 PUD district. The site plans closely follow the original concept, and the support development plans show both consistency with the district requirements, and with the cross -access aspects of the initial project intent. 11 Planning Commission Agenda—10/01/2024 (iv) The use will not pose an undue burden on public utilities or roads, and adequate sanitary facilities are provided. Staff Comment: The site is an allowed use and its utility impacts are included in the City's planning for the Regional Commercial district. Moreover, the site relies on internal privately developed and maintained roadways and has been designed to fit into the transportation planning requirements of the City. (v) The 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: Adequate parking is provided per code, and the site plan accommodates the common requirements for drive-thru stacking for this type of use. Additional stacking would impact internal site use only, and no threat to public streets is foreseen. (vi) The use will not result in any nuisance including but not limited to odor, noise, or sight pollution. Staff Comment: The project complies with the requirements of the code and should not create nuisances. The waste storage area is enclosed and landscaped. (vii) The use will not unnecessarily impact natural features such as woodlands, wetlands, and shorelines; and all erosion will be properly controlled. Staff Comment: No impacts to any natural features are expected with this project. (viii) The use will adhere to any applicable additional criteria outlined in the Zoning Ordinance for the proposed use. Staff Comment: The applicants have designed the site to illustrate compliance with the requirements and intent of the zoning ordinance. As noted, the building materials, landscaping plan, and trash enclosure are consistent with, or substantially exceed, the City's requirements. With the remaining notes found in Exhibit Z of the staff report, the project is consistent with zoning standards. STAFF RECOMMENDED ACTION Staff recommends approval of the Les Schwab Tire Center amendment to the Big River PUD District, and the Development Stage PUD for the proposed project. The plans are fully consistent with the initial Big River 445 concepts, the adopted PUD Zoning District, and the land use plans for the area. The areas of flexibility for this site are limited to those already considered appropriate under the initial PUD review, including the use of private street access and cross -access driveways. 7 Planning Commission Agenda — 10/01/2024 SUPPORTING DATA A. Resolution PC-2024-41 B. Resolution PC-2024-42 C. Ordinance No. 8XX, Amendment to the Big River 445 PUD District D. Aerial Site Image E. Applicant Narrative F. Master Site Plan G. Development Stage PUD Plans, including: 1. Cover Sheet 2. ALTA Survey 3. General Notes 4. Demolition Plan 5. SWPPP Notes 6. Erosion Control Plan 7. Overall Site Plan 8. Overall Grading and Drainage Plan 9. Storm Sewer Plan 10. Overall Utility Plan 11. Civil Details 12. Landscaping Notes 13. Planting Plans and Details 14. Site Photometric Plan 15. Floor Plan 16. Building Elevations H. Signage Plan I. Drainage Report J. Traffic Study K. Geotechnical Evaluation Report L. NOD Wetlands M. Big River 445 PUD Sign Plan/Narrative N. City Engineering Letter, dated September 20, 2024 0. Building Official Letter, dated September 17, 2024 Z. Conditions of Approval H-1 Planning Commission Agenda—10/01/2024 ION:ll 1111VA Conditions of Approval Development & Final Stage Planned Unit Development/PUD Amendment Lot 4, Block 1, Big River 445 Second Addition, Wright County, MN PID #: 155283000010 (portion of) 1. Development of the site is subject to recording of the final plat and development contract of Big River Second Addition. 2. The Big River PUD District is amended to incorporate the approved Final Plans for Lot 4, Block 1; the uses as described in the narrative are considered part of the Development and Final Stage PUD approval. The project is constructed in substantial conformance with the Final approved plans and other applicable code requirements. 4. The applicant incorporates the required cross -access and other shared -use agreements within the Big River 445 PUD District. 5. The applicant shall not store any tires outside or above the height of the area denoted as "bullpen" on the site plans. 6. The applicant further clarifies the use of the "canopy" portion of the building in their narrative or floorplans. 7. The applicant shall revise their plans to extend the pre -cast concrete or other permitted commercial building material to the north side extension of the building. The proposed sloped metal roofline may remain. 8. No open outdoor storage of unrepaired vehicles is permitted on site. 9. The minor repair of recreational vehicles and semi -tractor units is a recognized flexibility of the PUD for Lot 4, Block 1 only. 10. The applicant verifies that all rooftop mechanical equipment will be screened from adjoining property or travelled streets. 11. No accumulations of trash or waste shall be permitted to extend higher than the screening fence surrounding the trash facilities, including the "bullpen" area. 12. The applicant's plans shall be revised to specify the material for trash enclosure and bullpen fencing, which shall be durable, maintenance free materials. 13. The project and site improvements, including landscaping, is constructed and maintained per plans provided, with incorporation of the recommendations made by the Planning Commission and the staff report. Planning Commission Agenda—10/01/2024 14. The City concurrently requires an installation of amenity improvements on the adjoining stormwater area, or other related improvements and locations, as directed by the original Final PUD approval for the Big River PUD District. 15. Compliance with the terms of the City's Engineering Staff letter dated September 20, 2024. 16. Compliance with the terms of the Chief Building Official's letter dated September 17, 2024. 17. Comments and recommendations of other Staff and Planning Commission. 10 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�*f [@ RESOLUTION NO. PC 2024-41 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A DEVELOPMENT AND FINAL STAGE PUD FOR LOT 4, BLOCK 1, BIG RIVER 445 SECOND ADDITION 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 Lot 4, Block 1, of the Big River 445 Second Addition plat; and WHEREAS, the proposed PUD would consist of development opportunity for a 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 an amendment to the City's PUD zoning ordinance to incorporate the approved plans into the Big River 445 PUD District; and WHEREAS, the subject parcel will be consistent with requirements of the City's Zoning Ordinance requirements under the appropriate PUD standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Regional Commercial uses; and WHEREAS, the proposed Development Stage PUD addresses improvements serving the project, as well as site and architectural improvements on Lot 4, Block 1 of the project's Second Addition; and WHEREAS, the Planning Commission has reviewed the application for the Development Stage PUD pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on October 1St, 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 use is consistent with the intent and purpose of the Big River 445 PUD, Planned Unit Development District. 2. The proposed use will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed PUD amendment utilizes existing 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. 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 Development and Final Stage PUD for Lot 4, Block 1, of Big River 445 Second Addition within the Big River 445 PUD District be approved, subject to the conditions of Exhibit Z of the staff report, as follows: Development of the site is subject to recording of the final plat and development contract of Big River Second Addition. 2. The Big River PUD District is amended to incorporate the approved Final Plans for Lot 4, Block 1; the uses as described in the narrative are considered part of the Development and Final Stage PUD approval. 3. The project is constructed in substantial conformance with the Final approved plans and other applicable code requirements. 4. The applicant incorporates the required cross -access and other shared -use agreements within the Big River 445 PUD District. 5. The applicant shall not store any tires outside or above the height of the area denoted as "bullpen" on the site plans. 6. The applicant further clarifies the use of the "canopy" portion of the building in their narrative or floorplans. 7. The applicant shall revise their plans to extend the pre -cast concrete or other permitted commercial building material to the north side extension of the building. The proposed sloped metal roofline may remain. 8. No open outdoor storage of unrepaired vehicles is permitted on site. 9. The minor repair of recreational vehicles and semi -tractor units is a recognized flexibility of the PUD for Lot 4, Block 1 only. 10. The applicant verifies that all rooftop mechanical equipment will be screened from adjoining property or travelled streets. 11. No accumulations of trash or waste shall be permitted to extend higher than the screening fence surrounding the trash facilities, including the "bullpen" area. 12. The applicant's plans shall be revised to specify the material for trash enclosure and bullpen fencing, which shall be durable, maintenance free materials. 13. The project and site improvements, including landscaping, is constructed and maintained per plans provided, with incorporation of the recommendations made by the Planning Commission and the staff report. 14. The City concurrently requires an installation of amenity improvements on the adjoining stormwater area, or other related improvements and locations, as directed by the original Final PUD approval for the Big River 445 PUD District. 15. Compliance with the terms of the City's Engineering Staff letter dated September 20, 2024. 16. Compliance with the terms of the Chief Building Official's letter dated September 17, 2024. 17. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 1St day of October, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION la ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�*f [@ RESOLUTION NO. PC 2024-42 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF AN AMENDMENT TO THE BIG RIVER 445 PUD ZONING DISTRICT TO INCORPORATE DEVELOPMENT ON: LOT 4, BLOCK 1, BIG RIVER 445 SECOND ADDITION 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 Lot 4, Block 1, of the Big River 445 Second Addition plat; and WHEREAS, the proposed PUD would consist of development opportunity for a commercial retail center as an allowed use in the proposed Big River 445 Planned Unit Development zoning district; and WHEREAS, the site development requires an amendment to the City's PUD zoning ordinance to incorporate the approved plans into the Big River 445 PUD District; and WHEREAS, the subject parcel will be consistent with requirements of the City's Zoning Ordinance requirements under the appropriate PUD standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Regional Commercial uses; and WHEREAS, the Big River 445 PUD District was adopted with the expectation that as individual lots develop, the district would be amended to incorporate and refer to the Final Plans for each lot and phase; and WHEREAS, the Planning Commission has reviewed the application for the Development Stage PUD pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on October 15t, 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 use is consistent with the intent and purpose of the Big River 445 PUD, Planned Unit Development District. 2. The proposed use will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed PUD amendment utilizes existing 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. 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 Big River 445 PUD District be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. Development of the site is subject to recording of the final plat and development contract of Big River Second Addition. 2. The Big River 445 PUD District is amended to incorporate the approved Final Plans for Lot 4, Block 1; the uses as described in the narrative are considered part of the Development and Final Stage PUD approval. 3. The project is constructed in substantial conformance with the Final approved plans and other applicable code requirements. 4. The applicant incorporates the required cross -access and other shared -use agreements within the Big River 445 PUD District. 5. The applicant shall not store any tires outside or above the height of the area denoted as "bullpen" on the site plans. 6. The applicant further clarifies the use of the "canopy" portion of the building in their narrative or floorplans. 7. The applicant shall revise their plans to extend the pre -cast concrete or other permitted commercial building material to the north side extension of the building. The proposed sloped metal roofline may remain. 8. No open outdoor storage of unrepaired vehicles is permitted on site. 9. The minor repair of recreational vehicles and semi -tractor units is a recognized flexibility of the PUD for Lot 4, Block 1 only. 10. The applicant verifies that all rooftop mechanical equipment will be screened from adjoining property or travelled streets. 11. No accumulations of trash or waste shall be permitted to extend higher than the screening fence surrounding the trash facilities, including the "bullpen" area. 12. The applicant's plans shall be revised to specify the material for trash enclosure and bullpen fencing, which shall be durable, maintenance free materials. 13. The project and site improvements, including landscaping, is constructed and maintained per plans provided, with incorporation of the recommendations made by the Planning Commission and the staff report. 14. The City concurrently requires an installation of amenity improvements on the adjoining stormwater area, or other related improvements and locations, as directed by the original Final PUD approval for the Big River 445 PUD District. 15. Compliance with the terms of the City's Engineering Staff letter dated September 20, 2024. 16. Compliance with the terms of the Chief Building Official's letter dated September 17, 2024. 17. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 15t day of October, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION IN ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director ORDINANCE NO. 8XX CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING TITLE XV, § 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, AMENDING THE BIG RIVER 445 PLANNED UNIT DEVELOPMENT DISTRICT TO INCORPORATE DEVELOPMENT APPROVALS WITHIN THE DISTRICT THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.047, PUD Districts, is hereby amended to read as follows: (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 Planned Unit Development District for mixed commercial land uses. (2) Phased Development. The Big River 445 PUD District will be developed in phases. Each phase shall be subject to review under the requirements of Monticello Zoning Ordinance, 153.028(0)(9), and to the amendment of this ordinance. (3) 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 April 8, 2024, and development agreement dated April 8, 2024, and subject to the conditions of approval imposed by City Council Resolution No. 2024- 32, and to approved Final Stage PUD Development Plans dated , 2024, and development agreement dated September 9, 2024, Big River Second Addition, and subject to the conditions of approval imposed by City Council Resolution No. 2024- 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, 153.028(0)(9)(b) — Planned Unit Developments for Development Stage PUD. (4) 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 Development Plans for each phase. ORDINANCE NO.8XX (5) 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) The specific flexibility and conditions of the Big River 445 PUD District shall be as follows A. The first phase of the District's development will include the construction of the looped private street from the easterly access abutting the west line of Lot 2 to the west boundary of the plat with the T intersections at each end extending to Chelsea Road as depicted in the Plans, together with the Public Improvements, private sidewalks and private utilities serving Lots 1 and 2, as well as private utilities for all parcels proposed to be developed abutting Chelsea Road, and all other improvements identified on the approved Phasing Plan of the Final Stage PUD. B. The PUD provides flexibility from the Subdivision Ordinance requirement that all lots have access to a public street. A legal document shall be recorded with the final plat providing access to the private street and common sidewalks which extend to Chelsea Road, and the management and maintenance of common property including stormwater, signage, landscaping, and easements for Lots 1 and 2 and Outlet A, in a form to be approved by the City. C. An executed and recordable shared parking easement for Lots 1 and 2 shall be recorded with the final plat in a form approved by the City. D. The Final Stage PUD architectural plans for Lot 2 are dated 12/18/2023 as "Option 2", and the architectural plans for Lot 1 are dated 02/23/2023. E. Shared free-standing signage and landscaping shall be as per approved Final Stage PUD Development Plans. F. Flexibility in the total area and location of wall signage for each individual principal building within the PUD shall be as per approved Final Stage PUD Development Plans for each lot. G. The location and widths of internal lot line drainage and utility easements are as per the approved plat of Bir River 445. H. An executed and recordable easement and stormwater maintenance agreement for Lots 1 and 2 and Outlot A shall be recorded with the final plat in a form approved by the City. I. Future phases of the PUD shall be reviewed for additional site amenities, including seating, walking and rest areas. 0A ORDINANCE NO.8XX J. The District will include and incorporate the Final Development Plans for Lot 2, Block 1 of Big River 445 Second Addition, dated 2024 and including condition of approval per City Council Resolution 2024-OXX. K. The District will include and incorporate the Final Development Plans for Lot 4, Block 1 of Big River 445 Second Addition, dated 2024 and including condition of approval per City Council Resolution 2024-OXX. (6) 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. (7) Where there are any conflicts in the allowed uses or required performance standards between the Big River 445 PUD District and the 13- 4 Regional Business District, the requirements of the Big River 445 PUD District and its associated plans shall prevail. (8) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change, the proposer shall apply for an amendment to the PUD under the terms of § 153.028(0)(10). The city may require that substantial changes in overall use of the PUD property be processed as a new project, including a zoning district amendment. Section 2. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 3. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. Section 4. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this day of , 2024. 3 ORDINANCE NO.8XX Lloyd Hilgart, Mayor ATTEST: Rachael Leonard, City Administrator AYES: NAYS: Request for Amendment PUD, Development and Final Stage PUD PID 155283000010 1 669 Chelsea Road Created by: City of Monticello Cushing Terrell. September 1, 2024 City of Monticello Attn: Angela Schuman, Community Development Director & Member of the City Council and Planning Commission 505 Walnut Street Monticello, MN 55362 RE: BIG RIVER 445 — Planned Unit Development Parcel 4 of Big River 455 Second Addition Development Stage/Final Stage PUD Dear Angela and Members of the City Council and Planning Commission, On behalf of Les Schwab Tire Centers (LSTC), we are pleased to submit this application for an amendment to the Big River 445 Planned Unit Development (PUD). This application is in specific reference to the area indicated as "Lot 6" in the original approved Big River 445 PUD documents. Overview: Approved PUD Land Area: Approximately 10.0 acres Proposed Land Area for the Project: 1.796 acres — Lot 4 -Big River 445 Second Addition Proposed Use: Tire sales and related services, alignments, brakes, and oil changes for cars, trucks and RVs. Note: The original PUD narrative referred to the use as "Future -Possible Auto Service Minor - tire." This narrative is specifically requesting the use to be updated to "Tire sales and related services, alignments, brakes, and oil changes." Existing Zoning: PUD based on B-4 Regional Business District Guided Land Use: Regional Commercial Total Lots: 8 Lots (Subject property has been platted under separate application) Access: Chelsea Road to private interior common roads/drive lanes Utilities: City utilities Purpose: Obtain an amended PUD & necessary approvals for the construction of a national chain tire service center — Les Schwab Tire Service Centers (LSTC). Since opening the first store in Bend, cushingterrell.com Oregon, the Les Schwab Tire Center sets the standard for consistently exceptional customer service. Today, the business has grown to over 7,000+ employees and is a trusted name in the west. With stores already in many upper Midwest communities, Les Schwab has established itself as a successful business and job producer. Monticello location will provide new opportunities for employment and offer customers convenient automotive services and a new option for retail tires. Request: On behalf of LSTC, we are seeking review and approval of the amended PUD/Development Stage/Final Stage PUD for the proposed 1.796 acre parcel and updating the proposed land use to include tire sales and related services, alignments, brakes, and oil changes. Expected vehicle types will vary and include but not limited to recreational vehicles such as motorhomes, travel trailers, 4- wheelers, Side by Sides, and boat trailers to typical vehicles such as cars, large pick-ups, and up to tractor trailers. The project is located in the upper northwest parcel of the Big River 445 PUD. Construction will include construction of a—10,800 SF retail and service center building. The building is a linear proto- type store and includes a retail showroom, 7-service bays, tire warehouse, and mezzanine storage. The building construction consists of concrete slab on grade, precast concrete exterior walls, steel roof framing with metal decking, and single -ply roofing. The site will be further developed with a professionally designed landscape plan to enhance visual appeal. The new building will be accessed by interior private roadway system accessed from the Chelsea Road public right of way and will be served by City utilities. LSTC Building and Site design will be consistent with the B-4 Regional Commercial District Development Standards, as required in the Big River 445 approved PUD, and with the Regional Commercial Land Use Designation. The below figure is a snapshot from the original approved PUD. This request is specific to the parcel labelled "Future Lot 6." The site plan being proposed with this submittal is very similar to the "Future Lot 6" site plan indicated in the following figure. cushingterrell.com 3 10 Acre PUD F/M IN 6 FM" Cor 7 Lot 6 Wit.. - i •.; r r r � ' � r FJflrn Lor f Fwu^� 1ta 1 F� ld 7 � . ` lor1 Gorr ♦ 1 I I I ` r — - ,.� ,r Final Plat (by others): BIG RIVER 445 SECOND ADDITION VMMITV M A/ \\� t I i got A e Syr % • e i a \` ° Lam. 1 •1 4 tea•\\` I MONiM � \\ � I • uv.v.¢a vim• \ P ` +AL& Run a sen, me I i l t cushingterrell.com M 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 pedestrian path 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. There are two existing sidewalk connections to the trail along Chelsea Road, one each at the east and west access points to Chelsea Road. An existing sidewalk is located along the interior roadway with connections to each lot/building. The proposed site plan provides connectivity to the existing sidewalks. Density: The proposed project is for a commercial building. No residential development is proposed in this application. 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. The LSTC site plan aligns with the initial PUD stormwater calculations at 74.5% impervious surface. Parking and Building Setbacks: The B-4 zoning district requires a 6-foot building and parking setback on all sides of a lot. The proposed LSTC site 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: Per Code and for Auto Repair — Minor: 8.0 spaces plus one additional space for each 800 square feet of floor area over 1,000 square feet. Based on 10,651 sf building approximately 20 parking spaces are required. The provided parking is consistent with the requirements of City Code. Signage: Building and site signage shall be compliant with requirements and allowances as set forth in Section cushingterrell.com 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). Typical LSTC building wall signage includes one 47 sf internally illuminated logo sign on each fagade and a 50 sf illuminated channel letter with continuous raceway sign above the service bays LSTC proposes one freestanding monument style signage as allowed by 153.064(J)(2)(b). The typical LSTC freestanding monument sign is 47 sf. We are proposing a single panel within the multi-user highway pylon signs for the development. Sign cut sheets for the building signs and the monument sign are provided with this submittal. Building Materials: Building shall be designed and constructed to meet or exceed all business district building material requirements as per Section 153.070 (D). Building elevations have been provided in the submittal package for the proposed Les Schwab Tire Center. The proposed exterior material breakdowns are as follows (10% transparent glazing, 25% metal panels, and 75% textured and stained precast concrete). The proposed exterior elevations follow Les Schwab's corporate branding standards while at the same time is aesthetically compatible with surrounding properties. The main body of the building is made of precast concrete with a horizontal texture to define the base of the building. The design of the building is further detailed with integrally colored white concrete and exposed, and vertical texture added to the upper band of the building creating contrast. The canopy on the rear of the building will be enclosed with architectural metal panels with vertical oriented ribs and finish colors matching the precast panels. Dark bronze brake metal trim and storefront window frames are proposed along with dark bronze overhead door panels as an accent to the precast concrete.. See provided floor plans and elevations. Trash Handling: Trash handling is proposed via a trash enclosure near the northeast corner of the site. The trash enclosure will be in compliance with Ordinance Section 153.092(D)(36) and is constructed with dark bronze steel slat fence with no spacing between the slats and shall incorporate an opaque metal gate. The dark bronze steel slat fence ties in with the dark bronze storefront windows and metal trim on the building. The proposed trash enclosure will be 8'-0" tall. See provided site plans and elevations. Requested Areas of Flexibility from Standard Zoning Ordinance: 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. cushingterrell.com Declaration of Easements, Covenants and Restrictions: LSTC acknowledges the CRRs are in place and will abide by them. Developer Acknowledgement of Financial Requirements: LSTC acknowledges that certain financial requirements will be required as to the construction of their proposed store. Schedule: Construction of building and site improvements to commence spring 2025, with some possible completions by fall of 2025. Closing: We look forward to your review and feedback on this exciting project. For additional information, please contact me at 406-922-7107 or via email at ron.isackson@cushingterrell.com. Sincerely, Ron Isackson, PE Project Engineer cc cushingterrell.com SITE PLAN NOTES SIGNAGE AND PAVEMENT MARKING NOTES 1. ALL DIMENSIONS ARE TO FACE OF CURB AND OUTSIDE FACE OF BUILDING UNLESS OTHERWISE NOTED. 2. ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED. 3. TYPICAL PARKING STALLS ARE 9' X 18. 4. ALL PEDESTRIAN RAMPS SHALL MEET CURRENT ADA STANDARDS. 5. UNLESS OTHERWISE SHOWN IN THE PLANS, CONTRACTOR SHALL PROVIDE CONTROL JOINTS AND EXPANSION JOINTS IN SLAB ON GRADE, SIDEWALKS, AND DRIVES PER THE FOLLOWING REQUIREMENTS: CONTROL JOINTS: WALKS @ 8' SPACING OTHERS @ 10' SPACING SAWCUT CONTROL JOINTS MINIMUM %4 CONCRETE THICKNESS. EXPANSION JOINTS: WALKS @ 24' SPACING OTHERS @ 40' SPACING PROVIDE EXPANSION JOINT AT ALL POINTS WHERE A CHANGE IN PAVEMENT THICKNESS OCCURS AND WHERE NEW PAVEMENT WILL MATCH EXISTING PAVEMENT. DOWEL ALL EXPANSION JOINTS AT 24" SPACING MAX. LOT DATA 1. ALL SIGNS SHALL BE PLACED 18" MINIMUM BEHIND BACK OF CURB UNLESS OTHERWISE NOTED. 2. SIGNS SHALL INCLUDE HARDWARE, POST, FOOTING, CASING, AND ALL APPURTENANCES REQUIRED FOR TYPICAL INSTALLATION. 3. PARKING LOT STRIPING AND PAVEMENT MARKINGS SHALL BE 4" SOLID WHITE PAINT. ALL PAVEMENT LETTERING SHALL BE 12" HEIGHT. 4. ALL SIGNS AND PAVEMENT MARKINGS SHALL BE PER THE LATEST EDITION OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MMUTCD). SITE DATA LAND USE DESIGNATION: REGIONAL COMMERCIAL EXISTING ZONING: B-2 LIMITED BUSINESS PROPOSED ZONING: PUD, B-4 REGIONAL BUSINESS PARCEL AREA: 10.00 ACRES II► III 19CZ+11 CIA 9*'Z! I I I SIGN SCHEDULE OA. STOP SIGN W/STREET SIGN: R1-1 (30" X 30") B. STOP SIGN: R1-1 (24" X 24") C. HANDICAP PARKING SIGN ON: R7-8m W/R7-8b (12" X 18") 6" CONCRETE BOLLARD D. NO PARKING SIGN ON: R8-3a (12" X 18") 6" CONCRETE BOLLARD E. MOBILE ORDER PICKUP SIGN: PER TENANT ON 6" CONCRETE BOLLARD F. DIGITAL ORDER PICKUP SIGN: PER TENANT G. THANK YOU/EXIT SIGN: PER TENANT H. DRIVE THRU DIRECTIONAL SIGN: PER TENANT I. BARRICADE SIGN: X4-11 (18" X 18") 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 22,838 48% 27 11 2 CHIPOTLE 0.90 39,291 2,371 28,387 72% 24 10 3 TBD - BANK 0.94 40,921 3,292 28,805 70% 26 8 4 TBD - OIL CHANGE 0.64 27,876 2,092 20,410 73% 10 5 5 TBD - CARWASH 1.40 61,112 5,224 45,591 75% 22 4 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 80,504 5,341 52,839 66% 70 13 TOTALS 10.00 435,600 35,143 288,938 66% 257 7 LEGEND I I EXISTING PROPOSED j -- PROPERTY LINE EASEMENT LINE ---------------- _----------- -� BITUMINOUS PAVEMENT CONCRETE PAVEMENT ----------------� \ \ ' \'. \ CONCRETE WALK CURB LINE SANITARY SEWER WATER MAIN \. .':. \ \\\ STORM SEWER ue UNDERGROUND ELECTRIC '.. :V \ \ \ ug UNDERGROUND GAS ufo UNDERGROUND FIBER ohu OVERHEAD UTILITY SEE SURVEY OTHER SYMBOLS \ \ \ \ \ \ BENCHMARK \\ \. \ \�:. \ MINNESOTA DEPARTMENT OF TRANSPORTATION \ \ \ GSID STATION #85903, NAMED 8680 BE V. ELEVATION: 969.17 (NAVD 88) +\ 1 s ` +� 4:'`\ y \ \\ KEYNOTES P\ y V.. \ \ \� * SEE ARCHITECTURAL SITE PLANS FOR ADDITIONAL SITE PLAN NOTES. 28 LANDSCAPE AREA. SEE LANDSCAPE PLAN. O ` ` 14 2. MATCH EXISTING CURB/SIDEWALK/PAVEMENT. ` s\ 3. 4" CONCRETE WALK/PATIO. 4. CONCRETE PAVEMENT/APRON. \\ \ ss 20 \: '\ \ \ \ \ \ 5. PEDESTRIAN CURB RAMP WITH TRUNCATED DOMES. \ \ a 3 R50 R3a I \ \.' \ ' \ �` ' \ \ 6. PEDESTRIAN CURB RAMP, NO TRUNCATED DOMES. 19 zs / \ +\: ; . { \ \ .1.' �� ' \ \ 7. FLUSH CURB, SEE GRADING PLAN. e 8. 6" CONCRETE FILLED PIPE BOLLARD. n / \ : \ l ` 9. TRASH ENCLOSURE. \ 1 10. 4" SOLID WHITE LINE. E'. \ ; \ j 11. SOLID WHITE PAVEMENT MARKING. 12. SOLID WHITE CROSSWALK PAVEMENT MARKINGS. -\J \ 13. RESTRIPE CHELSEA ROAD TO MATCH EXISTING STRIPING, INCLUDING i ... CE % \ s / Q ;'z° \ \ a \ SOLID YELLOW LINE, BROKEN YELLOW LINE, AND TURN LANE ARROWS. REMOVE CONFLICTING STRIPING. J Vim. � \ :. \ :. :.:: :: ; . ' : �. 14. TRANSFORM PAD. FINAL LOCATION TO BE CONFIRMED BY CONTRACTOR AND ELECTRIC PROVIDER. 15. LIGHT POLE AND BASE. 0= 16. CLEARANCE/HEIGHT RESTRICTION BAR PER TENANT. 17. PRE -MENU BOARD PER TENANT. 7Y 18. DRIVE-THRU ORDER SCREEN WITH CANOPY PER TENANT. \ 19. ORDER MENU PER TENANT. 20. 4 FT. MAINTENANCE FREE PRIVACY FENCE, COLOR TO MATCH BUILDING. � \ r\ 21. CONCRETE DRIVEWAY ENTRANCE PER CITY PLATE 5008. ===z= - �� _�_<_- f \�\ \ % j 22. CONCRETE VALLEY GUTTER PER CITY PLATE 5009. 23. 6" CONCRETE SIDEWALK PER CITY PLATE 5012. \ 24. NOT USED. \ SETBACKS 25. LOOP DETECTOR PER TENANT. 26. MONUMENT SIGN. SETBACKS ARE BASED ON B-4 ZONING STANDARDS AND ARE AS FOLLOWS: 27. CONCEPTUAL MONUMENT SIGN. BUILDING SETBACKS 28 SHARED MONUMENT SIGN FRONT: 6 FT INTERIOR SIDE: 6 FT STREET SIDE: 6 FT REAR: 6 FT PARKING SETBACKS 29. SHARED PYLON SIGN. 30. TAPER OUT CURB. 31. DOUBLE SOLID YELLOW LINE. FRONT: 6 FT. 32. REPLACE BITUMINOUS TRAIL WITH EQUAL SECTION. INTERIOR SIDE: 6 FT. (ZERO SETBACK WITHIN SHARED PARKING/DRIVE) 33. NEW BILLBOARD. STREET SIDE: 6 FT. (ZERO SETBACK WITHIN SHARED PARKING/DRIVE) REAR: 6 FT. 34. CONCRETE PATIO WITH BENCHES PER OWNER. 0 25 50 100 < SCALE IN FEET > CALL BEFORE YOU DIG Know what's below. Call before you dig. c) g O � U Z U 2 O Z 00 LL Y U O w w L0 F- N O N O � Z I- W N w > .o L0 p� J w 00 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/oe -I . DATE: 01/08/24 LIC #: 45889 N o Z CD 6i g O Q U LUo W w u U w a w a cn N N Z O ON N 0 LU = , N cM 4 U� 6 r-� LO N �..� L0 J LIJ J U-) � M L1i LO LO CV LU ZQ� O LU a U Z (n Z > = � _ IL 0 O a Li) O Q a� J W w2 LU z o W r N > O O m J LLJ Z O SHEET NUMBER C2.1 DEVELOPER/OWNER CONTACT OWNER/DEVELOPER SFP-E, LLC JORDAN HOFFART PO BOX 5350 20900 COOLEY RD. BEND, OR 97701 UTILITY COMPANY WATER/SANITARY SEWER RYAN MELHOUSE CITY OF MONTICELLO 909 GOLF COURSE RD MONTICELLO, MN 55362 763-271-3227 STORM SEWER FUTURE BIG RIVER 445 HOA SURVEYOR E.G. RUD AND SONS, INC. ATTN: JASON RUD PROFESSIONAL LAND SURVEYORS 6776 LAKE DRIVE NE, LINO LAKES, MN 55014 JRUD@EGRUD.COM 651-361-8200 LEGAL DESCRIPTION GAS JASON KOCKE CENTERPOINT ENERGY 505 NICOLLET AVE. PO BOX 59038 MINNEAPOLIS, MN 55459 612-258-4327 POWER MIKE PRATT XCELENERGY 118 DUNDAS RD MONTICELLO, MN 55362 763-273-7963 LOT 4, BLOCK 1, BIG RIVER 445 SECOND ADDITION, WRIGHT COUNTY, MINNESOTA. PROJECT ZONING B-2 BUSINESS DISTRICT (FREEWAY BONUS DISTRICT) >��tr LLI z_ z z PROJECT SITE •• . %I 1 { MEADOW OAK AVE �''� ti• i SITE PLAN NTS NORTH LE CHWAB TIRE CENTER 669 CHELSEA ROAD EAST MONTICELLO, MN 55362 ARCHITECT CUSHING TERRELL CORY NELSON 800 W MAIN ST. STE 800 BOISE, ID 83702 (208) 336-4900 \ SITE MAP NTS NORTH CIVIL ENGINEER CUSHING TERRELL RON ISACKSON, PE 411 E MAIN STREET SUITE 101 BOZEMAN, MT 59715 (406) 922-7107 ELECTRICAL ENGINEER CUSHING TERRELL JOHN GRAGG 800 W MAIN ST. STE 800 BOISE, ID 83702 (208) 577-5679 LANDSCAPE ARCHITECT CUSHING TERRELL DEBRA ROSA 411 E MAIN ST #101 BOZEMAN, MT 59101 (406) 922-7109 SHEET LIST SHEET NUMBER SHEET TITLE C000 COVER SHEET SHEET 1 OF 2 ALTA SURVEY PROJECT NO. 11277-0015 C001 GENERAL NOTES C002 DEMOLITION PLAN C010 SPPP NOTES Col INITIAL EROSION CONTROL PLAN C012 FINAL EROSION CONTROL PLAN C013 ESCP DETAILS C100 OVERALL SITE PLAN C200 OVERALL GRADING & DRAINAGE PLAN C201 STORM SEWER ALIGNMENTS & PROFILES C202 STORM SEWER ALIGNMENTS & PROFILES C300 OVERALL UTILITY PLAN C400 CIVIL DETAILS C401 CIVIL DETAILS C402 CIVIL DETAILS C403 CIVIL DETAILS L300 LANDSCAPE NOTES L301 PLANTING PLAN L501 PLANTING DETAILS E100 SITE PHOTOMETRIC PLAN E200 ELECTRICAL DETAILS A1.1 FLOOR PLAN A2.1 COLOR BUILDING EXTERIOR ELEVATIONS A2.2 TRASH & BULLPEN EXTERIOR ELEVATIONS GEOTECHNICAL ENGINEER BRAUN INTERTEC CORPORATION 1502 GRUMMAN LANE BISMARCK, ND 58504 (701) 255-7180 Cushing Terrell. z O J J Lu O co CN N C� W W >- Z O uJ 0 0r' 0n a- Lu LL CN 0 0 L0 co Q J_ `O`^ Q vQ J F— LLI z I11 z I�..I.J T 2i c i O Q V Jw Jzcn LU J U z >- cn Q O m W �ti J 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 LA OF THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MIRANDA DRAWN BY I MIRANDA REVIEWED BY I ISACKSON REVISIONS 8/30/20241:31 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C000.dwg COVER SHEET C000 ALTA/NSPS LAND TITLE SURVEY --for-- CUSHING TERRELL --of-- LES SCHWAB TIRE CENTER MONTICELLO, MN 55362 CERTIFICATION I hereby certify to SFP-E, LLC, an Oregon limited liability company; Big River 445 LLC, a Minnesota limited liability company; and to Old Republic National Title Insurance Company that this is a survey of: Part of Outlot A, BIG RIVER 445, according to the recorded plat thereof, Wright County, Minnesota. NOTE: This land is in the process of being subdivided and the land to be insured will be Lot 4, Block 1, BIG RIVER SECOND ADDITION, Wright County, Minnesota. and is based upon information found in the commitment for title insurance prepared by Guaranty Commercial Title, Inc. as agent for Old Republic National Title Insurance Company,File No. 67553-2 dated effective June 12 2024 at 8:00 A.M. and that all easements if an listed in Schedule B-II on the herein referenced commitment for title Y, insurance, are shown hereon; and that this map or plat and the survey on which it is based were made (i) in accordance with "Minimum Standard Detail Requirements for ALTA/NSPS Land Title Surveys," jointly established and adopted by ALTA and NSPS in 2021, and (ii) pursuant to the Accuracy Standards as adopted by ALTA and NSPS and in effect on the date of this certification, the undersigned further certifies that in my professional opinion, as a land surveyor licensed in the State of Minnesota, the Relative Positional Accuracy of this survey does not exceed that which is specified therein and includes Items 1, 2, 3, 4, 5, 6, 7(a), 7(c), 8, 9, 10, and 11 of Table A thereof. The field work was completed on July 17, 2024. The survey also shows the location of proposed improvements as shown in the Site Plan dated 5/15/2024 prepared by Contour Civil Design. I further certify that this survey was prepared by me or under my direct supervision and that I am a duly Licensed Land Surveyor under the laws of the State of Minnesota. Date: July 30, 2024 E.G. Rud & Sons, Jason E ud, Land Surveyor Minnesota License No. 41578 GENERAL NOTES 1. Fee ownership is vested in Big River 445 LLC, a Minnesota limited liability company. Parcel ID Number: 155011000171 (new Parcel ID Number is unavailable). 2. Address of the surveyed premises: Unassigned, Monticello, MN 55362. 3. Bearings shown hereon are based on the Wright County Coordinate System. 4. Surveyed premises shown on this survey map is in Flood Zone X (Areas determined to be outside the 0.2% annual chance floodplain.), according to Flood Insurance Rate Map Community -Panel No. 270534 0015 B by the Federal Emergency Management Agency, effective date August 4, 1988. 5. Boundary area of the surveyed premises: 78,241E sq. ft. (1.80 acres). 6. A zoning endorsement letter was not furnished to the surveyor. A search of the City of Monticello's website indicates that the surveyed premises shown on this survey is currently zoned PUD (Planned Unit Development). For additional information contact the Community Development Department at the City of Monticello at (763) 271-3254. 7. There are no marked or striped parking areas onsite. 8. The surveyed premises has indirect access to Chelsea Road, a public street The proposed lots will utilize a reciprocal access easement to access Chelsea Road per Document No. 1554863. 9. Location of utilities existing on or serving the surveyed property determined by: - Observed evidence collected pursuant to Section 5.E.iv. - Markings requested by E.G. Rud and Sons, Inc. per Gopher State One Call Ticket No. 231780466 & 231780467. - Site Plan dated 5/15/2024 prepared by Contour Civil Group. Excavations were not made during the process of this survey to locate underground utilities and/or structures. The location of underground utilities and/or structures may vary from locations shown hereon and additional underground utilities and/or structures may be encountered. Contact Gopher State One Call Notification Center at (651) 454-0002 for verification of utility type and field location, prior to excavation. 10. 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. 11. Old Republic National Title Insurance Company, File No. 67553-2, Schedule B-II Survey Related Exceptions: Item #4- Easements, or claims of easement, not shown by the Public Record. (Surveyor's note: Surveyor is LEGEND unaware of any easement other than those shown hereon. Item #7- Drainage and utility easement(s) as shown on the recorded plat of BIG RIVER 445. [SURVEYOR'S • DENOTES IRON MONUMENT FOUND, MARKED RLS# 58542 NOTE: As shown hereon.] Q DENOTES SET IRON SPIKE Item #8 - No right of access exists from premises to Trunk Highway No. 94. Right of access was acquired by —X—X— DENOTES FENCE State of Minnesota as evidenced by Final Certificate filed November 7, 1973, as Document No. 287159. [SURVEYOR'S NOTE: As shown hereon.] — o o DENOTES RESTRICTED ACCESS, AS NOTED Item #9 - All minerals and mineral rights were reserved by AgriBank, FCB, in a Limited Warranty Deed dated PIN No. 17-119-22-14-0008 DENOTES ADJACENT PARCEL OWNER INFORMATIONOwner: City of December 15, 1992, filed January 28, 1993, as Document No. 520600. [SURVEYOR'S NOTE: Said Address: Unassigned (PER WRIGHT COUNTY TAX INFORMATION) reservation appears blanket in nature and not shown hereon.] 99 DENOTES SCHEDULE B-II EXCEPTION NO. Item #10 - Terms and conditions of Development Contract by and between City of Monticello, a Minnesota ................................DENOTES EXISTING CONTOURS municipal corporation and Big River 445 LLC, a Minnesota limited liability company dated April 8, 2024, filed June 12, 2021, as Document No. 1554856. [SURVEYOR'S NOTE: No plottable survey X 952.36 DENOTES EXISTING SPOT ELEVATION related items.] > DENOTES PROPOSED SANITARY SEWER Item #11 -Terms and conditions of Resolution Approving Plat dated April 8, 2024, filed June 12, 2024, as » DENOTES PROPOSED STORM SEWER Document No. 1554857. [SURVEYOR'S NOTE: No plottable survey related items. A copy of the Final DENOTES PROPOSED WATER MAIN Plat is on Sheet 2 of survey.] E DENOTES UNDERGROUND ELECTRIC LINE Item #12 -Terms and conditions of PUD Ordinance No. 823 dated April 8, 2024, filed June 12, 2024, as Document No. 1554859. [SURVEYOR'S NOTE: No plottable survey related items..] Item #13 - Terms and conditions of Encroachment Agreement by and between City of Monticello, a Minnesota municipal corporation and Big River 445 LLC, a Minnesota limited liability company dated April 8, 2024, filed June 12, 2024, as Document No. 1554860. [SURVEYOR'S NOTE: Shown on survey. See separate exhibit on Sheet 2 of survey.] Item #14 -Terms and conditions of Stormwater Facilities Maintenance Agreement by and between City of VICINITY MAP Monticello, a Minnesota municipal corporation and Big River 445 LLC, a Minnesota limited liability company dated April 8, 2024, filed June 12, 2024, as Document No. 1554862. [SURVEYOR'S NOTE: Shown on survey. See separate exhibit on Sheet 2 of survey.] SEC, 13, TWP. 121, RNG. 25 Item #15 - Terms and conditions of Declaration of Easements, Covenants, and Restrictions executed by Big River 445 LLC, a Minnesota limited liability company dated June 6, 2024, filed June 8, 2024, as Document No. 1554863. [SURVEYOR'S NOTE: Said document provides access easements and common areas, which are shown hereon. See separate exhibit on Sheet 2 of survey.] Item #16 -Terms and conditions of City Ordinance No. 2024-05 Granting Rezoning dated April 8, 204, filed June 12, 2024, as Document No. 1554865. [SURVEYOR'S NOTE: Allows land to be rezoned to Planned Unit Development. No plottable survey related items.] Item #17 - Terms and conditions of Use Restriction Agreement (Grocery Use) by and between Monticello Industrial Park, Inc., a Minnesota corporation and Big River 445 LLC, A Minnesota limited liability company dates June 6, 2024, filed June 12, 2024, as Document No. 1554866. [SURVEYOR'S NOTE: Restricts property from being used as a grocery store. No plottable survey related items.] Item #20 - Terms and conditions of an unrecorded Sign Location Lease dated April 26, 2024 by and between Big River 445 LLC, a Minnesota limited liability company, as Landlord and Lamar OCI North, L.L.C., a Delaware limited liability company, as Tenant, as subordinated by that certain unrecorded Subordination, Attornment and Non -Disturbance Agreement by and between Landlord and Tenant dated June 6, 2024. [SURVEYOR'S NOTE: Surveyor not provided with documentation.] EST.19n Professional Land Surveyors www.egrud.com 6776 Lake Drive NE, Suite 110 Lino Lakes, MN 55014 Tel. (651) 361-8200 Fax (651) 361-8701 �� e4 �G NO 91 A` q z CD Z z LL SCHOOL BLVD O C = J . v WRIGHT COUNTY, MINNESOTA (NOT TO SCALE) / /, u i ^W' a L_J o o c w O U ,.,, 0 O L J.J � p O w ° v� O aOQ / /, "1 i ie- L L-J T r- r\ `. T T r- 1 1 1 ♦ 1 1 1 / ♦/ 1 �� / 11,' I F- Ft ♦ 1 /A\ I F- fy 1 ; �y i/i/ i \� i i`i �+ \i / Q LOT CORNER FALLS IN ELECTRIC BOX. MARKED--, "X" ON TOP OF BOX \ 1 G G G \ G G �& -_��— x x x x x x x x T E x x x / x 959.7 59.6 x 959.0 N / x958.5 ,.,, �<v E E x959.2 x 958.7 ..................... . / 958.8 958.8 F E 961.0 960.1 7/ / ------ --------------x958.3----- / 958.9 12 x•958:1 •..• I x 961.2 O 959.6 ( r •x 954.5 O w 5� FT959.2 I cox$58.4 •''••......� ��h J x 959.3 I m z c, x958.6 x959.6 x959.4 x959.3 x958.9 95 ;8x 954.9 LU w '�1� �Q�P -�� x959'$ "NO BUILDINGS OBSERVED" x 959.7 x 960.0 Z Z ............................................................................................... ...................Lu ........ Lu ............. w ........... a o ................. ¢ g,3 N I ZU (n Z N \ 960.2 960.4 ¢ ¢ \ x 959.8 co x 59;1 00 x 954.6 Z W ozLO x960.6 ^ J w Z LL x 960.1 x 960.7 `\ Q t Lu U) O a of 1 . � ap 9589 o I \ ;'I x960.7 14 w � m I I ; 960. s Cq I z✓ ij. I I Lu co `o C Lu q- Q In 960.3 x960.8 PROPOSED x960.7 x959.7 959.3 x954.3 aQ LES SCHWAB TIRE CENTER Q o ±10,651 SE ¢ Z S Cq IOW x960.8� `\ Ua x 960.7 \ x 959.2 15 I I I I I x 960.2 x 959.7 x 959.0 x960.1 x953. x 960.4 I I x960.3 I i I I .............................: 9617:0"' I I I III PROPOSED ....................... .......... I• I••••••••••,.- PARKING LOT I x 959.2 I x9598 x 959.4 : .....x.9.5%. ............ 959.2x 9 4. s.8x x959.7X 9 9.6 x rx9 9.1 "95 0 .......... x 960. ...............x 959 4 ................ *9 0.5 X 960.6 x 960.3 .2 — — x 959E V V 55 V WAIWIA ORIGHT OF ACCESS ACQUIRED BY THE -- STATE OF MINNESOTA PER FINAL / CERTIFICATE DOCUMENT NO. 287159 G G G G x 959.0 x 959.0 x 95 .4 x 959.9 ------ -—..�... •_.•.----------- ............ ....................................... x959.5 \ x959.1 — — — — — — — \ x959.5 — — — — — — — — — — —— — — — — — — — — — x959.1 — — — — — — — — — — — —x — x959.4 \., COMMON AREA EASEMENT 15 \� PER DOC. NO. A1554863 \ 7 x958.3 < < <� , «� DRAIN GE -AND UTILITY -EASEMENT < < < A ___ x959.1 PER PLAT OF BIG RIVER 445 ---��� 959.3 x959.6 ►�TL+,/,o5� /'�0»W 290.E Q/'w 95 \8 958.5 �YV 1 �fy—V e7."l/ \ PROPOSED DRIVE AISLE AND UTILITIES (NOT CONSTRUCTED)Ln \ \ 11 T �— — — — — — — — — — — — — — �— — — — — — r�-------- I I\ PROPOSED DRIVE AISLE IN DRAINAGE INGRESS/EGRESS AND UTILITY 15 AND UTILITY EASEMENT PER EASEMENT PER DOC. NO. A1554863 AGREEMENT DOC. 8ENCROACHMENT 8 NO. 1554860 GRAPHIC SCALE 20 0 10 20 40 1 INCH = 20 FEET 958.3, x 954.6 956.7••. \ n— — — s7vx I x 957.4 A xg�g4 ICI I 1W DRAWN BY: BAB JOB NO: 240693AB DATE: 7/19/2024 CHECK BY: JER FIELD CREW: DT/CT 1 2 3 NO. DATE DESCRIPTION BY C:\USERS\BBYER.EGRUD\DESKTOP\REMOTE JOBS\240693 CUSHING TERRELL\240693AB.DWG SHEET 1 OF 2 SHEETS - 24.0693AB ABBREVIATIONS LEGEND GENERAL NOTES C......ushing'@ AT LT LEFT 1. ALL WORK, MATERIALS AND DETAILS PERTAINING TO CONSTRUCTION SHALL BE IN AB ABANDONED MEG MATCH EXISTING GRADE EXISTING PROPOSED COMPLETE ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND ALL OTHER GOVERNING AHJ AUTHORITIES HAVING JURISDICTION MH MANHOLE _ AGENCIES' STANDARDS. REFER TO THE PROJECT SPECIFICATIONS FOR COMPLETE WORK Teffei APPROX APPROXIMATE MTR METER LIGHT HEAVY ASPHALT COVERAGE. ° ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS NTS NOT TO SCALE 2. CONTRACTOR SHALL BE RESPONSIBLE FOR STORM WATER QUALITY DURING BC BACK OF CURB OC ON CENTER°� CONCRETE CONSTRUCTION. CONTRACTOR SHALL OBTAIN AND COMPLY WITH ALL CURRENT BCR BACK OF CURB RADIUS OH, OHP OVERHEAD, OVERHEAD POWER ` — — — — — — — ` — — a REQUIREMENTS OF THE NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM (NPDES), BM BENCHMARK OHU OVERHEAD UTILITIES ° HEAVY DUTY CONCRETE AND LOCAL MS4 REQUIREMENTS WHERE APPLICABLE. THE CONTRACTOR IS RESPONSIBLE BOT BOTTOM PB PULL BOX ° a . FOR THE PREPARATION AND MAINTENANCE OF A STORMWATER POLLUTION PREVENTION SM.75%9 BP BURIED POWER PC POINT OF CURVATURE a APPROACH CONCRETE PLAN (SWPPP) THROUGHOUT THE DURATION OF THE PROJECT. BT BURIED TELEPHONE PIP PROTECT IN PLACE 3. THE CONTRACTOR SHALL PROTECT ADJACENT PROPERTIES, PUBLIC AND PRIVATE, AT ALL BW BOTTOM OF WALL R, PL PROPERTY LINE GRAVEL TIMES DURING CONSTRUCTION. C&G CURB & GUTTER PP POWER POLE 4. THE CONTRACTOR SHALL CONTROL DUST IN ACCORDANCE WITH REGULATIONS OF LOCAL CATV, TV CABLE TELEVISION PRC POINT OF REVERSE CURVE W W W W W W LANDSCAPE AIR POLLUTION CONTROL AUTHORITY. CI CAST IRON PT POINT OF TANGENCY 5. CONTRACTOR TO PROTECT ALL EXISTING UTILITIES, SIGNS AND EXISTING STRUCTURES. CIPP CURED IN PLACE PIPE PVC POLYVINYL CHLORIDE PIPE LANDSCAPE THE CONTRACTOR IS RESPONSIBLE TO REPAIR BACK TO ORIGINAL OR BETTER CONDITION IF rL, CL CENTERLINE RCP REINFORCED CONCRETE PIPE �Q �Q �Q �Q �Q O O O C DAMAGE HAS OCCURRED DURING CONSTRUCTION. CMP CORRUGATED METAL PIPE RIM RIM OF MANHOLE LID OR GRATE 6. CONTRACTOR SHALL REVIEW EXISTING CONDITIONS AND COORDINATE WITH OWNER, CITY CO CLEANOUT ROW RIGHT OF WAY — "'m — — WM WATER MAIN OF MONTICELLO, MN AND ENGINEER / ARCHITECT PRIOR TO DEMOLITION ACTIVITIES. D, DIA DIAMETER SDDOT SOUTH DAKOTA DEPARTMENT OF TRANSPORTATION 7. TRAFFIC, BOTH VEHICULAR AND PEDESTRIAN SHALL BE PROTECTED BY EFFECTIVE DG DECOMPOSED GRANITE SF SQUARE FOOT, SQUARE FEET F F FIRE SERVICE BARRICADES AND SIGNS IN ACCORDANCE WITH CITY OF MONTICELLO, MN GUIDANCE. DI DUCTILE IRON SP SPECIAL PROVISIONS EFFECTIVE LIGHTING OF OBSTRUCTIONS SHALL BE PROVIDED AT NIGHT. DIP DUCTILE IRON PIPE SS SANITARY SEWER WS WS DOMESTIC WATER SERVICE 8. OWNER WILL SECURE ALL NECESSARY UTILITY PERMITS REQUIRED FOR THE COMPLETION DOM DOMESTIC WATER SSMH SANITARY SEWER MANHOLE OF THE PROJECT. CONTRACTOR SHALL PERFORM ALL WORK IN STRICT ACCORDANCE WITH DW DRIVEWAY ST STORM DRAIN st ST STORM DRAIN PERMIT REQUIREMENTS. DWG DRAWING STA STATION 9. UNLESS OTHERWISE INDICATED, ALL CONSTRUCTION STAKING SHALL BE PERFORMED EG EXISTING GRADE STCB STORM CATCH BASIN ss SS SANITARY SEWER UNDER THE RESPONSIBLE CHARGE OF A MINNESOTA LICENSED LAND SURVEYOR. ELEC, E ELECTRIC STCI STORM CURB INLET 10.THE CONTRACTOR SHALL MAINTAIN ONE COMPLETE SET OF APPROVED DRAWINGS ON THE EL, ELEV ELEVATION STD STANDARD by BP BP BURIED POWER CONSTRUCTION SITE AT ALL TIMES. ANY APPROVED DEVIATIONS IN CONSTRUCTION FROM EOP, EP EDGE OF PAVEMENT STMH STORM MANHOLE THE APPROVED DRAWINGS SHALL BE NOTED ON THIS SET. THE LOCATION AND DEPTH OF ESCP EROSION AND SEDIMENT CONTROL PLAN STYD STORM YARD DRAIN oh — OHP OHP OVERHEAD POWER ALL UTILITIES ENCOUNTERED SHALL BE RECORDED AND KEPT UP TO DATE AT ALL TIMES EX EXISTING SW SIDEWALK AND AVAILABLE FOR INSPECTION BY THE OWNER'S REPRESENTATIVE UPON REQUEST. FC FACE OF CURB SWPPP STORMWATER POLLUTION PREVENTION PLAN bt — BT BT BURIED TELEPHONE FAILURE TO COMPLY MAY RESULT IN DELAY IN PAYMENT AND/OR FINAL ACCEPTANCE OF O FG FINISHED GRADE SY SQUARE YARD THE PROJECT. J FH, HYD FIRE HYDRANT T, TEL TELEPHONE gas — GAS GAS BURIED GAS 11. UPON COMPLETION OF CONSTRUCTION, THE CONTRACTOR SHALL SUBMIT A CLEAN SET OF FL FLOW LINE TA TOP OF ASPHALT FIELD DRAWINGS CONTAINING ALL AS -BUILT INFORMATION TO THE ENGINEER. J FT FOOT, FEET TBC TOP BACK OF CURB to FO FO BURIED FIBER OPTIC 12.ALL WARRANTIES TO BE PER THE PROJECT SPECIFICATIONS AND ANY OTHERS G GAS TC TOP OF CONCRETE IMPLEMENTED BY GOVERNING AGENCIES'. Lu GM GAS METER TEMP TEMPORARY n n FENCE - CHAINLINK 13.THE CONTRACTOR SHALL BE RESPONSIBLE FOR IMPORTING AND/OR EXPORTING ALL GV GAS VALVE TRANS TRANSITION MATERIAL AS REQUIRED TO PROPERLY GRADE THIS SITE TO THE FINISHED ELEVATIONS GW GUY WIRE TW TOP OF WALL n SHOWN HEREON AS WELL AS THE LEGAL DISPOSAL OF WASTE IN ACCORDANCE WITH THE HP HIGH PRESSURE TYP TYPICAL FENCE - WOODEN APPROVED PLANS AND SPECIFICATIONS. IE INVERT ELEVATION VCP VITRIFIED CLAY PIPE 14.CONTRACTOR IS RESPONSIBLE TO COORDINATE ALL SITE WORK WITH ALL OTHER TRADES. INT INTERSECTION WM WATER MAIN X X FENCE - BARBED WIRE 15.SAFETY - NEITHER THE OWNER NOR THE ENGINEER WILL BE RESPONSIBLE FOR Z IRR IRRIGATION WV WATER VALVE MEASURES CONTRACTORHE SHALL L LENGTH W/ WITH � BUILDING LL SAFETYADIEOVICES,TNS.T DEESIGNA ON TIRUCT,4 AND MAINTAIN AFETY AND SHALLBESOLELY O LF LINEAL FOOT, LINEAR FEET A DELTA RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH LS LANDSCAPING BUILDING ROOF OVERHANG STANDARDS, LAWS, AND REGULATIONS. 50 16. ANY BURNING ON SITE SHALL BE SUBJECT TO LOCAL ORDINANCES. C`7 VERTICAL CURB 17.THE CONTRACTOR IS RESPONSIBLE TO CALL 1-800-424-5555 (OR 811) AT LEAST 2 WORKING NO DAYS PRIOR TO ANY EARTH DISTURBING ACTIVITIES OR UTILITY EXCAVATIONS. CV CURB AND GUTTER SHOP AND FABRICATION NOTES CURB AND GUTTER - CATCH Lu 1. THE CONTRACTOR SHALL PREPARE AND SUBMIT FABRICATION DRAWINGS, DESIGN MIX LJJ — CURB AND GUTTER -SPILL INFORMATION, MATERIAL TESTING COMPLIANCE DATA, AND ANY OTHER PERTINENT DATA TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO PLACEMENT OF MATERIALS. Z VEGETATION EXTENTS FOLLOWING REVIEW, THE CONTRACTOR SHALL RESUBMIT COPIES OF ANY DRAWINGS WHICH REQUIRE REVISION OR CORRECTIONS. O UJ PROPERTY LINE - SUBJECT 2. ANY REVIEW BY THE ENGINEER WILL NOT RELIEVE THE CONTRACTOR FOR RESPONSIBILITY FOR ERRORS OR OMISSIONS, OR SCHEDULE REQUIREMENTS. THE CONTRACTOR SHALL O — — PROPERTY LINE - ADJACENT REMAIN SOLELY RESPONSIBLE FOR FULL AND COMPLETE PERFORMANCE IN ACCORDANCE Ire WITH THE TERMS, CONDITIONS, PROVISIONS, DRAWINGS, AND SPECIFICATIONS. a- Lu — — EASEMENT 01 ACCESS NOTES W w CONTROL POINT N r 1. CONTRACTOR SHALL COORDINATE ACCESS, STAGING AND STOCKPILE LOCATIONS WITH Q0 �6 FOUND PROPERTY CORNER AS NOTED OWNER. cy O Ln �1 2. CONTRACTOR SHALL RESTORE DISTURBED AREAS TO PRE -CONSTRUCTION OR BETTER LO M tiYa tiYa FIRE HYDRANT/ CONTROL POINT HYDRANT CONDITIONS. Q W J D4 N WATER VALVE 0 Q Q EXISTING UTILITY NOTES cf) WATER SHUTOFF LLl W 1. EXISTING UNDERGROUND INSTALLATIONS AND PUBLIC UTILITIES SHOWN ARE INDICATED z WATER WELL ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER AND DEPICTED ON z THESE PLANS TO A LEVEL OF QUALITY IN ACCORDANCE WITH ASCE 38-02. OO OD STORM DRAIN MANHOLE 2. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR LOCATING AND VERIFYING MATERIAL TYPES OF ALL EXISTING UTILITY INSTALLATIONS ABOVE AND BELOW GROUND IN Q w © 0 ❑� ❑O STORM DRAIN INLET STRUCTURE ADVANCE OF THE PROJECT BY CONTACTING THEIR RESPECTIVE OWNERS. ALL COSTS J Z RELATED TO LOCATING EXISTING UTILITIES ARE INCIDENTAL AND SHALL NOT BE PAID W ® O STORM DRAIN CURB INLET SEPARATELY. NOT ALL UTILITIES ARE IDENTIFIED ON THE PLANS. NOTIFY ENGINEER OF U J POTENTIAL CONFLICTS. a STORM DRAIN OUTLET STRUCTURE 3. THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND THE CITY OF MONTICELLO, MN A z Q Lu MINIMUM OF 5 BUSINESS DAYS PRIOR TO THE START OF CONSTRUCTION. O m 2i ~ ® STORM DRAIN ROOF DOWNSPOUT GEOTECHNICAL REPORT co STORM DRAIN CLEANOUT 1. ALL GEOTECHNICAL RECOMMENDATIONS ARE TAKEN FROM THE REPORT TITLED I HEREBY CERTIFY THAT THIS PLAN, OO OS SANITARY SEWER MANHOLE "GEOTECHNICAL EVALUATION REPORT" BY BRAUN INTERTEC CORPORATION DATED SPECIFICATION, OR REPORT WAS 08.14.2024. PREPARED BY ME OR UNDER MY DIRECT co co SANITARY SEWER CLEANOUT 2. ALL REFERENCES MADE TO THE GEOTECHNICAL REPORT IN THIS PLAN SET SHALL CONSULT SUPERVISION AND THAT I AM A DULY THE AFOREMENTIONED REPORT. LICENSED PROFESSIONAL ENGINEER UNDER THE LA O THE STATE OF UTILITY POLE MINNESOTA. GUY WIRE RONALD D. ISACKSON JR. °-❑ °-❑ LIGHT POLE (ONE LIGHT AND DIRECTION) DATE: 08/30/2024LICENSE NO: 61124 LIGHT POLE © 2024 I ALL RIGHTS RESERVED ❑o TRANSFORMER ENTITLEMENT SUBMITTAL © © POWER METER OR POWER HANDHOLE © © GAS METER 08.30.2024 PROJ# I LSMN_23MNTCLO ❑T ❑T TELEPHONE PEDESTAL DESIGNED BY I MIRANDA DRAWN BY I MIRANDA Gi Gi IRRIGATION CONTROL VALVE REVIEWED BY I ISACKSON REVISIONS POLE SIGN AND DOUBLE POLE SIGN o BOLLARD (OR AS NOTED) O# PARKING STALL COUNT 0 DECIDUOUS TREE CONIFEROUS TREE BUSH GENERAL NOTES 8/30/2024 12:46 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C001.dwg CONTRACTOI PRIOR TO INE ENGINEER OF y / / 3F a . / d S \ 960- _ __ / - 959 — 0 10 20 40 DEMOLITION PLAN SCALE: 1" = 20' PROJECT CONDITIONS , 1. STRUCTURES TO BE DEMOLISHED WILL BE DISCONTINUED IN USE AND VACATED PRIOR TO C....ushing THE START OF WORK. 2. THE OWNER ASSUMES NO RESPONSIBILITY FOR CONDITION OF STRUCTURES TO BE Teffeils) DEMOLISHED. 3. CONDITIONS EXISTING AT TIME OF INSPECTION FOR BIDDING PURPOSES WILL BE MAINTAINED BY OWNER AS PRACTICABLE. VARIATIONS WITHIN STRUCTURES MAY OCCUR BY OWNER'S REMOVAL AND SALVAGE OPERATIONS PRIOR TO START OF DEMOLITION WORK. 4. UNLESS OTHERWISE INDICATED IN CONTRACT DOCUMENTS OR SPECIFIED BY THE OWNER, lAmm ITEMS OF SALVAGEABLE VALUE TO CONTRACTOR SHALL BE REMOVED FROM SITE AND STRUCTURES. STORAGE OR SALE OF REMOVED ITEMS ON SITE WILL NOT BE PERMITTED ' AND SHALL NOT INTERFERE WITH OTHER WORK SPECIFIED IN CONTRACT DOCUMENTS. 5. EXPLOSIVES SHALL NOT BE BROUGHT TO SITE OR USED WITHOUT WRITTEN CONSENT OF AUTHORITIES HAVING JURISDICTION. SUCH WRITTEN CONSENT WILL NOT RELIEVE CONTRACTOR OF TOTAL RESPONSIBILITY FOR INJURY TO PERSONS OR FOR DAMAGE TO PROPERTY DUE TO BLASTING OPERATIONS, PERFORMANCE OF REQUIRED BLASTING SHALL COMPLY WITH GOVERNING REGULATIONS. SITE PREPARATION 1. PROVIDE, ERECT, AND MAINTAIN EROSION CONTROL DEVICES, TEMPORARY BARRIERS, AND SECURITY DEVICES PRIOR TO THE START OF DEMOLITION. 2. PROTECT EXISTING LANDSCAPING MATERIALS, APPURTENANCES, AND STRUCTURES WHICH ARE NOT TO BE DEMOLISHED. REPAIR DAMAGE CAUSED BY DEMOLITION OPERATIONS AT NO COST TO OWNER. 3. THE CONTRACTOR IS RESPONSIBLE TO PREVENT MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES. PROVIDE BRACING AND SHORING AS NEEDED. 4. MARK LOCATION OF UTILITIES. PROTECT AND MAINTAIN IN SAFE AND OPERABLE CONDITION UTILITIES THAT ARE TO REMAIN. PREVENT INTERRUPTION OF EXISTING UTILITY SERVICE TO m OCCUPIED OR USED FACILITIES, EXCEPT WHEN AUTHORIZED IN WRITING BY AUTHORITIES HAVING JURISDICTION. PROVIDE TEMPORARY SERVICES DURING INTERRUPTIONS TO \ EXISTING UTILITIES AS ACCEPTABLE TO GOVERNING AUTHORITIES AND OWNER. .� \ 5. THE CONTRACTOR IS RESPONSIBLE TO CALL 1-800-424-5555 (OR 811) AT LEAST 2 WORKING O \ DAYS PRIOR TO ANY DEMOLITION ACTIVITIES. \ J \ \ DEMOLITION NOTES J � \ W \ \ 1. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF ALL PROPERTY CORNERS AND \ PINS. \ \ 2. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRS OF DAMAGE TO ANY EXISTING \ IMPROVEMENTS DURING CONSTRUCTION, SUCH AS, BUT NOT LIMITED TO, DRAINAGE, \ \ UTILITIES, PAVEMENT, STRIPING, CURB, ETC. REPAIRS SHALL BE EQUAL TO OR BETTER \ THAN EXISTING CONDITIONS \ \ 3. ALL WORK ON THIS PLAN SHALL BE DONE IN STRICT ACCORDANCE WITH THE PROJECT SPECIFICATIONS. O \ E x \ \ 4. THE CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WITH THE LATEST STANDARDS \ \ OF OSHA DIRECTIVES OR ANY OTHER AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURE. CONTRACTOR SHALL USE SUPPORT SYSTEMS, SLOPING, F BENCHING, AND OTHER MEANS OF PROTECTION. THIS IS TO INCLUDE, BUT NOT LIMITED, FOR ACCESS AND EGRESS FROM ALL EXCAVATION AND TRENCHING. CONTRACTOR IS 0 \\ RESPONSIBLE TO COMPLY WITH PERFORMANCE CRITERIA FOR OSHA. CV 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING THE PUBLIC DURING DEMOLITION, WHICH INCLUDES BUT IS NOT LIMITED TO CONSTRUCTION FENCING, I / BARRICADES, SIGNAGE, ETC. W 6. THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT OWNER AS TO SPECIFIC DETAILS LJ,J REGARDING EG D REMOVAL OF EXISTING BUILDINGS, CONTENTS AND ASSOCIATED APPURTENANCES. 7. THE CONTRACTOR IS RESPONSIBLE TO INSPECT THE SITE PRIOR TO BIDDING AND INCLUDE IN THE BID ANY AND ALL ITEMS TO BE REMOVED, DEMOLISHED, OR MAINTAINED AS O Lu I / / NECESSARY FOR THE CONSTRUCTION OF THIS PROJECT WHETHER THEY ARE SHOWN ON 8. ALIL MATERIAIS PLAN L O O GENERATED FROM DEMOLITION ACTIVITIES SHALL BE DISPOSED OF OFF -SITE AT THE CONTRACTORS EXPENSE UNLESS OTHERWISE INDICATED BY THE OWNER. AN a- Lu APPROPRIATE DUMP SITE SHALL BE NOMINATED BY THE CONTRACTOR PRIOR TO THE START OF 9. THE CONTRACTOR SHALL VERIFY LOCATIONS AND MATERIAL TYPES OF ALL UTILITIES PRIOR W TO THE START OF DEMOLITION. N 10.PROVIDE POSITIVE DRAINAGE AT ALL TIMES WITHIN THE CONSTRUCTION AREA. DO NOT ALLOW WATER TO POND IN EXCAVATION AREAS, AND MAINTAIN ALL EXISTING DRAINAGE Lo O / PATTERNS. Lo M 11.TRAFFIC, BOTH VEHICULAR AND PEDESTRIAN SHALL BE PROTECTED BY EFFECTIVE < J W �G RETENTION POND. / / / BARRICADES AND SIGNS IN ACCORDANCE WITH MUTCD GUIDANCE AND AS REQUIRED BY / THE JURISDICTION HAVING AUTHORITY. EFFECTIVE LIGHTING OF OBSTRUCTIONS SHALL BE O Q PROVIDED AT NIGHT. W 12. PROTECTION OF PROPERTY - THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE z W PROTECTION OF PUBLIC AND PRIVATE PROPERTY ADJACENT TO HIS WORK, AND SHALL z EXERCISE DUE CAUTION TO AVOID DAMAGE TO SUCH PROPERTY. THE CONTRACTOR SHALL REPLACE OR REPAIR TO THEIR ORIGINAL CONDITION, ALL IMPROVEMENTS WITHIN OR ADJACENT TO THE WORK AREA WHICH ARE NOT DESIGNATED FOR REMOVAL, AND WHICH O < / ARE DAMAGED OR REMOVED AS A RESULT OF OPERATIONS. Lij J z w J j z m W cb 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 LA O THE STATE OF / MINNESOTRONAA. LDD. ISACKSON 08/30/20 4 DATE:JR. LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED CONTRACTOR TO FIELD VERIFY PIPE DIAMETER & INVERT PRIOR TO INSTALLATION OF WATER SERVICE. COORD W/ ENTITLEMENT ENGINEER UPON ANY . DISCREPANCIES / � SUBMITTAL � v 08.30.2024 \ PROJ# I LSMN_23MNTCLO DESIGNED BY-1 MIRANDA \ DRAWN BY I MIRANDA REVIEWED BY I ISACKSON / REVISIONS DEMOLITION PLAN 8/30/2024 12:46 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C002.dwg C002 PROJECT DESCRIPTION/LOCATION PROJECT NAME: LES SCHWAB TIRE CENTER ADDRESS: 669 CHELSEA ROAD EAST, MONTICELLO, MN 55362 LAT/LONG : 45.2904,-93.7728 LES SCHWAB TIRE SERVICE CENTER (LSTSC) PROJECT SITE IS LOCATED SOUTH OF THE INTERSTATE 94 AND NORTH OF CHELSEA ROAD IN THE CITY OF MONTICELLO IN WRIGHT COUNTY. A PROJECT SCHEDULE WILL BE DETERMINED UPON SELECTION OF GENERAL CONTRACTOR. THE EXISTING CONDITION OF THIS SITE IS AN UNDEVELOPED LOT. THE PLANNED SCOPE OF THE PROJECT INCLUDES: THE PROPOSED PROJECT WILL INCLUDE THE CONSTRUCTION OF A TIRE SERVICE CENTER BUILDING, LANDSCAPING, TRASH ENCLOSURE, EXTERNAL BULLPEN, ACCESS DRIVES, AND PARKING LOT & DRIVE AISLES. THE BUILDING WILL BE IN THE CENTER OF THE SITE AND WILL BE SURROUNDED BY PAVED DRIVE AISLES AND PARKING. PRIMARY ACCESS TO THE SITE WILL BE FROM ACCESS DRIVES ON THE WEST SIDE OF THE PROPERTY. SPECIAL AND IMPAIRED WATERS THESE SPECIAL AND IMPAIRED WATERS ARE LOCATED WITHIN ONE MILE (AERIAL RADIUS) OF THE PROJECT LIMITS AND RECEIVE RUNOFF FROM THE PROJECT SITE. DUE TO THE PROXIMITY OF THESE SPECIAL AND IMPAIRED WATERS. THE BMP'S DESCRIBED IN APPENDIX A OF THE NPDES PERMIT WILL APPLY TO ALL AREAS OF THE SITE. WATERBODY: MISSISSIPPI RIVER IMPAIRMENT(S): AQC, AQR, FC; PCB-F AREAS OF ENVIRONMENTAL SENSITIVITY (AES) AND INFESTED WATERS THERE ARE NO KNOWN AES AND INFESTED WATERS WITHIN THE PROJECT BOUNDARY STORMWATER RECEIVING WATERS THERE ARE NO KNOWN STORMWATER RECEIVING WATERS WITHIN THE PROJECT BOUNDARY SITE CONTANINATION THERE IS NO KNOWN CONTANINATION WITHIN THE PROJECT BOUNDARY. STORMWATER MANAGEMENT AND CALCULATIONS THIS SITE DRAINS TO A REGIONAL RETENTION POND. REFER TO BIG RIVER 445 STORMWATER MANAGEMENT REPORT FOR CALCULATIONS. SOIL TYPES ACCORDING TO THE GEOTECHNICAL REPORT AND IN GENERAL, THE SOIL STRUCTURE CONSISTS OF FILL - SANDY LEAN CLAY (APPROXIMATELY 2-4 FEET THICK), SILTY SAND (APPROXIMATELY 0-5 FEET THICK), POORLY GRADED SAND (APPROXIMATELY 0-5 FEET THICK), OVERLYING A LAYER OF GLACIAL OUTWASH (POORLY GRADED SAND) (APPROXIMATELY 7-20' THICK). SWPPP DEVELOPER CONTACT TBD LONG TERM MAINTENANCE AND OPERATION THE SITE OWNER IS RESPONSIBLE FOR THE LONG TERM MAINTENANCE AND OPERATION OF THE PERMANENT ON-SITE/PARCEL STORMWATER SYSTEM. OFF -SITE RETENTION POND IS MAINTAINED BY DIVISION 25, LLC. PROJECT PERSONNEL AND TRAINING PROVIDE A CERTIFIED EROSION CONTROL SUPERVISOR IN GOOD STANDING WHO IS KNOWLEDGEABLE AND EXPERIENCED IN THE APPLICATION OF EROSION PREVENTION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICES. THE EROSION CONTROL SUPERVISOR WILL WORK WITH THE PROJECT ENGINEER TO OVERSEE THE IMPLEMENTATION OF THE SWPPP AND THE INSTALLATION, INSPECTION, AND MAINTENANCE OF THE EROSION PREVENTION AND SEDIMENT CONTROL BMP'S BEFORE, DURING AND AFTER CONSTRUCTION UNTIL THE NOTICE OF TERMINATION (NOT) HAS BEEN FILED WITH THE MPCA. PROVIDE PROOF OF CERTIFICATION AT THE PRE -CONSTRUCTION MEETING. WORK WILL NOT BE ALLOWED TO COMMENCE UNTIL PROOF OF CERTIFICATION HAS BEEN PROVIDED TO THE PROJECT ENGINEER. CHAIN OF RESPONSIBILITY SFP-E, LLC AND THE CONTRACTOR ARE CO-PERMITEES FOR THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) CONSTRUCTION PERMIT. THE CONTRACTOR IS RESPONSIBLE TO COMPLY WITH ALL ASPECTS OF THE NPDES CONSTRUCTION PERMIT AT ALL TIMES UNTIL THE NOTICE OF TERMINATION (NOT) HAS BEEN FILED WITH THE MPCA. THE CONTRACTOR WILL DEVELOP A CHAIN OF COMMAND WITH ALL OPERATORS ON THE SITE TO ENSURE THAT THE SWPPP WILL BE IMPLEMENTED AND STAY IN EFFECT UNTIL THE CONSTRUCTION PROJECT IS COMPLETE, THE ENTIRE SITE HAS UNDERGONE FINAL STABILIZATION, AND A NOTICE OF TERMINATION (NOT) HAS BEEN SUBMITTED TO THE MPCA. PROJECT CONTACTS THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTATION OF THE SWPPP AND INSTALLATION, INSPECTION, AND MAINTENANCE OF THE EROSION, PREVENTION, SEDIMENTATION CONTROL BMP'S BEFORE, DURING AND AFTER CONSTRUCTION UNTIL THE NOTICE OF TERMINATION HAS BEEN FILED. THE CONTRACTOR IS RESPONSIBLE FOR ALL UPDATES TO THE SWPPP, AS THE PROJECT CONDITIONS EVOLVE. LOCATION OF SWPPP REQUIREMENTS THE REQUIRED SWPPP ELEMENTS MAY BE LOCATED IN MANY PLACES WITHIN THE PLAN SET AS WELL AS IN THE SPECIAL PROVISIONS, MNDOT SPEC BOOK (2014 EDITION), OR ON FILE WITH MNDOT. REFER TO FOLLOWING PLAN SHEETS FOR EROSION AND SEDIMENT CONTROL PLAN SHEETS AND DETAIL REFERENCES. THE PROVIDED PLAN AND DETAILS SHEETS ARE NOT ALL INCLUSIVE AND INTENDED TO BE A QUICK REFERENCE FOR THE CONTRACTOR TO USE IN THE FIELD. THERE MAY BE ADDITIONAL REQUIRED SWPPP ELEMENTS INCLUDED ON THE PROJECT THAT ARE NOT LISTED ON THIS SHEET. STORMWATER CALCULATIONS AND ADDITIONAL HYDRAULIC DESIGN INFORMATION CAN BE AVAILABLE UPON REQUEST. SITE INSPECTION AND MAINTENANCE INSPECT THE ENTIRE CONSTRUCTION SITE A MINIMUM OF ONCE EVERY SEVEN DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN .5 INCHES IN 24 HOURS. INSPECT ALL TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT EROSION PREVENTION AND SEDIMENT CONTROL BMPS UNTIL THE SITE HAS UNDERGONE FINAL STABILIZATION AND THE NOT HAS BEEN SUBMITTED. INSPECT SURFACE WATER INCLUDING DRAINAGE DITCHES FOR SIGNS OF EROSION AND SEDIMENT DEPOSITION. INSPECT CONSTRUCTION SITE VEHICLE EXIT LOCATIONS FOR EVIDENCE OF TRACKING ONTO PAVED SURFACES. INSPECT SURROUNDING PROPERTIES FOR EVIDENCE OF OFF SITE SEDIMENT ACCUMULATION. INSPECT INFILTRATION AREAS FOR SIGNS OF SEDIMENT DEPOSITION AND COMPACTION (TO ENSURE THAT EQUIPMENT IS NOT BEING DRIVEN ACROSS THE AREA). RECORD ALL INSPECTIONS AND MAINTENANCE ACTIVITIES IN WRITING WITHIN 24 HOURS. SUBMIT INSPECTION REPORTS IN A FORMAT THAT IS ACCEPTABLE TO THE PROJECT ENGINEER. INCLUDE THE FOLLOWING IN THE RECORDS OF EACH INSPECTION AND MAINTENANCE ACTIVITY: A. DATE AND TIME OF INSPECTIONS B. NAME OF PERSONS CONDUCTING INSPECTIONS C. FINDINGS OF INSPECTIONS, INCLUDING RECOMMENDATIONS FOR CORRECTIVE ACTIONS D. CORRECTIVE ACTIONS TAKEN, INCLUDING DATES, TIMES, AND PARTY COMPLETING MAINTENANCE ACTIVITIES E. DATE AND AMOUNT OF ALL RAINFALL EVENTS GREATER THAN 0.5 INCH IN 24 HOURS F. DOCUMENTS AND CHANGES MADE TO THE SWPPP REPLACE, REPAIR OR SUPPLEMENT ALL NONFUNCTIONAL BMPS BY THE END OF THE NEXT BUSINESS DAY FOLLOWING DISCOVERY UNLESS LISTED DIFFERENTLY BELOW: A. REPAIR, REPLACE, OR SUPPLEMENT PERIMETER CONTROL DEVICES WHEN IT BECOMES NONFUNCTIONAL OR SEDIMENT REACHES 1/2 THE HEIGHT OF THE DEVICE. COMPLETE REPAIRS BY THE END OF THE NEXT BUSINESS DAY FOLLOWING DISCOVERY. B. REPAIR OR REPLACE INLET PROTECTION DEVICES WHEN THEY BECOME NONFUNCTIONAL OR SEDIMENT REACHES 1/2 THE HEIGHT AND/OR DEPTH OF THE DEVICE. C. DRAIN AND REMOVE SEDIMENT FROM TEMPORARY AND PERMANENT SEDIMENT BASINS ONCE THE SEDIMENT HAS REACHED 1/2 THE STORAGE VOLUME. COMPLETE WORK WITHIN 72 HOURS OF DISCOVERY. D. REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS INCLUDING DRAINAGE WAYS, CATCH BASINS, AND OTHER DRAINAGE SYSTEMS. RESTABILIZE ANY AREAS THAT ARE DISTURBED BY SEDIMENT REMOVAL OPERATIONS. SEDIMENT REMOVAL AND STABILIZATION MUST BE COMPLETED WITHIN 7 DAYS OF DISCOVERY. PREPARE AND SUBMIT A SITE MANAGEMENT PLAN FOR WORKING IN SURFACE WATERS. CONTACT ALL APPROPRIATE AUTHORITIES PRIOR TO WORKING IN SURFACE WATERS. E. REMOVE TRACKED SEDIMENT FROM PAVED SURFACES BOTH ON AND OFF SITE WITHIN 24 HOURS OF DISCOVERY. STREET SWEEPING MAY HAVE TO OCCUR MORE OFTEN TO MINIMIZE OFF SITE IMPACTS. LIGHTLY WETTHE PAVEMENT PRIOR TO SWEEPING. F. MAINTAIN ALL BMPS UNTIL WORK HAS BEEN COMPLETED, SITE HAS GONE UNDER FINAL STABILIZATION, AND THE NOTICE OF TERMINATION (NOT) HAS BEEN SUBMITTED TO THE MPCA,ONLY USE IF THERE IS AN NPDES PERMIT ENVIRONMENTAL REVIEW THERE ARE NO STORMWATER MITIGATION MEASURES REQUIRED AS A RESULT OF AN ENVIRONMENTAL, ARCHEOLOGICAL OR AGENCY REVIEW. ALL MITIGATION MEASURES HAVE BEEN ADDRESSED IN THIS PLAN SET OR THE SPECIAL PROVISIONS. THIS PROJECT IS NOT LOCATED IN A WETLAND. THIS PROJECT IS NOT LOCATED IN A WELL HEAD PROTECTION AREA. THIS PROJECT IS NOT LOCATED IN A DRINKING WATER SUPPLY MANAGEMENT AREA ( DWSMA ). LAND FEATURE CHANGES TOTAL DISTURBED AREA 1.60 ACRES TOTAL EXISTING IMPERVIOUS SURFACE AREA 0.00 ACRES TOTAL PROPOSED IMPERVIOUS SURFACE AREA 1.32 ACRES TOTAL PROPOSED NET CHANGE IN IMPERVIOUS SURFACE AREA 1.32 ACRES STABILIZATION TIME FRAMES 1. LAST 200 LINEAL FEET OF DRAINAGE DITCH OR SWALE A. WITHIN 24 HOURS OF CONNECTION TO SURFACE WATER OF PROPERTY EDGE B. SEE FOLLOWING NOTES 1, 2, & 3 2. REMAINING PORTIONS OF DRAINAGE DITCH OR SWALE A. 14 DAYS/7 DAYS B. SEE FOLLOWING NOTES 1 & 3 3. PIPE AND CULVERT OUTLETS A. 24 HOURS 4. STOCKPILES A. 14 DAYS/7 DAYS B. SEE FOLLOWING NOTE 1 1. INITIATE STABILIZATION IMMEDIATELY WHEN CONSTRUCTION HAS TEMPORARILY OR PERMANENTLY CEASED ON ANY PORTION OF THE COMPLETE STABILIZATION WITHIN THE TIME FRAME LISTED. IN MANY INSTANCES THIS WILL REQUIRE STABILIZATION TO OCCUR MORE THAN ONCE DURING THE COURSE OF THE PROJECT. TEMPORARY SOIL STOCKPILES WITHOUT SIGNIFICANT CLAY OR SILT AND STOCKPILED AND CONSTRUCTED ROAD BASE ARE EXEMPT FROM THE STABILIZATION REQUIREMENT. 2. STABILIZE WETTED PERIMETER OF DITCH (I.E. WHERE THE DITCH GETS WET>. 3. APPLICATION OF MULCH, HYDROMULCH, TACKIFIER AND POLYACRYLAMIDE ARE NOT ACCEPTABLE STABILIZATION METHODS IN THESE AREAS. 4. STABILIZE ALL AREAS OF THE SITE PRIOR TO THE ONSET OF WINTER. ANY WORK STILL BEING PERFORMED WILL BE SNOW MULCHED, SEEDED, AND BLANKETED WITHIN THE TIME FRAMES IN THE NPDES PERMIT. 5. TOPSOIL BERMS MUST BE STABILIZED IN ORDER TO BE CONSIDERED PERIMETER CONTROL BMPS. USE RAPID STABILIZATION METHOD 2, 3, OR 4 AS DIRECTED BY THE ENGINEER. THE SEED MIX USED IN THE RAPID STABILIZATION MAY BE SUBSTITUTED AS FOLLOWS: B. SINGLE YEAR CONSTRUCTION BETWEEN MAY 1 - AUGUST 1, SEED WITH SEED MIXTURE 21-111 C. SINGLE YEAR CONSTRUCTION BETWEEN AUGUST 1 AND OCTOBER 31, SEED WITH SEED MIXTURE 21-112 D. MULTI YEAR CONSTRUCTION 22-111 6. KEEP DITCHES AND EXPOSED SOILS IN AN EVEN ROUGH GRADED CONDITION IN ORDER TO BE ABLE TO APPLY EROSION CONTROL MULCHES, HYDROMULCHES AND BLANKETS. GENERAL SWPPP NOTES FOR CONSTRUCTION ACTIVITY 1. AMMEND THE SWPPP AND DOCUMENT ANY AND ALL CHANGES TO THE SWPPP AND ASSOCIATED PLAN SHEETS IN A TIMELY MANNER. STORE THE SWPPP AND ALL AMENDMENTS ON SITE AT ALL TIMES. 2. PREPARE AND SUBMIT A SITE MANAGEMENT PLAN FOR THE ENGINEER'S ACCEPTANCE FOR CONCRETE MANAGEMENT, CONCRETE SLURRY APPLICATION AREAS, WORK IN AND NEAR AREAS OF ENVIRONMENTAL SENSITIVITY, AREAS IDENTIFIED IN THE PLANS AS "SITE MANAGEMENT PLAN AREA", ANY WORK THAT WILL REQUIRE DEWATERING, AND AS REQUESTED BY THE ENGINEER. SUBMIT ALL SITE MANAGEMENT PLANS TO THE ENGINEER IN WRITING. ALLOW A MINIMUM OF 7 DAYS FOR MNDOT TO REVIEW AND ACCEPT SITE MANAGEMENT PLAN SUBMITTALS. WORK WILL NOT BE ALLOWED TO COMMENCE IF A SITE MANAGEMENT PLAN IS REQUIRED UNTIL ACCEPTANCE HAS BEEN GRANTED BY THE ENGINEER. THERE WILL BE NO EXTRA TIME ADDED TO THE CONTRACT DUE TO THE UNTIMELY SUBMITTAL. 3. IT IS THE DESIGNER'S INTENT THAT THE CONTRACTOR BUILD PONDS AND INSTALL EROSION CONTROL BMPS BEFORE PUTTING THEM INTO ACTIVE SERVICE TO THE MAXIMUM EXTENT PRACTICABLE. 4. BURNING OF ANY MATERIAL IS NOT ALLOWED WITHIN PROJECT BOUNDARY. 5. DO NOT DISTURB AREAS OUTSIDE OF THE CONSTRUCTION LIMITS. DELINEATE AREAS NOT TO BE DISTURBED PRIOR TO STARTING GROUND DISTURBING ACTIVITIES. IF IT BECOMES NECESSARY TO DISTURB AREAS OUTSIDE OF THE CONSTRUCTION LIMITS OBTAIN WRITTEN PERMISSION FROM THE PROJECT ENGINEER PRIOR TO PROCEEDING. PRESERVE ALL NATURAL BUFFERS SHOWN ON THE PLANS. 6. ROUTE STORMWATER AROUND UNSTABILIZED AREAS OF THE SITE WHENEVER FEASIBLE. PROVIDE EROSION CONTROL AND VELOCITY DISSIPATION DEVICES AS NEEDED TO KEEP CHANNELS FROM ERODING AND TO PREVENT NUISANCE CONDITIONS AT THE OUTLET. 7. DIRECT DISCHARGES FROM BMPS TO VEGETATED AREAS WHENEVER FEASIBLE. PROVIDE VELOCITY DISSIPATION DEVICES AS NEEDED TO PREVENT EROSION. 8. THE EROSION PREVENTION AND SEDIMENT CONTROL BMPS SHALL BE PLACED AS NECESSARY TO MINIMIZE EROSION FROM DISTURBED SURFACES AND TO CAPTURE SEDIMENT ON SITE. ALL EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO COMMENCEMENT OF ANY REMOVAL WORK AND/OR GROUND DISTURBING ACTIVITIES COMMENCE. 9. ESTABLISH SEDIMENT CONTROL DEVICES ON ALL DOWN GRADIENT PERIMETERS AND UPGRADIENT OF ANY BUFFER ZONES BEFORE ANY UP GRADIENT LAND DISTURBING ACTIVITIES BEGIN. MAINTAIN SEDIMENT CONTROL DEVICES UNTIL CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED. 10. LOCATE PERIMETER CONTROL ON THE CONTOUR TO CAPTURE OVERLAND, LOW- VELOCITY SHEET FLOWS DOWN GRADIENT OF ALL EXPOSED SOILS AND PRIOR TO DISCHARGING TO SURFACE WATERS. PLACE J-HOOKS AT A MAXIMUM OF 100 FOOT INTERVALS. 11. PROVIDE PERIMETER CONTROL AROUND ALL STOCKPILES. PLACE BMP A MINIMUM 5 FEET FROM THE TOE OF SLOPE WHERE FEASIBLE. DO NOT PLACE STOCKPILES IN NATURAL BUFFER AREAS, SURFACE WATERS OR STORMWATER CONVEYANCES. 12. FLOATING SILT CURTAIN IS ALLOWED AS PERIMETER CONTROL FOR IN WATER WORK ONLY. INSTALL THE FLOATING SILT CURTAIN AS CLOSE TO SHORE AS POSSIBLE. PLACE PERIMETER CONTROL BMP ON LAND IMMEDIATELY AFTER THE IN WATER WORK IS COMPLETED. 13. DITCH CHECKS WILL BE PLACED AS INDICATED ON THE PLANS DURING ALL PHASES OF CONSTRUCTION. 14. PROTECT STORM SEWER INLETS AT ALL TIMES WITH THE APPROPRIATE INLET PROTECTION FOR EACH SPECIFIC PHASE OF CONSTRUCTION. PROVIDE INLET PROTECTION DEVICES WITH EMERGENCY OVERFLOW CAPABILITIES. SILT FENCE PLACED IN THE INLET GRATE IS NOT AN ACCEPTABLE INLET PROTECTION BMP FOR GRADING OPERATIONS. SILT FENCE PLACED IN THE GRATE IS ONLY ALLOWED FOR SHORT INTERVALS DURING MILLING OR PAVING OPERATIONS. INLET PROTECTION DEVICES MAY NEED TO BE PLACED MULTIPLE TIMES IN THE SAME LOCATION OVER THE LIFE OF THE CONTRACT. INLET PROTECTION DEVICES WILL BE PAID FOR ONCE PER INLET REGARDLESS OF THE NUMBER OF TIMES THE BMP IS PLACED. KEEP ALL STORM SEWER INLET PROTECTION DEVICES IN GOOD FUNCTIONAL CONDITION AT ALL TIMES. REPLACE INLET PROTECTION DEVICE WITH A SUITABLE ALTERNATIVE IF THE PROJECT ENGINEER DEEMS AN INLET PROTECTION DEVICE TO BE NONFUNCTIONAL, IN POOR CONDITION, INEFFECTIVE, OR NOT APPROPRIATE FOR THE CURRENT CONSTRUCTION ACTIVITIES. THERE WILL BE NO COST TO MNDOT FOR REPLACEMENT OF INLET PROTECTION DEVICES. 15. PLACE CONSTRUCTION EXITS, AS NECESSARY, TO PREVENT TRACKING OF SEDIMENT ONTO PAVED SURFACES BOTH ON AND OFF THE PROJECT SITE. PROVIDE CONSTRUCTION EXITS OF SUFFICIENT SIZE TO PREVENT TRACK OUT. MAINTAIN CONSTRUCTION EXITS WHEN EVIDENCE OF TRACKING IS DISCOVERED. REGULAR STREET SWEEPING IS NOT AN ACCEPTABLE ALTERNATIVE TO PROPER CONSTRUCTION EXIT INSTALLATION AND MAINTENANCE. 16. DISCHARGE TURBID OR SEDIMENT LADEN WATER TO TEMPORARY SEDIMENT BASINS WHENEVER FEASIBLE. IN THE EVENT THAT IT IS NOT FEASIBLE TO DISCHARGE THE SEDIMENT LADEN WATER TO A TEMPORARY SEDIMENT BASIN, THE WATER MUST BE TREATED SO THAT IT DOES NOT CAUSE A NUISANCE CONDITION IN THE RECEIVING WATERS OR TO DOWNSTREAM LANDOWNERS. CLEAN OUT ALL PERMANENT STORMWATER BASINS REGARDLESS OF WHETHER USED AS TEMPORARY SEDIMENT BASINS OR TEMPORARY SEDIMENT TRAPS TO THE DESIGN CAPACITY AFTER ALL UPGRADIENT LAND DISTURBING ACTIVITY IS COMPLETED. 17. PROVIDE SCOUR PROTECTION AT ANY OUTFALL OF DEWATERING ACTIVITIES. 18. PROVIDE STABILIZATION IN ANY TRENCHES CUT FOR DEWATERING OR SITE DRAINING PURPOSES. POLLUTION PREVENTION 1. PROVIDE A SPILL KIT AT EACH WORK LOCATION ON THE SITE. 2. STORE ALL BUILDING MATERIALS THAT HAVE THE POTENTIAL TO LEACH POLLUTANTS, PESTICIDES, HERBICIDES, INSECTICIDES, FERTILIZERS, TREATMENT CHEMICALS, AND LANDSCAPE MATERIALS UNDER COVER AND WITH SECONDARY CONTAINMENT. 3. PROVIDE A SECURE STORAGE AREA WITH RESTRICTED ACCESS FOR ALL HAZARDOUS MATERIALS AND TOXIC WASTE. RETURN ALL HAZARDOUS MATERIALS AND TOXIC WASTE TO THE DESIGNATED STORAGE AREA AT THE END OF THE BUSINESS DAY UNLESS INFEASIBLE. STORE ALL HAZARDOUS MATERIALS AND TOXIC WASTE (INCLUDING BUT NOT LIMITED TO OIL, DIESEL FUEL, GASOLINE, HYDRAULIC FLUIDS, PAINT, PETROLEUM BASED PRODUCTS, WOOD PRESERVATIVES, ADDITIVES, CURING COMPOUNDS, AND ACIDS IN SEALED CONTAINERS WITH SECONDARY CONTAINMENT. CLEAN UP SPILLS IMMEDIATELY. 4. STORE, COLLECT AND DISPOSE OF ALL SOLID WASTE. S. POSITION ALL PORTABLE TOILETS SO THAT THEY ARE SECURE AND CANNOT BE TIPPED OR KNOCKED OVER. PROPERLY DISPOSE OF ALL SANITARY WASTE. 6. FUEL AND MAINTAIN VEHICLES IN A DESIGNATED CONTAINED AREA WHENEVER FEASIBLE. USE DRIP PANS OR ABSORBENT MATERIALS TO PREVENT SPILLS OR LEAKED CHEMICALS FROM DISCHARGING TO SURFACE WATER OR STORMWATER CONVEYANCES. PROVIDE A SPILL KIT AT EACH LOCATION THAT VEHICLES AND EQUIPMENT ARE FUELED OR MAINTAINED AT. 7. LIMIT VEHICLE AND EQUIPMENT WASHING TO A DEFINED AREA OF THE SITE. CONTAIN RUNOFF FROM THE WASHING AREA TO A TEMPORARY SEDIMENT BASIN OR OTHER EFFECTIVE CONTROL. PROPERLY DISPOSE OF ALL WASTE GENERATED BY VEHICLE AND EQUIPMENT WASHING. ENGINE DEGREASING IS NOT ALLOWED ON THE SITE. 8. PROVIDE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOLID WASTES GENERATED BY WASHOUT OF CONCRETE, STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTION MATERIALS. LIQUID AND SOLID WASHOUT WASTES MUST NOT CONTACT THE GROUND. DESIGN THE CONTAINMENT SO THAT IT DOES NOT RESULT IN RUNOFF FROM THE WASHOUT OPERATIONS OR CONTAINMENT AREA. 9. CREATE AND FOLLOW A WRITTEN DISPOSAL PLAN FOR ALL WASTE MATERIALS. INCLUDE IN THE PLAN HOW THE MATERIAL WILL BE DISPOSED OF AND THE LOCATION OF THE DISPOSAL SITE. SUBMIT PLAN TO THE ENGINEER. 10. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT DISCHARGE OR PLACEMENT OF BITUMINOUS GRINDINGS, CUTTINGS, MILLINGS, AND OTHER BITUMINOUS WASTES FROM AREAS OF EXISTING OR FUTURE VEGETATED SOILS AND FROM ALL WATER CONVEYANCE SYSTEMS, INCLUDING INLETS, DITCHES AND CURB FLOW LINES. DUST PARTICLES CONCRETE WASH OUT 11. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT CONCRETE , AND OTHER CONCRETE WASTES FROM LEAVING PROJECT AREA, DEPOSITING IN EXISTING OR FUTURE VEGETATED AREAS, AND FROM ENTERING STORMWATER CONVEYANCE SYSTEMS, INCLUDING INLETS, DITCHES AND CURB FLOW LINES. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT SAW CUT SLURRY AND PLANING WASTE FROM LEAVING PROJECT AREA AND FROM ENTERING STORMWATER CONVEYANCE SYSTEMS INCLUDING DITCHES AND CULVERTS. INFILTRATION CONSTRUCTION NOTES 1. DO NOT STOCKPILE MATERIALS OR PARK EQUIPMENT OR VEHICLES IN A PROPOSED OR CONSTRUCTED INFILTRATION AREA. STAKE OFF OR OTHERWISE MARK OFF INFILTRATION AREAS TO PREVENT HEAVY CONSTRUCTION VEHICLES AND EQUIPMENT FROM DRIVING THROUGH. 2. DO NOT FULLY EXCAVATE INFILTRATION BASINS UNTIL ALL UPGRADIENT LAND DISTURBANCE ACTIVITY HAS BEEN COMPLETED AND THE DRAINAGE AREA HAS BEEN STABILIZED. PROVIDE RIGOROUS EROSION PREVENTION AND SEDIMENT CONTROL BMPS, INCLUDING MAINTENANCE OF THEM, IF THE INFILTRATION AREA MUST BE COMPLETELY EXCAVATED PRIOR TO COMPLETION OF GROUND DISTURBING ACTIVITIES. 3. INSTALL SEDIMENT CONTROL BMPS AT THE TOE OF THE ADJACENT SLOPE IMMEDIATELY AFTER PLACEMENT OF AMENDED TOPSOIL. 4. SUBMIT A SITE MANAGEMENT PLAN TO THE ENGINEER FOR THE CONSTRUCTION OF INFILTRATION AREAS. 5. STABILIZE SIDE SLOPES PRIOR TO PLACING ANY AMENDED TOPSOIL IN THE BOTTOM OF THE INFILTRATION AREA. 6. DO NOT DRAIN TURBID OR SEDIMENT LADEN WATER TO THE INFILTRATION AREA. 7. USE ONLY LOW IMPACT TRACKED VEHICLES WITHIN INFILTRATION AREAS. 8. THE CONTRACTOR MAY NOT DRIVE ANY EQUIPMENT ON FINISHED INFILTRATION AREAS OR ADJACENT SIDE SLOPES. RESTORE DISTURBED INFILTRATION AREAS AND ADJACENT SIDE SLOPES TO PRE DISTURBANCE CONDITIONS WITHIN 24 HOURS. ANY RUTS OR DAMAGED TURF THAT COULD CREATE SEDIMENT DISCHARGE TO INFILTRATION AREAS MUST BE REPAIRED WITHIN 24 HOURS. SUBSOIL THE INFILTRATION AREA TO REMOVE ANY COMPACTION CAUSED BY VEHICLE TRAFFIC. 9. EXCAVATE ANY SEDIMENT THAT WASHES INTO INFILTRATION AREAS. REMOVE AND REPLACE ANY AMENDED TOPSOIL THAT HAS SEDIMENT DEPOSITS VISIBLE AT THE SURFACE. 10. REPORT ANY SIGNS OF HIGH WATER TABLE OR COMPACTION OF THE IN PLACE SOILS TO THE ENGINEER. LANDSCAPE NOTES 1. FILTER LOGS SHALL BE PLACED, AS NEEDED, TO TRAP SEDIMENT ON THE LOWER EDGE OF BEDS OR TREE HOLES. FILTER LOGS WILL BE LEFT TO PHOTO DEGRADE. 2. TILLING FOR BEDS OR TREE HOLES MUST BE PLANTED AND MULCHED WITH WOOD CHIP WITHIN 7 DAYS OR STRAW MULCHED UNTIL PLANTING OPERATIONS CAN BE COMPLETED. 3. ANY POND CORNERS OPENED DUE TO TILLING FOR SHRUB BEDS OR TREE HOLES MUST BE PLANTED AND MULCHED WITH WOOD CHIP WITHIN 24 HOURS OR STRAW MULCHED UNTIL PLANTING OPERATIONS CAN BE COMPLETED. POND NOTES 1. DO NOT STOCKPILE MATERIALS OR PARK EQUIPMENT OR VEHICLES IN A CONSTRUCTED POND 2. WET PONDS MAY BE USED AS TEMPORARY SEDIMENT TRAPS OR TEMPORARY SEDIMENT BASINS. CLEAN OUT ALL PERMANENT STORMWATER BASINS TO THE DESIGN CAPACITY AFTER ALL UPGRADIENT LAND DISTURBING ACTIVITY IS COMPLETED REGARDLESS OF WHETHER USED AS TEMPORARY SEDIMENT BASINS OR TEMPORARY SEDIMENT TRAPS. 3. THE CONTRACTOR MAY NOT DRIVE ANY EQUIPMENT ON FINISHED POND BOTTOMS OR POND CORNERS. IF DISTURBED, POND BOTTOM AND POND CORNERS MUST BE RESTORED TO PRE-EXISTING CONDITIONS WITHIN 24 HOURS. ANY RUTS OR DAMAGED TURF THAT COULD CREATE SEDIMENT DISCHARGE TO POND BOTTOMS MUST BE REPAIRED WITHIN 24 HOURS. SITE LOCATION MAP 9-F MlS4J,g61 eo 010 oa a *� o W ♦en:m Helip ;�. Ail tf Ilo', 52 w 9_5TH ST NE L Q0L BLVD ST HST E AKp - 0 907H .25 0 0 SPECIAL AND IMPAIRED WATERS MAP l Ell, 9?9 h Monticello CentraCere School Distriaealch-Moncicel h. ,�, 31 Avenue NortAwen Avenue No„,WeSr �T 0.5 MILES NOTE: CONTRACTOR TO REFER TO MINNESOTA POLLUTION CONTROL AGENCY DOCUMENT MNR100001. Cushing Terrell VC1 Yr im O J J LU V O co O N w LU Z O uJ o 0 Qo N � � c O H L M < U W � J o Q W ~ z w z � Q ow V J z (� W J U >- c/1 z Q W m 0ti J 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MIRANDA DRAWN BY I MIRANDA REVIEWED BY I ISACKSON REVISIONS SWPPP NOTES 8/30/2024 12:46 PM I L:\LesSchwab\New\LSMN-23MNTCLO\BIMCAD\Civil\Sheets\LSMN-23MNTCLO-0010.dwg col 0 \ \ \ \ \ \ SF \ \ \ F SSA \ 19 co ok C,04/ / \ SF \ \ \ o S� ti 0 C \ \ \ O Qa 0OV CONSTRUCTION CONCRETE WASHOUT <c STABILIZED / ENTRANCE SEE DETAIL 3/C013 / SEE DETAIL 1/C013 l d \�\\ STAGING AREA PROTECTED \ BY SILT FENCE SEE DETAIL\/C013 STOCKPILE AREA PROTECTED BY SILT FENCE \ y BQ� SEE DETAIL 2/C013 a. . / \ / / ot w77 \ INLET PROTECTION SEE DETAIL 4/C013 INITIAL EROSION CONTROL PLAN / / / SILT FENCE SEE DETAIL 5/C013 / / / / / / EXISTING RETENTION POND. ss \ del- � � s s \ 0 10 20 40 SCALE: 1" = 20' EROSION CONTROL PLAN LEGEND SF SF ST r----i L--J FLOW ARROW LIMITS OF DISTURBANCE SILT FENCE CONSTRUCTION ENTRANCE STRAW WATTLE INLET PROTECTION SOIL STOCKPILE CONCRETE WASHOUT Cushing Terrell. O J J W V Z O c o N w W 0 Z o LV ~V 0 W DC 04 10 Q Lo U) W O Q U w w Z T oa V J J z w J U >- c) z Q W �m ti J 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 LAV O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MIRANDA DRAWN BY I MIRANDA REVIEWED BY I ISACKSON REVISIONS INITIAL EROSION CONTROL PLAN 8/30/2024 12:46 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C011.dwg CONCRETE WASHOUT SEE DETAIL 3/CO13 INLET PROTECTION SEE DETAIL 4/CO13 INLET PROTECTION SEE DETAIL 4/CO13 rok EROSION CONTROL PLAN LEGEND CC \ O� ^J / �4 \ 1-9 \ \ \ SF \ \ �< � I 969s9 \ INLET PROTECTION ST SF \ / , \ SEE DETAIL 4/CO13 °'P / 960 41 ^o 40 \ \ SF \ a d 4 V d \ / d 4 C f A d STRAW WATTLE a \ F SEE DETAIL 5/CO13 d d da a d V d d .. a. 47 ° 4 dq e ee .8 'Q``v a d a. O a d: a 4 d. q q : a dd/ d v Syo > \ INLET PROTECTION / p ^�wRooM FSEE DETAIL 4/CO13 / FiVT v—J✓ 844S a d l7 h & STABILIZED CONSTRUCTIONFiy�ge �/ ENTRANCE �' SEE DETAIL 1/CO13 ° \ �FF �'99 SF � d / / y,00, l / / a� STAGING AREA PROTECTED BY SILT FENCE d d SEE DETAIL 2/CO13 ys OF o \ a � 60 d a dQ a 4 yS d ° �� / EXISTING RETENTION POND. V v 6 . INLET PROTECTION , -\� yS, \ yS d CoSEE DETAIL 4/C013 , Q d OO SILT FI SEE DI INLET PROTECTION =O� , \ 960 SF Gq SEE DETAIL 4/CO13, 9 S STOCKPILE AREA PROTECTED BY SILT FENCE y / h�j INLET PROTECTION \ SF SEE DETAIL 2/C013 SEE DETAIL 4/CO13' \ a \ / d G a . y d a 44 J y / 44/ ♦ \ ys / / Jt d I y `. a 4 ° \ del - INLET PROTECTION \ SEE DETAIL 4/CO13 4 e 4 0 10 20 40 FINAL EROSION CONTROL PLAN SCALE: 1" = 20' NORTH SF SF L--J ST IP FLOW ARROW LIMITS OF DISTURBANCE SILT FENCE CONSTRUCTION ENTRANCE STRAW WATTLE INLET PROTECTION SOIL STOCKPILE CONCRETE WASHOUT Cushing Terrellil-imellix, z O J J Lu V co O N W Lu 0— Z O LV o O W N GlIf (00 Lo Lo Q W O w ~ z W z oa V J z J z W J U >- c) z Q W co�ti J 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MIRANDA DRAWN BY I MIRANDA REVIEWED BY I ISACKSON REVISIONS FINAL EROSION CONTROL PLAN C012 8/30/2024 12:46 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C012.dwg VARIES PLASTIC LINING STAPLE (2 PER BALE NATIVE MATI (OPTIONAL) DRIVEWAY SHALL MEET THE REQUIREMENTS OF THE PERMITTING AGENCY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THE � RUNOFF DRAINS OFF THE PAD. �pP DRIVEWAY CULVERT IF 12" MIN. DEPTH THERE IS ROADSIDE DITCH 4" TO 8" QUARRY PRESENT. SPALLS PROVIDE FULL WIDTH GEOTEXTILE OF INGRESS/EGRESS AREA (15- MIN.) STABILIZED CONSTRUCTION ENTRANCE NOT TO SCALE TYPE "ABOVE GRADE" WITH STRAW BALES SECTION B-B NOT TO SCALE �{ 2" %" DIA. STEEL WIRE 4" STAPLE DETAIL SALE (TYP) "INDING WIRE STRAW BALE WOOD OR METAL STAKES (2 PER BALE) CONCRETE WASHOUT PLYWOOD 48" X 24" PAINTED WHITE ACK LETTERS HEIGHT i" LAG SCREWS ,,,,DOD POST 3"X3"X8' NOTES 1. ACTUAL LAYOUT DETERMINED IN FIELD 2. THE CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30 FT. OF THE TEMPORARY CONCRETE WASHOUT FACILITY. 77 JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS, USING STAPLES, WIRE RINGS OR EQUIVALENT TO ATTACH FABRIC TO POSTS. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED MAINTENANCE: 1. INSPECT IMMEDIATELY AFTER EACH RAINFALL, AND AT LEAST DAILY DURING PROLONGED RAINFALL. 2. SEDIMENT MUST BE REMOVED WHEN IT REACHES APPROXIMATELY ONE THIRD THE HEIGHT OF THE FENCE. 3. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE FILTER FENCE IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE, PREPARED AND SEEDED. PLAN WIMCO ROAD DRAIN CC-23* HIGH FLOW INLET PROTECTION CURB AND GUTTER MODEL OR CITY APPROVED EQUAL. * FOR THE NEW R-3290-VB STANDARD CASTING, INSTALL WIMCO ROAD DRAIN CG-3290 OR CITY APPROVED EQUAL. � Standard Plate Library City of Monticello INLET PROTECTION SILT FENCE DF iEIGHT DEFLECTOR PLATE OVERFLOW IS Y2 OF THE CURB BOX HEIGHT OVERFLOW AT TOP OF FILTER ASSEMBLY B FILTER ASSEMBLY DIAMETER, 6" ON -GRADE 10" AT LOW POINT HIGH -FLOW FABRIC I Itle: Inlet Protection Catch Basin Insert "--' 03-07 Revised: 03-15 STANDARD STRENGTH FILTER FABRIC MATERIAL IN CONTINUO ROLLS, 2"x 2"x 14 GA. WIRE OR EQUIVALENT. SHOULDER BALLAST 9.03.9(2) BURY BOTTOM OF FILTER MATERIAL IN 6" x 6" (4"x 4" MIN.) TRENCH. BACKFILL WITH NATIVE SOIL OR 3/4"-1 1/2" WASHED GRAVEL. 2" x 2" WOOD POSTS, STEEL FENCE POSTS, OR EQUIVALENT 6" TO 7" DIA. ROLL ENCLOSED IN --j PLASTIC OR POLYESTER NETTING z z TYPE 2i BIOROLL DITCH CHECK USE ON ROUGH GRADED AREAS 1" X 2" X 18" LONG WOODEN STAKES AT 1' 0" SPACING MAXIMUM. STAKES SHALL BE DRIVEN THROUGH THE BACK HALF OF THE BIOROLL AT AN ANGLE OF 45 DEGREES WITH THE TOP OF THE STAKE POINTING UPSTREAM. PROVIDE 8" TO 10" OF EMBEDMENT DEPTH. FLOW NOTE, WHEN MORE THAN 1 BI❑R❑LL/C❑MP❑ST LOG IS NEEDED, OVERLAP ENDS A MINIMUM OF 6' AND STAKE BIOROLL STAKING DETAIL Standard Plate Library City of Monticello STRAW WATTLE 10" EMBEDMENT DEPTH ENTRENCH A MINIMUM OF 2' Title: Bio Log Staking Straw or Wood Bio Roll )ate: 03-08 Plate No. Revised: 03-15 6009 Cushing Terrell Val •�Y� Z 0 J J Lu V F Z 0 co o N C� W LU O LV O 0 ry a- W w N r m O H LO LO V ) � J O Q w z w Z_ Ow V J z J W J z co W 0ti J 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MIRANDA DRAWN BY I MIRANDA REVIEWED BY I ISACKSON REVISIONS EROSION CONTROL DETAILS 8/30/2024 12:47 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C013.dwg C01 3 \ \ 44/ EXISTING BILLBOARD. PROTECT IN PLACE. \ \ �z 4 OV \ 4 � / / 6 Y P \ \ oo \ \ QQ 9 00 1 \ \ 2 6 YP. Nh \ \ \ / �\ \ d a \ \ / 0 17 TYP.a' a. d° . � a a 00 0 Q d a a a 16 TYP. a s ~ \ O � � � / s 8 23 � oo 3 d a d d T.a a d d / ,3 d d° f a e C04 stiow crCJ R0 oM/s�� gyp® oT (,7 �w yo% ��/ / d.a, 20 � � d 2 / pp 13 -4 10 ��� e # R5 14 �&' �F� � �99 6 TYP. s� a d d d 1 \ 1.00, 6 TYP. 12 4 3 CPO 24 / ° a d d 26 d , d o0 0 d 24 lV a \\ 10 . S 00 \ 10 / �O \ do 9 P 24 \ \ d 15 / I / / 13 TYP. 3B. (IV co d ° / a ° d \ 6 TYP. EXISTING RETENTION POND. a d o= �2 \ \ \ 25 / O0 / 41) 26 . / 27 RAb pp / d a d a' \ \ .f, d d ° `v d ° a ° d n 0 10 20 40 SITE PLAN SCALE: 1" = 20' NORTH CONSTRUCTION NOTES 1. THE CONTRACTOR SHALL REFER TO BUILDING PLANS FOR LOCATION AND DIMENSIONS OF SLOPED PAVING, EXIT PORCHES, TRUCK DOCKS, BUILDING DIMENSIONS, BUILDING ENTRANCE LOCATIONS, TOTAL NUMBER, LOCATIONS AND SIZES OF ROOF DOWNSPOUTS. 2. ALL TRAFFIC CONTROL SIGNS SHALL BE FABRICATED AS SHOWN IN THE NATIONAL MANUAL ON UNIFORM CONTROL DEVICES FOR STREETS AND HIGHWAYS EXCEPT AS NOTED ON THE PLANS. 3. ALL CURB RADII SHOWN ARE TO FACE OF CURB. 4. ALL PAVING DIMENSIONS ARE TO FACE OF CURB, WHERE APPLICABLE, UNLESS OTHERWISE NOTED. 5. ALL COORDINATES SHOWN ARE TO FACE OF CURB OR OUTSIDE OF WALL. 6. THE CONTRACTOR SHALL MATCH EXISTING PAVEMENT IN GRADE AND ALIGNMENT. 7. THE CONTRACTOR SHALL MATCH EXISTING CURB AND GUTTER IN GRADE, SIZE, TYPE AND ALIGNMENT AT ADJACENT ROADWAYS, UNLESS OTHERWISE NOTED. 8. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRS OF DAMAGE TO ANY EXISTING IMPROVEMENTS DURING CONSTRUCTION, SUCH AS, BUT NOT LIMITED TO, DRAINAGE, UTILITIES, PAVEMENT, STRIPING, CURB, ETC. REPAIRS SHALL BE EQUAL TO OR BETTER THAN EXISTING CONDITIONS. 9. ALL WORK ON THIS PLAN SHALL BE DONE IN STRICT ACCORDANCE WITH THE PROJECT SPECIFICATIONS. PAVING NOTES 1. PAVEMENT SHALL BE PLACED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 2. PAVEMENT SECTION RECOMMENDATIONS WERE TAKEN FROM THE GEOTECHNICAL REPORT. O KEYNOTES 1. ASPHALT PAVEMENT -LIGHT. SEE DETAIL VC400. 2. ASPHALT PAVEMENT -HEAVY. SEE DETAIL 2/C400. 3. HEAVY DUTY CONCRETE PAVEMENT. SEE DETAIL 3/C400. 4. SIDEWALK CONCRETE. SEE DETAIL 2/C401. 5. CONCRETE JOINTING. SEE DETAIL 8/C400. 6. CONCRETE CURB AND GUTTER -CATCH. SEE DETAIL 10/C401. 7. CONCRETE CURB AND GUTTER -SPILL. SEE DETAIL 10/C401. 8. CONCRETE CURB AND GUTTER-LAYDOWN. SEE DETAIL 3/C401. 9. ASPHALT/CONCRETE JOINTING. SEE DETAIL 5/C401. 10. ADA ACCESSIBLE RAMP. SEE DETAIL 4/C401. 11. ACCESSIBLE PARKING SIGNAGE. SEE DETAIL 10/C400. 12. ACCESSIBLE PARKING SYMBOL AND STRIPING. SEE DETAIL 11/C400. 13. 4" WIDE STRIPING. PAINT TWO (2) COATS TRAFFIC WHITE W/ 7 MIL DFT PER COAT. 14. ENTRY BOLLARDS. SEE DETAIL 4/C400. SEE ARCHITECTURE. 15. BUILDING CORNER BOLLARDS. SEE DETAIL 4/C400. SEE ARCHITECTURE. 16. CANOPY COLUMN BOLLARDS. SEE DETAIL 4/C400. SEE ARCHITECTURE. 17. SITE BOLLARDS. SEE DETAIL 4/C400. SEE ARCHITECTURE. 18. TRASH RECEPTACLE. SEE DETAIL 7/C400. 19. KEYKEEPER WITH STAND. SEE DETAIL 5/C400. 20. BENCH. SEE DETAIL 6/C400 21. MAILBOX. 22. TRASH ENCLOSURE. ALUMINUM FENCE. SEE ARCHITECTURE. 23. EXTERNAL BULLPEN. ALUMINUM FENCE. SEE ARCHITECTURE. 24. 5' WIDE NON -FROST SUSCEPTIBLE FILL AREA. SEE VC401. 25. 30" STOP SIGN. SEE DETAIL 9/C400. 26. 24" WIDE WHITE STOP BAR. 27. COMMERCIAL DRIVEWAY APPROACH. SEE DETAIL 3/C401. SITE DATA PROPERTYAREA 1.8AC (78,241SF) PROTOTYPE 7-BAY FULL SERVICE COMMERCIAL BULLPEN EXTERNAL BUILDING AREA 10,599SF ADDRESS 1-94 & FENNING AVE ZONING B-2 (LIMITED BUSINESS DISTRICT) PERMITTED USE AS REPAIR ESTABLISHMENT NO EXTERIOR WORK PERMITED PARKING REQUIRED 9 1PROVIDED 1 34 (1 SPACE PER 1,250 SF) SETBACKS FRONT SIDE REAR 30 10 20 MAX COVERAGE BUILDING REQUIREMENTS MAX HEIGHT= 30' SIGN ALLOWANCE - ONE FREESTANDING SIGN PERMITTED PER LOT PYLON - NOTTO EXCEED 22' IN HEIGHTAND 100SF AREA MONUMENT- ADDITIONAL 100 SF OF AREA ALLOWED IF MONUMENT VS. PYLON IS USED usChing Terrell. :4: O J J Lu V O co N � N Lu LU Z O LV o 'Or' LLB N GlIf (00 Lo Lo Q W 0 Q U) F__ z LLI Z T OLLJ a V J z J Z W J U >- c) Z Q Lu Go�ti J 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY DRAWN BY IMIRANDA REVIEWED BY I ISACKSON REVISIONS SITE PLAN 8/30/2024 12:47 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C100.dwg cl 00 LOW POINT INLET WEEP HOLES. SEE DETAIL 6/C402. / /TBC 59.94 LOW POINT INLET WEEP HOLES. SEE DETAIL 6/C402. STCI-04 \ MEG TBC 61.08+, Q- <v 6' �0 \ LOW POINT INLET WEEP / TBC 59.68969 HOLES. SEE DETAIL 6/C402. 959' ® ST\ 02 \ TBC 59.89 � p / ;TBC 59.18- \ BC 60.19TBC 60.02/ \ \ \ \ TBC 59.91 \ \ 960 \ \ TC 60.10 TBC 59.90� \ / TBC 59.95- \ / TBC 60.91 co d Q 6p �5 \ \ ` \ ,\gG ad \ \ TBC 59.93 a \ E TBC 60.93 UJ o STMH-1 \ dd d a a ° <\ ? \\ TBC 59.77 \ ° 96 \ Q TBC 59.82 1 G d TC 59.8 ° a as o TBC 59.45 FG 8.95�� , of TC 60.90 °: a. a: a 0 MA�O c 1-° 7 a \ . n° A \ / oa ° ° 4 Qd ° d Ia :; O' a ° d Q STCI-03 LOW POINT INLET WEEP HOLES. SEE DETAIL 6/C402. i / 8 0 / G 8.94 of i / //y/ TBC 58.82' TBC 58.72 -MEG TBC 57.59+ EXISTING RETENTION POND. GRADING NOTES 1. SITE GRADING SHALL NOT PROCEED UNTIL THE SWPPP HAS BEEN IMPLEMENTED. 2. ALL EARTHWORK AND GRADING SHALL PROCEED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. 3. NO MATERIAL SHALL BE EXCAVATED, MOVED, OR COMPACTED WITHOUT THE PRESENCE OR AUTHORIZATION OF THE OWNER'S REPRESENTATIVE. 4. THE CONTRACTOR IS RESPONSIBLE TO VERIFY EXISTING CONDITIONS AND LOCATE ALL EXISTING UTILITIES PRIOR TO COMMENCING EARTH. NOTIFY ENGINEER OF ANY UNFORESEEN CONDITIONS. 5. CONTRACTOR TO PROTECT ALL EXISTING UTILITIES, SIGNS AND EXISTING STRUCTURES AND REPAIR BACK TO ORIGINAL CONDITION IF DAMAGE HAS OCCURRED DURING CONSTRUCTION. 6. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL STRUCTURES. 7. GRADES SHOWN REPRESENT FINISH GRADES UNLESS OTHERWISE NOTED. 8. SPOT ELEVATIONS INDICATE TOP OF ASPHALT, UNLESS OTHERWISE INDICATED. 9. FINISHED GRADE SPOT ELEVATIONS HAVE BEEN TRUNCATED. ADD 900 FOR ACTUAL ELEVATION. 10.LONGITUDINAL SLOPES OF ALL SIDEWALKS SHALL NOT EXCEED 5%, EXCEPT FOR ON INDICATED RAMPS. 11.CROSS SLOPES OF ALL SIDEWALKS SHALL NOT EXCEED 2%. 1.5% IS PREFERRED. 12.PEDESTRIAN RAMPS SHALL NOT EXCEED 12H:1V IN ANY DIRECTION. 13.ADA PARKING AND ADA UNLOADING/LOADING AREAS SHALL NOT EXCEED 2% IN ANY DIRECTION. CONTRACTOR TO VERIFY GRADES OF BASE MATERIAL AND FORMS BEFORE PAVING INSTALLATION. 14.EXTERIOR CONCRETE FLATWORK ADJACENT TO BUILDINGS SHALL SLOPE AWAY FROM THE BUILDING AND NOT EXCEED 2%. 1% IS THE MINIMUM. 15.PROPOSED GRADE CONTOUR INTERVAL SHOWN AT ONE FOOT (1'). 16.CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WITH THE LATEST STANDARDS OF OSHA DIRECTIVES OR ANY OTHER AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING. 17.THE EARTHWORK FOR ALL BUILDING FOUNDATIONS AND SLABS SHALL BE IN ACCORDANCE WITH BUILDING PLANS AND SPECIFICATIONS. 18.THE CONTRACTOR IS RESPONSIBLE TO CALL 1-800-424-5555 (OR 811) AT LEAST 2 WORKING DAYS PRIOR TO ANY EARTH DISTURBING ACTIVITIES OR UTILITY EXCAVATIONS. o ss TBC 60.75 TBC 60.54 TBC 60.66 / STCI-04----'/ \ TBC 60.40 \ // TC 60.7-8 -Y.2 -0 00/1, �10 440-T-C�607,1 J. �- \ SS TC 60.03 . Cushing Terrell. z O J J W V O co C ' N w Lu 0 Z O LV o O W i 04 � o H Q v J 0 Q 07 F-- z LLI z oa V J z Jz W J U >- c) z Q Lu Go�ti J 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 a UNDER THE LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL a TC 59.96 TC 59.89 4� \ Cox TC 60.34 a °\° \ 60.34 a a , ° 4 TC 59.84 a a,TBC �� a �cl a°\o 0 TBC 60.29 TC 59� / TBC 59179 TC 59.77 TBC 60.15 cop' \ TC 60.363$ ° TBC 59.76 TC 59.74 G p5 \ ��/ ° a TC 59.87\ '-,TC 59.84 cl soon TC 60.38� TBC 60.45 0 0GRADING AND DRAINAGE PLAN 10 20 40 2 ADA PARKING AND SIDEWALK 5 20 1 SCALE: 1" = 20' SCALE: 1" = 10' NORTH NORTH 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY DRAWN BY IMIRANDA REVIEWED BY I ISACKSON REVISIONS GRADING AND DRAINAGE PLAN 8/30/2024 12:47 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C200.dwg C200 m 950 945 72,0 LOW POINT INLET WEEP HOLES. SEE DETAIL 6/C402. NORTH \ \ \ LOW POINT INLET WEEP \ HOLES. SEE DETAIL 6/C402. STCI-02 ` \ 1+Op \ \ SEE 2/C201 FOR PROFILE. \ \ d , d.. \ \ ad \ Ex \ STMH-1 NORTH STORM SEWER PLAN 0 10 20 40 SCALE: 1" = 20' �a STCI-03 S� i LOW POINT INLET WEEP HOLES. SEE DETAIL 6/C402. 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 3+00 3+25 3+50 NORTH STORM SEWER PROFILE gm 950 945 STORMWATER NOTES 1. ALL DRAINAGE STRUCTURES AND STORM SEWER PIPES SHALL MEET HEAVY DUTY TRAFFIC (HS20) LOADING AND BE INSTALLED ACCORDINGLY. 2. TRENCHES SHALL BE PREPARED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 3. ALL PIPE MATERIAL, FITTINGS AND STRUCTURES SHALL FOLLOW THE CONSTRUCTION DRAWINGS AND CITY REQUIREMENTS. 4. ALL STORMWATER TRENCHING, BEDDING AND PIPE LAYING, SHALL FOLLOW THE CURRENT CITY REQUIREMENTS. 5. ALL JOINTS SHALL BE "WATERTIGHT". 6. PRIOR TO FINAL ACCEPTANCE, CONTRACTOR SHALL FLUSH AND CLEAN ALL STORM DRAINS AND REMOVE ALL FOREIGN MATERIAL FROM THE PIPING, MANHOLES, AND DRAINAGE INLETS. 7. CONTRACTOR SHALL SUPPLY ALL MATERIALS, EQUIPMENT AND FACILITIES REQUIRED FOR TESTING ALL UTILITY PIPES IN ACCORDANCE WITH CITY CONSTRUCTION SPECIFICATIONS. COST OF ALL TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 8. STORM SEWER PIPE AND MANHOLES SHALL BE TESTED FOR LEAKAGE PER CURRENT CITY STANDARDS. Cushing Terrell. O J J W V O co O N W LU Z O LV o O i W N GlIf 10 Lo Q U) W 0 Q Q U)F-- ww Z_ T i Oa V J w J z W J U >- c) z Q W Go�ti J 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY DRAWN BY IMIRANDA REVIEWED BY I ISACKSON REVISIONS GRADING DETAILS, STORM SEWER ALIGNMENTS & PROFILES HORIZONTAL SCALE: 1" = 20' VERTICAL SCALE: 1" = 100' 8/30/2024 12:47 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C200.dwg C201 i rir LOW POINT INLET WEEP HOLES. SEE DETAIL 6/C402. 0 Me we 945 6" ROOF LEADER CONNECTION = IE:958.00' -(I) NORTH SOUTH STORM SEWER PLAN 0 10 20 40 SCALE: 1" = 20' / / STCI-03 LOW POINT INLET WEEP HOLES. SEE DETAIL 6/C402. i / / �40 0j i 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 3+00 SOUTH STORM SEWER PROFILE EXISTING RETENTION POND. b" 1 945 Cushing Terrell. 0110-t-•,. O J J W V H Z O co O N Lu LU Z O LV o O ry i W w N r 10 Lo Q U) W O Q U) ww Z_ T i Oa V J w J z W J U >- c) z Q W Go�ti J 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY DRAWN BY IMIRANDA REVIEWED BY I ISACKSON REVISIONS STORM SEWER ALIGNMENTS & PROFILES HORIZONTAL SCALE: 1" = 20' VERTICAL SCALE: 1" = 100' 8/30/2024 12:47 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C200.dwg C202 4,� iVT 44, / / I NEW ELECTRICAL SEf SEE C COORD W/UI CLEANOUT IE: 945.32' SEE DETAIL 5/C402 44 LF OF 6" PVC @ 2.00% CONNECT TO EXISTING 6" SANITARY - SEWER STUB. IE: 944.44 @ 2.0%. CONTRACTOR TO FIELD VERIFY / LOCATION AND ELEVATION. 1}pp o \ 00 \ \ \ � O \ °\ \ \ _ / NEW GAS MET A. cnnRn W/ I ITET Y_ _ ° ° °`\ _ . a /. " UTILITY PLAN SEE FIRE PLANS FOR RISER DETAILS AND DCDV LOCATION //// / 1 1.5" WATER SERVICE & CURB STOP. SEE DETAIL 3/C403. 35 LF OF 8 PVC / 11 LF OF 8" PVC / EXISTING RETENTION POND - XING ST IE: 954.64 / FIRE TOP:951.80 / / XING ST IE: 954.13 EX ST TOP: 952.46 I / INSULATION. SEE DETAIL 5/C402. / / 0 10 20 40 SCALE: 1" = 20' WATER NOTES 1. UNLESS OTHERWISE NOTED, ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CURRENT CITY REQUIREMENTS, MINNESOTA PLUMBING CODE, CITY OF CARVER STANDARD DETAILS, AND THE CITY ENGINEERS ASSOCIATION OF MINNESOTA STANDARD SPECIFICATIONS, MOST RECENT EDITION. 2. DUCTILE IRON WATER LINES SHALL BE CLASS 52, PER AWWA C115 OR C151. COPPER WATER LINES SHALL BE TYPE K PER ASTM B88. PVC WATER LINES SHALL BE PER AWWA C900 AND INSTALLED PER AWWA C605 IF ALLOWED BY CITY. ALL SERVICES AND CONNECTIONS SHALL CONFORM TO THE CITY OF CARVER STANDARDS. 3. THE CONTRACTOR SHALL SUPPLY ALL NECESSARY FITTINGS, COUPLING, AND SPOOL PIECES FOR CONNECTING NEW UTILITIES TO EXISTING UTILITIES. THESE PLANS MAY NOT SHOW ALL REQUIRED COMPONENTS FOR MAKING THE CONNECTIONS. 4. THE MINIMUM DEPTH OF BURY TO THE TOP OF PIPE FOR WATER LINES IS 8 FT. WHERE AT LEAST 8 FT OF COVER CANNOT BE MAINTAINED, INSTALL INSULATION AS INDICATED ON PLANS. INSULATION SHALL BE DOW STYROFOAM HI BRAND 35 OR EQUIVALENT, WITH 4 INCHES OF THICKNESS. 5. THE CONTRACTOR MUST ENSURE THAT A MINIMUM OF 10 FEET (OUTSIDE PIPE WALL TO OUTSIDE PIPE WALL) OF CLEARANCE IS MAINTAINED ON THE HORIZONTAL PLANE BETWEEN ALL WATER AND SEWER OR STORM MAINS. ADDITIONALLY, THE CONTRACTOR MUST ALSO ENSURE THAT 18 INCHES OF VERTICAL CLEARANCE IS MAINTAINED BETWEEN WATER AND SEWER MAINS THAT CROSS, AND WATER MAINS SHALL CROSS ABOVE ANY SEWER. IF THIS IS NOT ACHIEVEABLE, SANITARY AND STORM SEWER SHALL BE CONSTRUCTED OF A MATERIAL APPROVED FOR USE WITHIN A BUILDING AND AS LISTED IN TABLE 701.2 OF THE MINNESOTA PLUMBING CODE. THE WATER LINE SHALL NOT HAVE ANY JOINTS OR CONNECTIONS WITHIN 10 FEET OF THE CROSSING. INSULATE CROSSINGS WITH STORM SEWER. IMMEDIATELY NOTIFY ENGINEER OF CONFLICTS. 6. LOCATIONS OF FITTINGS, BENDS, VALVES, AND OTHER APPURTENANCE ARE APPROXIMATE. PROVIDE ADEQUATE SPACING BETWEEN FIXTURES TO MAINTAIN PIPE INTEGRITY. PROVIDE AS BUILT LOCATIONS FOR ALL FIXTURES. 7. POST INDICATOR VALVES SHALL BE CLOW F-5750, OR EQUIVALENT, MEETING AWWA STANDARD C509 AND CITY STANDARDS. VALVE TO BE MECHANICAL JOINT RESILIENT WEDGE GATE VALVE. POST TO BE ADJUSTABLE FOR 8 FOOT WATER MAIN DEPTH. THE ELECTRICAL ALARM SWITCH SHALL BE PART NO.PCVS2, OR EQUIVALENT. 8. ANY EXISTING OR NEW VALVES THAT CONTROL THE CITY OF CARVER WATER SUPPLY SHALL BE OPERATED BY CITY PERSONNEL ONLY. 9. PRESSURE TEST AND DISINFECT ALL WATER LINES IN ACCORDANCE WITH CURRENT CITY OF CARVER STANDARDS AND ALL OTHER GOVERNING AGENCIES' STANDARDS. 10. ALL FITTINGS SHALL BE MECHANICAL JOINT WITH CONCRETE THRUST BLOCKS MEETING CURRENT CITY OF CARVER STANDARDS. 11. ALL NON-CONDUCTIVE PIPE SHALL BE INSTALLED WITH A LOCATE (TRACER) WIRE PER MINNESOTA PLUMBING CODE, PART 604.10.1. 12.ALL DUCTILE IRON FITTINGS TO BE WRAPPED IN POLYWRAP. SEWER NOTES 1. UNLESS OTHERWISE NOTED, ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CURRENT CITY OF CARVER STANDARDS. 2. ALL SERVICES AND CONNECTIONS SHALL CONFORM TO THE CURRENT CITY OF CARVER STANDARDS. 3. ALL PIPES SHALL BE BEDDED WITH TYPE 1 BEDDING PER CURRENT CITY OF CARVER STANDARDS. 4. CONTRACTOR SHALL FIELD VERIFY LINE AND GRADE OF ANY EXISTING AND PROPOSED UTILITY. 5. SANITARY SEWER PIPE OUTSIDE THE BUILDING ENVELOPE AND NOT WITHIN 10 FEET OF A WATER LINE SHALL BY POLYVINYL CHLORIDE (PVC) SDR 35 OR 26. SDR 26 IS REQUIRED FOR DEPTHS GREATER THAN 15 FEET. SANITARY SEWER WITHIN 10 FEET OF THE BUILDING AND UNDER FOOTINGS, AND WITHIN 10 FEET OF A WATER LINE SHALL BE SCHEDULE 40 PER ASTM D2665. ALL PLASTIC SANITARY SEWER SHALL BE INSTALLED PER D2321. 6. SOLVENT WELD JOINTS MUST INCLUDE USE OF A PRIMER WHICH IS OF A CONTRASTING COLOR TO THE PIPE AND CEMENT. 7. ALL SANITARY SEWER SHALL BE TESTED ACCORDING TO MINNESOTA PLUMBING CODE, PART 712.0. 8. ALL NON-CONDUCTIVE PIPE SHALL BE INSTALLED WITH A LOCATE (TRACER) WIRE PER MINNESOTA PLUMBING CODE, PART 604.10.1. DRY UTILITY NOTES 1. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE INSTALLATION OF ALL "DRY" UTILITIES (ELECTRIC, GAS, TELEPHONE) WITH SERVICE PROVIDERS. 2. REFER TO ELECTRICAL PLANS FOR ADDITIONAL CONDUIT AND SITE LIGHTING REQUIREMENTS. 3. REFER TO LANDSCAPE PLANS FOR IRRIGATION CONDUIT. 4. THE CONTRACTOR IS RESPONSIBLE TO CALL 1-800-424-5555 (OR 811) AT LEAST 2 WORKING DAYS PRIOR TO ANY EARTH DISTURBING ACTIVITIES OR UTILITY EXCAVATIONS. usChing Terrell. -14 O J J uu V Z O co O N Lu LU Z O LV o O W i N GlIf (00 Lo Q � W 0 Q U W w Z oa V J J z W J U >- c) z Q W m 0ti J 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 LAV O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY DRAWN BY IMIRANDA REVIEWED BY I ISACKSON REVISIONS UTILITY PLAN 8/30/2024 12:47 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C300.dwg C300 ASPHALT PLACED IN LIFTS AND COMPACTED 3.5" * TO STANDARD PER GEOTECH REPORT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o AGGREGATE BASE. PLACED IN LIFTS AND 6" MIN. oo COMPACTED TO STANDARD PER GEOTECH REPORT. 0 0 0 0 0 0 0 0 ,III-I� II,III�,III-,III%II I�,III,I,III,III I�III��III SEE EARTHWORK & PAVEMENT SECTIONS OF 12" IN. III ,III��III�II II,III�/II GEOTECHNICAL REPORT FOR SUBGRADE II�III Iilll/�Ill�li II�III PREPARATION UNDER PAVEMENT. -,III,I� II,III � j i ,III�,III NOTES: 1. PRIOR TO PLACING STRUCTURAL FILL, SUBRADE SHOULD BE PREPARED ACCORDING RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT. IF SOFT SOILS ARE ENCOUNTERED, THEY SHOULD BE REMOVED AND REPLACE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. "REFER TO GEOTECHNICAL REPORT FOR ALL MATERIAL THICKNESS UNLESS DIRECTED OTHERWISE BY OWNER. ASPHALT PAVEMENT - LIGHT Dimensions: 12" 00 co Front View Side View Weight: 87 lbs., Shipping: 1 Carton, ships via UPS Installation Time: I hour un a%erage Compartment Size: Holds approx. 100 sets or keys Security: '/," plate steel fabrication, Master 6210 Nigh Security padlock Mounting: Bolts to concrete using four high tensile Spikes 1-800-666-1 283 SECURE INDUSTRIES / KEYKEEPER NOTE: 1. SEE SHEET A151 FOR MANUFACTURER, MAKE, AND MODEL INFORMATION. 2. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 3. SEE SHEET A150 FOR LOCATION(S) KEYKEEPER WITH STAND TRAFFIC SIGN SPECIFICATIONS MATERIAL: ALUMINUM SHALL BE 5052-1-138 OR 6061 -T6 ALLOY. GAUGE SHALL BE: .080 ON THE LONGEST SIDE UP TO 30" .100 ON THE LONGEST SIDE OVER 30" REFLECTING SHEETING SHALL BE DIAMOND GRADE. ALL SIGNS CONFORM TO SECTIONS 2564 AND 3352, SIGNS AND MARKERS STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION. CHANNEL POST SPECIFICATIONS GALVANIZED STEEL CHANNEL POSTS SHALL BE USED, 2.5 LB/FT POSTS SHOULD BE USED THAT ARE PUNCHED ON 1" CC. GALVANIZED POSTS SHALL BE OF THE 4-RIB DESIGN. POSTS ARE TO BE 7 FEET IN HEIGHT BETWEEN BOTTOM OF SIGN AND FINISHED GROUND. BOLTS, NUTS, AND WASHERS HARDWARE SHALL BE GRADE 5 MINIMUM AND BE GALVANIZED OR CADMIUM PLATED. Standard Plate Library City of Monticello Title: Typical Traffic Sign Installation )ate: 03-05 Plate No. Revised: 5016 03-17 STOP SIGN INSTALLATION 4.5" 8" MIN. 3PHALT PLACED IN LIFTS AND COMPACTED STANDARD PER GEOTECH REPORT GREGATE BASE. PLACED IN LIFTS AND IMPACTED TO STANDARD PER OTECH REPORT. I�I���/Illil� Ilia �II� SEE EARTHWORK & PAVEMENT SECTIONS OF 12" MIN. a��llljlilll�lll�ljll GEOTECHNICAL REPORT FOR SUBGRADE II�II II�III//Illiilll�ll it PREPARATION UNDER PAVEMENT. ,III,I, II,III ,Illi,llll� ',III-I,Ill�ll�ii� ,Illi %III NOTES: 1. PRIOR TO PLACING STRUCTURAL FILL, SUBRADE SHOULD BE PREPARED ACCORDING RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT. IF SOFT SOILS ARE ENCOUNTERED, THEY SHOULD BE REMOVED AND REPLACE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. "REFER TO GEOTECHNICAL REPORT FOR ALL MATERIAL THICKNESS UNLESS DIRECTED OTHERWISE BY OWNER. ASPHALT PAVEMENT - HEAVY no• i�.z..goea�a..ma.��mw..�wwss,esaeu;oez,=,e,e,,,e„u, . NOTE: 1. GLOBAL INDUSTRIAL: U OUTDOOR PARK BENCH WITH BLACK, STEEL SLAT, BLACK #T9F694854BK. 2. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. BENCH SAME SLOPE AS ROADWAY HORIZONTAL .�.�;.'�:.'•:" (FORMS MAY BE TILTED) REVERSE SLOPE GUTTER SECTION DIVIDER PLATE 3"R 1 fi 1/2 . 3^R 3� SLOPE 0.06 FT/FT 6" 13 1/2 SLOPE 3/4"/FT AA, 2" MIN r2• 7• HORIZONTAL LINE / �� MNDOT SLOPE 0.06 FT/FT NORMAL, UNLESS STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 GUTTER SLOPE IS PERMITTED, THE FORM CONCRETE - 0.0474 CU YDS / UN FT (B612) MAY BE TILTED B612 CONCRETE CURB & GUTTER CONCRETE - 21.1 Fr / CU. YDS. (B612) DIVIDER PLATE 3�R 1 6 1/2 3"R 3 O SLOPE O0.06 FT/FT B' 13 1/2 SLOPE 3/4"/FT 2" MIN r2• 7^ HORIZONTAL LINE ,8 MNDOT SLOPE 0.06 FT/FT NORMAL, UNLESS / STANDARD PLATE NO. 7100 H OTHERWISE SPECIFIED. IF A DIFFERENT SPECIFICATION REFERENCE 2531 GUTTER SLOPE IS PERMITTED, THE FORM CONCRETE - 0.0582 CU YDS / UN Fr (B618) MAY BE TILTED B618 CONCRETE CURB & GUTTER CONCRETE - 17.2 Fr / CU.YDS. (B618) 12" 3/4 / PER FT 3. 1/2 " R 1/2 ' R 3" 3:1 7.1 10' HORIZONTAL-,,,,,, - - - - - - - LINE I 2'- 0' MODIFIED DESIGN "D" CURB & GUTTER Title: Standard Plate LibraryConcrete Curb &Gutter �2 for Streets City of Monticello Date: 03-05 Plate No. - _ Revised: 5005 03-15 CURB & GUTTER 6" 6" MI NCRETE PAVEMENT - REFER TO SPECIFICATIONS REGATE BASE. PLACED IN LIFTS AND IPACTED TO STANDARD PER TECH REPORT. EARTHWORK & PAVEMENT SECTIONS OF DTECHNICAL REPORT FOR SUBGRADE PARATION UNDER PAVEMENT. NOTES: 1. SEE C100 FOR FINISH & JOINTS 2. SUBGRADE SHOULD BE PREPARED ACCORDING RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT. IF SOFT SOILS ARE ENCOUNTERED, THEY SHOULD BE REMOVED AND REPLACE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. 'REFER TO GEOTECHNICAL REPORT FOR ALL MATERIAL THICKNESS UNLESS DIRECTED OTHERWISE BY OWNER. HEAVY DUTY CONCRETE PAVEMENT , Y ± i4 1 �,o, �.z..goe,��a�.m.�.wN�mw..�wwzweweK;oaz,=,ecesa,veco . NOTE: 1. GLOBAL INDUSTRIAL: OUTDOOR SLATTED STEEL TRASH CAN WITH RAIN BONNET LID, 36 GALLON, BLACK #T9F260804BK. 2. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. TRASH RECEPTACLE GREEN BORDER GREEN LETTERS BLUE W/ WHITE HANDICAP SYMBOL PER ANSI 4.28 WHITE BACKGROUND GREEN ARROW WHITE BACKGROUND GREEN LETTERS BLUE BACKGROUND WHITE LETTERS 14" SCH 40 STEEL PIP 8" DIA. POWDER-COA CONCRETE -FILLED STEEL PIPE w/ DOOM 05 5000 PLASTIC JACI COLOR URBAN BRON (VERIFY COLOR WITF SLOPE CONCRETE TO DRAIN FLUSH GRADE AS PER SITE PLAN CONCRETE GRANULE 12" ;ESERVED PARKING EO $100 FINE NITHOUT PERMIT VAN %CCESSIBLE T = PAVEMENT THICKNESS 1/2" PREFORMED EXPANSION_ JOINT MATERIAL ROUND SMOOTH CONCRETE TOP 05 5000 PLASTIC JACKET, COLOR URBAN BRONZE (VERIFY COLOR WITH ARCHITECT) 3'-0" 05 5000 6" DIA. STANDARD STEEL PIPE FILLED WITH CONCRETE (2) COATS PRIMED, (1) FINISH PER SPEC. ° ' _ 3'-0" FINISHED GRADE OR CONCRETE SLAB 03 3000 18" DIA. a° = CONCRETE FOOTING _ 4 3" -NN EXTERIOR BOLLARD NOTES: 1. 05 5000 PLASTIC JACKET, COLOR: URBAN BRONZE (VERIFY COLOR WITH ARCHITECT). 2. ROUND SMOOTH CONCRETE TOP 3. 05 5000 6" DIA. STANDARD STEEL PIPE FILLED WITH CONCRETE (2) COATS PRIMED 4. TO EXTEND 3'-0" ABOVE FINISHED GRADE, UNLESS NOTED OTHERWISE ON PLANS. 6" DIA. BOLLARD 1/2" EXPANSION JOINT WITH ROUND EDGES POURED JOINT SEALANT RECESSED 1/8" TO 1/4" BELOW TOP OF PAVEMENT BACKER ROD TO FIT SNUG IN JOINT #6X18" @ 12" OC OR APPROVED EQUAL DOWELING SYSTEM EXPANSION JOINT (LOCATED 30' MAX AND WHERE PAVING AGAINST ANY EXISTING SIDEWALK AND/OR PAVEMENT) T = PAVEMENT THICKNESS 18" 91 ON VAN 6„ ACCESSIBLE SPACE ONLY. SEE PLAN. 60" M I N 20" DIA. 6" BOLLARD MOUNTED SIGNAGE c� BACKER ROD TO FIT SNUG IN JOINT 1/8" VERT. HAND TOOLED JOINT WITH ROUND EDGES T = PAVEMENT (OR SAWCUT PER SPECIFICATIONS) THICKNESS POURED JOINT SEALANT RECESSED 1/8" TO 1/4" BELOW TOP OF PAVEMENT CONTRACTION JOINT - CONTRACTION JOINT (MAX. 6' BETWEEN CONTRACTION JOINTS IN SIDEWALK) (MAX. 10' BETWEEN CONTRACTION JOINTS IN CONC. PAVEMENT) 1/2" VERT. HAND TOOLED CUT POURED JOINT SEALANT RECESSED 1/8" TO 1/4" BELOW TOP OF PAVEMENT CONSTRUCTION JOINT CONSTRUCTION JOINT #6X18" @ 12" OC OR APPROVED EQUAL DOWELING SYSTEM NOTE: 1. ALL CONCRETE SURFACE TO HAVE LIGHT BROOM FINISH. 2. CONTRACTOR TO PROVIDE A CONSTRUCTION JOINT WHERE CONCRETE PAVEMENT MEETS CURB AND GUTTER. (DOWELING NOT REQUIRED AT CURB AND GUTTER) 3. PROVIDE EXPANSION JOINT FILLER AT BUILDING PER SPECIFICATIONS. DOWEL TO BUILDING ONLY PER STRUCTURAL DRAWINGS CONCRETE JOINTING ACCESSIBILITY SYMBOL ALT. PAINT COLOR BLUE 18.0' 1 V Ilk 9.0' VARIES SEE PLAN NOTE: MAXIMUM SLOPE IN ANY DIRECTION IS 2% 4" SOLID BLUE, NON SLIP, STRIPES IN LOADING AREAS (TYP.) 2.0' 60°0'0 Cushing Terrell :3tt •��� z 2 O J J Uj V t11111111a• O C`7 O N 11J LU Z O LV 0 O Ire 1 w N f co O Lo� m I J O QCO Q W ~ z LLJ z_ �Q Ow V J z U) J W J U z Q W m 0 ti t1111J 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 I ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MIRANDA DRAWN BY I MIRANDA REVIEWED BY ISACKSON REVISIONS CIVIL DETAILS 11 ADA SIGNAGE 12 ACCESSIBLE PARKING SYMBOL & STRIPING C400 8/30/2024 12:47 PM L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C400.dwg IV FOUNDATION WALL, SEE STRUCTURAL PLANS FINISHED FLOOR ELEVATION CONCRETE PAVEMENT, Z_ SEE C100 PAVEMENT SECTION, SEE C100 NON -FROST SUSCEPTIBLE FILL 3'H :VV SLOPE 1 TRANSITION SLOPE AWAY FROM FOOTING NOTES: 1. IF A STOOP IS WITHIN "BACKFILL ZONE" THE 5' AREA MAYBE OMITTED TO MAINTAIN A CONSISTENT TRANSITION SLOPE 2. AREAS NOT IDENTIFIED AS "BACKFILL ZONE" MAYBE BACKFILLED WITH NATIVE SOILS OR NON -FROST SUSCEPTIBLE FILL 3. IF TRANSITION SLOPES EXTENDS INTO LANDSCAPE AREAS CAP THE SURFACE WITH 12" OF CLAY MATERIALS TO PREVENT INFILTRATION. NON -FROST SUSCEPTIBLE FILL V CONCRETE FLARE CURB TAPER. LAYDOWN CURB. 9 CURB TAPER. - 3.0' MIN 0000 )0000 0000 ) 0 0 0 0 0000 )0000 VARIES. O O O O D O O MAX SLOPE SEE PLANS. 0000 D 0 0 0 O0 0 C/ V CONCRETE FLARE DETECTABLE TILE LANDING AREA NOTES: 1. A.D.A. RAMPS PER MPWSS. DETECTABLE TILE SHALL BE EAST JORDAN IRON WORKS CAST IRON WITH NATURAL FINISH. 2. LANDING AREA SHALL HAVE NO SLOPES GREATER THAN 1/48 (APPROX. 2%). MINIMUM LENGTH 3.0' ADA RAMP WITH 1' CONCRETE FLARES PR ER�� UNE 2% MAXIMUM OP CROSS SLOPE 6'�6 CONTRACTION JOINTS 3" L 12" GRANULAR BORROW OR 6" CLASS 5 4" OR 6" CONCRETE WALK BOULEVARD WIDTH VARIES(AVERAGE 8') SIDEWALK DIMENSIONS WIDTH - 6' DEPTH - 6" FOR NEW DEVELOPMENTS - *4" MINIMUM FOR EXISTING AREAS, 6" AT DRIVEWAYS AND CROSSWALKS GRANULAR BORROW DEPTH - 12" GRANULAR BORROW OR 6" CLASS 5 CONTRACTION JOINTS — 6' INTERVALS EXPANSION JOINTS — 60' INTERVALS (APPROX.) *MATCH EXISTING DEPTH, 4" MINIMUM INSTALL PEDESTRIAN CURB RAMPS AT ROADWAY INTERSECTIONS Standard Plate Library City of Monticello Title: Typical Sidewalk 03-05 Revised: 0 3 -17 CONCRETE SIDEWALK CONCRETE SECTION PER CONCRETE PAVEMENT DETAIL TACK COAT PER ASPHALT SECTION SPECIFICATIONS PER ASPHALT PAVEMENT DETAIL PLACE ASPHALT IN TRANSITION AREA IN (2) LIFTS TRANSITION LENGTH AS REQUIRED 2'-0" D BASE COURSE *1zSUBGRADE PER CONCRETE PER GEOTECH PAVEMENT DETAIL 1:12 TRANSITION BASE COURSE SLOPE PER ASPHALT SECTION DETAIL ASPHALT/CONCRETE JOINT DETAIL Plate No. 5012 CONCRETE CURB AND GUTTER d EXPANSION JOINTS 6' EXPANSION JOINTS B LJ . � d d ° p G ° p d ° 5 Q d' �. a CONCRETE TO BE EXPANSION POURED INTEGRALLY EXPANSION LA WITH CURB JOINTS JOINTS PLAN B618 CONCRETE CURB AND GUTTER 1 ARIASLE W /4 /MIN „ 17- MIN. 7 PER FT Q— :5/4 �Ff. 1 WIDTH VARIES 5' MIN. SECTION B-B SECTION A -A Title: Commercial Driveway ;andard Plate Library Entrance City of Monticello Date: 03-05 Plate No. Revised: 03 -15 5008 COMMERCIAL DRIVEWAY APPROACH Cushing Terrell z 0 J J Lu u F O co CN O CN Lu LU O LV O 0 ry W w DC N r c') OO F LO M < U W � J OCO Q LLl ~ z w Z_ � Q Ow V J z (� Lu J U >- C/1 z Q W m 2ti J 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MIRANDA DRAWN BY I MIRANDA REVIEWED BY I ISACKSON REVISIONS 8/30/2024 12:48 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C401.dwg CIVIL DETAILS C401 A L CURB INLET FRAME AND CURB BOX NEENAH NO. R-3067-V 4" CONCRETE COLLAR INSTALL INFRA SHIELD (OR APPROVED EQUAL) EXTERNAL CHIMNEY SEAL ADJUSTING RINGS 4" MIN - 12" MAX ENCASE IN CONCRETE COLLAR USE CONCRETE CURB MIX FOR COLLAR 43" PLAN ALL STORM SEWER CASTING ELEVATIONS SHOWN ON THE PLANS HAVE BEEN DEPRESSED 0.10' BELOW GUTTER ELEVATION (SEE DETAIL 5003) 6" 4" CONCRETE COLLAR NOTES: SECTION A —A POUR A 3" TO 4" CONCRETE COLLAR AROUND RINGS EXTENDING FROM THE CASTING TO THE PRECAST SECTION CATCH BASINS LOCATED IN DRIVEWAYS SHALL BE TYPE MnDOT DESIGN H. THE CASTING SHALL BE NEENAH R-3508-A2. Title: Standard Plate Library City of Monticello Standard Catch Basin 03-05 Plate 03-17 STORMWATER CURB INLET GRASSY AREA 8'WIDE - 4"THICK LESS THAN 5' 6" STYROFOAM HI-35 BRAN[ PLASTIC FOAM OR APPRC EQUAL CONCRETE OR BITUMINOUS SURFACE 8'x 4' x 4" THICK LESS THAN 6' 6" 't 4" STAGGER SHEETS 4' LENGTH WISE AND 2' WIDTH WISE NOTE: INSULATION REQUIRED FOR WATERMAIN WITH LESS THAN 5' COVER IN GRASSY AREAS AND 6' COVER UNDER PAVED SURFACES. Standard Plate Library City of Monticello Title: Insulation Detail Date: 03-05 Plate No. Revised: 03 —15 2004 Q STANDARD FRAME & COVER INSTALL INFRA SHIELD (OR APPROVED EQUAL) EXTERNAL CHIMNEY SEAL o_ o ~ 5 N U p N Cn z z O .. U o � z o x � C7 Q w Ln x Y a m a m ADJUSTING RINGS 4" MIN - 12" MAX ROADWAY SURFACE SEE MnDOT STANDARD PLATE 4020 FOR COVER REQUIREMENTS WALL CONSTRUCTION SHALL BE CLASS II PRECAST PIPE, EXCEPT 48" DIA MAY BE ASTM C 478 CONCRETE PIPE. SEE MnDOT STANDARD 8" CAST -IN -PLACE PLATE 3000 (NO TONGUE OR GROOVE AT TOP CONCRETE OR BOTTOM OF THIS SECTION). CAST -IN -PLACE 94' TO 10' CONCRETE OR MASONRY CONSTRUCTION (BRICK OR BLOCK) ALLOWED ONLY IF APPROVED BY ENGINEER CONCRETE DOGHOUSE REQUIRED ON OUTSIDE AND INSIDE OF STRUCTURE AND PIPE CONNECTION C STRUCTURE 8" POURED CONCRETE BASE, FOR ALTERNATE PRECAST CONCRETE BASE. SEE MnDOT STANDARD PLATE 4011 (MODIFY DIAMETER AND 2" RAISED AREA TO FIT REQUIRED DIAMETER. Q1 REFER TO STANDARD PLANS FOR HEIGHT AND DIAMETER REQUIRED. Q2 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. 03 MINIMUM STEEL REINFORCEMENT ® EQUIVALENT STEEL AREA IN WIRE MESH MAY BE USED © GENERAL DIMENSIONS FOR CONCRETE APPLY TO BRICK AND CONCRETE MASONRY UNIT CONSTRUCTION ALSO, EXCEPT AS NOTED. ® 12" MINIMUM FOR PRECAST, 3 BRICKS OR 1 BLOCK MINIMUM FOR MASONRY CONSTUCTION © REINFORCEMENT AS PER MnDOT SPEC 3301, GRADE 60. Standard Plate Library City of Monticello STORM MANHOLE SUBGRADE/BOTTOM OF BASE MATERIAL. WEEP HOLE - �8„ 118" MANHOLE MANHOLE ,..,. 42CH'� PLASTERED OR EXTERIOR CATCH BASIN ' IA SEWER BRICK (MnDOT SPEC 3616) BLOCK MASONRY CONSTRUCTION Title: Standard Manhole for _ Storm Sewer late: 03-05 Plate No. ?.,nQnrl• - _ . _ 1 4001 PROVIDE TWO WEEP HOLES PER WALL/SIDE. WEEP HOLE LOCATIONS TO BE SPACED AT 3' MAX. O.C. a a. . SECTION A -A' ADJUSTING RINGS 4" MIN - 12" MAX ROADWAY SURFACE SEE MnDOT STANDARD PLATE 4020 FOR COVER REQUIREMENTS WALL CONSTRUCTION SHALL BE CLASS II PRECAST PIPE, EXCEPT 48" DIA MAY BE ASTM C 478 CONCRETE PIPE. SEE MnDOT STANDARD 8" CAST -IN -PLACE PLATE 3000 (NO TONGUE OR GROOVE AT TOP CONCRETE OR BOTTOM OF THIS SECTION). CAST -IN -PLACE 94' TO 10' CONCRETE OR MASONRY CONSTRUCTION (BRICK OR BLOCK) ALLOWED ONLY IF APPROVED BY ENGINEER CONCRETE DOGHOUSE REQUIRED ON OUTSIDE AND INSIDE OF STRUCTURE AND PIPE CONNECTION C STRUCTURE 8" POURED CONCRETE BASE, FOR ALTERNATE PRECAST CONCRETE BASE. SEE MnDOT STANDARD PLATE 4011 (MODIFY DIAMETER AND 2" RAISED AREA TO FIT REQUIRED DIAMETER. Q1 REFER TO STANDARD PLANS FOR HEIGHT AND DIAMETER REQUIRED. Q2 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. 03 MINIMUM STEEL REINFORCEMENT ® EQUIVALENT STEEL AREA IN WIRE MESH MAY BE USED © GENERAL DIMENSIONS FOR CONCRETE APPLY TO BRICK AND CONCRETE MASONRY UNIT CONSTRUCTION ALSO, EXCEPT AS NOTED. ® 12" MINIMUM FOR PRECAST, 3 BRICKS OR 1 BLOCK MINIMUM FOR MASONRY CONSTUCTION © REINFORCEMENT AS PER MnDOT SPEC 3301, GRADE 60. Standard Plate Library City of Monticello STORM MANHOLE SUBGRADE/BOTTOM OF BASE MATERIAL. WEEP HOLE - �8„ 118" MANHOLE MANHOLE ,..,. 42CH'� PLASTERED OR EXTERIOR CATCH BASIN ' IA SEWER BRICK (MnDOT SPEC 3616) BLOCK MASONRY CONSTRUCTION Title: Standard Manhole for _ Storm Sewer late: 03-05 Plate No. ?.,nQnrl• - _ . _ 1 4001 PROVIDE TWO WEEP HOLES PER WALL/SIDE. WEEP HOLE LOCATIONS TO BE SPACED AT 3' MAX. O.C. a a. . SECTION A -A' C STRUCTURE 8" POURED CONCRETE BASE, FOR ALTERNATE PRECAST CONCRETE BASE. SEE MnDOT STANDARD PLATE 4011 (MODIFY DIAMETER AND 2" RAISED AREA TO FIT REQUIRED DIAMETER. Q1 REFER TO STANDARD PLANS FOR HEIGHT AND DIAMETER REQUIRED. Q2 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. 03 MINIMUM STEEL REINFORCEMENT ® EQUIVALENT STEEL AREA IN WIRE MESH MAY BE USED © GENERAL DIMENSIONS FOR CONCRETE APPLY TO BRICK AND CONCRETE MASONRY UNIT CONSTRUCTION ALSO, EXCEPT AS NOTED. ® 12" MINIMUM FOR PRECAST, 3 BRICKS OR 1 BLOCK MINIMUM FOR MASONRY CONSTUCTION © REINFORCEMENT AS PER MnDOT SPEC 3301, GRADE 60. Standard Plate Library City of Monticello STORM MANHOLE SUBGRADE/BOTTOM OF BASE MATERIAL. WEEP HOLE - �8„ 118" MANHOLE MANHOLE ,..,. 42CH'� PLASTERED OR EXTERIOR CATCH BASIN ' IA SEWER BRICK (MnDOT SPEC 3616) BLOCK MASONRY CONSTRUCTION Title: Standard Manhole for _ Storm Sewer late: 03-05 Plate No. ?.,nQnrl• - _ . _ 1 4001 PROVIDE TWO WEEP HOLES PER WALL/SIDE. WEEP HOLE LOCATIONS TO BE SPACED AT 3' MAX. O.C. a a. . SECTION A -A' z gg d w W � (V w � a ,p �7 Oi70 OO O'O O � N g Z O ¢ a p o m �C O Za N���nMmnm�nmmawmaroaoa �iq 01 t-U�NIV IMOx1 fG aCC M)Na7NNMM O QQ$ }ammw NONmao aD f0 a0 NaDOaD N� a ]17�Iri P0�� M)P � tG��G Mf Oil LV O� U � N N M M w a m P N pp W TMn NODb� OmN � Ofm NP017 � N Ol� �j�U��NNM� Iq �Om OEM) fG OON N O �A p V VO m�� �mmwm WM01NP(OOm � Ewa >PIMwu7 fC aG 01 N1 tGCAPIVP O —d. U �NNN MMf�� Q pp � jn���>�f OD 17W��NO <PNIpmO�mNy �_ _ nCfV fV MI �If1 tG OD Oi� 17NN N U O g oin��a mmmmroommmoo�ox� � W d ]cV M��Inm aD�Nj fC Of MI i� �p N N H< OOd ZNOaD1171' Nm mf;�W RIPRAP DETAIL A � LANDSCAPING, TYP TOP BACK CURB INLET OF CURB STRUCTURE (CIRCULAR B FLOW LI B' 000�0000 0000000a V in Li co CL Azw a: y A' PAVED PARKING LOT PI AN Fr ir Ir 0 LLJ LLI EL i. CL ri 2 SEE ASPHALT SECTIONS FOR BASE MATERIAL THICKNESS SUBGRADE/BOTTOM OF BASE MATERIAL. 2 LAYERS OF 2' X 2' MIRAFI 140N GEOTEXTILE FABRIC. CENTERED AT INTERFACE OF BASE MATERIAL AND SUBGRADE. TYP. EACH WEEP HOLE. WEEP HOLE TO BE 1"Q�. BOTTOM OF HOLE TO MATCH BOTTOM OF BASE COURSE. SECURE FABRIC TO STRUCTURE, COVERING WEEP HOLE, PER APPROVED METHOD AND/OR GEOTEXTILE MANUFACTURER'S RECOMMENDATION. SHOWN FOR REFERENCE ONLY, MAY BE RECTANGULAR). CURB &GUTTER TOP BACK OF CURB FLOW LINE 2 � RIPRAP DETAIL A � LANDSCAPING, TYP TOP BACK CURB INLET OF CURB STRUCTURE (CIRCULAR B FLOW LI B' 000�0000 0000000a V in Li co CL Azw a: y A' PAVED PARKING LOT PI AN Fr ir Ir 0 LLJ LLI EL i. CL ri 2 SEE ASPHALT SECTIONS FOR BASE MATERIAL THICKNESS SUBGRADE/BOTTOM OF BASE MATERIAL. 2 LAYERS OF 2' X 2' MIRAFI 140N GEOTEXTILE FABRIC. CENTERED AT INTERFACE OF BASE MATERIAL AND SUBGRADE. TYP. EACH WEEP HOLE. WEEP HOLE TO BE 1"Q�. BOTTOM OF HOLE TO MATCH BOTTOM OF BASE COURSE. SECURE FABRIC TO STRUCTURE, COVERING WEEP HOLE, PER APPROVED METHOD AND/OR GEOTEXTILE MANUFACTURER'S RECOMMENDATION. SHOWN FOR REFERENCE ONLY, MAY BE RECTANGULAR). CURB &GUTTER TOP BACK OF CURB FLOW LINE 2 � V in Li co CL Azw a: y A' PAVED PARKING LOT PI AN Fr ir Ir 0 LLJ LLI EL i. CL ri 2 SEE ASPHALT SECTIONS FOR BASE MATERIAL THICKNESS SUBGRADE/BOTTOM OF BASE MATERIAL. 2 LAYERS OF 2' X 2' MIRAFI 140N GEOTEXTILE FABRIC. CENTERED AT INTERFACE OF BASE MATERIAL AND SUBGRADE. TYP. EACH WEEP HOLE. WEEP HOLE TO BE 1"Q�. BOTTOM OF HOLE TO MATCH BOTTOM OF BASE COURSE. SECURE FABRIC TO STRUCTURE, COVERING WEEP HOLE, PER APPROVED METHOD AND/OR GEOTEXTILE MANUFACTURER'S RECOMMENDATION. SHOWN FOR REFERENCE ONLY, MAY BE RECTANGULAR). CURB &GUTTER TOP BACK OF CURB FLOW LINE 2 � We r �O�OD 0 NILOF � W � J]lV W �m� O�N00 mOO E� N�01n Z Q � II N U � v�� p >aDNommamryaomaa000 ZO� NW1 =IA U OI lM f��fG���Oi �NNM MNm GaD PPOI� aDW w J ��>Nx1 pp Olm N001Ommm O�VNri a.o mOfmm01 �N NNM) (O� O �o Z� II O O �o p » W mN�OP W OON O�1n 17 (n WCN ��a *Worn won P�fV IV Nx1mPm Oi MIW O m �TOD rc 01�N01701 fONaO N O nO�i�U�fV �In fG O01 �0�yymomo Q Standard Plate Library City of Monticello Title: Trash Guard for End Section Date: 03-05 Plate No. Revised:03-1 4007 FM co TRASH GUARD FOR END SECTIONry 000 Cushing Terrell w O AJ AJ W U O N w W O W O � W w DC N ry � c� O Fm LO M LO � W � J Q W ~ Z w � Q Ow V J z J W J U >- C/1 ZQ W �m ti AAAAJ 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 I ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MIRANDA DRAWN BY I MIRANDA REVIEWED BY I ISACKSON REVISIONS INSULATION 8/30/2024 12:48 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C402.dwg LOW POINT WEEP HOLE DETAIL CIVIL DETAILS C402 TOP OF PROPOSED SUBGRADE THE TOP 3' SHALL BE COMPACTED AT A MIN OF 100% OF STANDARD PROCTOR DENSITY (MN/DOT 2105) j.- A MAX OF 2' LIFTS TO BE WETTED AND CONSOLIDATED BY VIBRATORY MEANS AND COMPACTED TO A MIN OF 95% OF STANDARD PROCTOR DENSITY (MN/DOT 2105) 4' COVER COMPACTED TO 95% OF STANDARD PROCTOR DENSITY WITHOUT THE USE OF HEAVY ROLLER EQUIPMENT GRANULAR BEDDING AS PER MN/DOT 3149.21' 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. Standard Plate Library City of Monticello Title: Typical Trench Compaction and Class B Bedding Date: 03-05 Plate No. Revised:03-15 1007 THRUST BLOCK DETIAL STEEL T-STYLE FENCE POST PAINTED - - GREEN WITH AN OIL BASED PAINT AND A MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST TO MARK THE SERVICE STUB TO BE INSTALLED AT THE TIME OF SERVICE DEPTH OF COVER OVER - INSTALLATION (INCIDENTAL) TOP OF PIPE TO SUIT 4" OR 6" PVC 4" FIELD CONDITIONS MIN PIPE SHALL BE COMPLETELY ENTRENCHED AND SHALL HAVE CLASS " BEDDING E WHERE DIRECTED BY THE ENGINEER 6" SEE JOINT DETAIL BELOW MIN Rtw PLACE NEARLY HORIZONTAL FOR LOW 12' BASEMENTS AND SHALLOW SEWER AS DRAINAGE AND DIRECTED BY THE ENGINEER UTILITY EASEMENT TYPICAL SERVICE WHERE COVER OVER TOP OF SEWER IS 12' OR LESS NOTES: 5 PVC = POLY -VINYL CHLORIDE SDR 26 DEPTH OF COVER OVER TOP OF PIPE TO SUIT ALL SERVICE CONNECTIONS INCLUDING NECESSARY FIELD CONDITIONS BENDS AND SPECIAL FITTINGS SHALL BE PAID FOR AT THE CONTRACT UNIT PRICE BID PER LINEAR FOOT OF 4" OR 6". NO ADDITIONAL COMPENSATION SHALL BE ALLOWED FOR CONCRETE ENCASEMENT OR PIPE BEDDING. 4" OR 6" PVC 1_ _ 45'BEND WYE ELEV TO BE SET BY THE / ENGINEER - CONTRACTOR 4" TO VERIFY PRIOR TO BURY MIN PIPE SHALL BE COMPLETELY ENTRENCHED AND SHALL HAVE CLASS "B" BEDDING WHERE DIRECTED BY THE ENGINEER CONCRETE ENCASEMENT (TYPICAL) SEE DETAIL BELOW FOR CAULKING BETWEEN MIN 6" DISSIMILAR PIPES ' TYPICAL SERVICE WHERE COVER OVER ADAPTER TO BE RESILIENT TOP OF SEWER IS 12' OR MORE ASTM C425-64 TYPE III OR - APPROVED EQUAL FOR DISSIMILAR PIPES CONCRETE ENCASEMENT a%. (TYPICAL) k� PVC WYE VCP TO PVC FERNCO ENCASED IN CONCRETE SHALL BE REQUIRED WHEN CONNECTING TO EXISTING VCP SEWER MAIN (INCIDENTAL). DETAIL CONCRETE ENCASEMENT \ (TYPICAL) THRUST BLOCKING FOR Standard Plate Library City of Monticello 1 4' 2' I Title: Typical Service Connection Date: 03-05 Plate No. Revised:03-15 3004 VERTICAL TRENCH WALLS WITH SHORING TO CONFORM TO O.S.H.A- REGULATIONS* EXISTING STREET SURFACE 12"MIN. BACKSLOPE AS SPECIFIED TOOf - CONFORM TO O.S.H.A. REGULATIONS* O OLL. 0- Z (q DC)O NOTE: O O- J SEE CONTRACT SPECIAL PROVISIONS FOR Q ANY MODIFICATIONS TO STANDARD TRENCH z W (_') MATERIALS AND/OR OTHER TRENCH DESIGN = Q FEATURES U U) Z = Q w= NOTE: m Z C6 WHERE TRENCH PASSES THROUGH EXISTING 0 Tn O Z 2 O PAVEMENT, THE PAVEMENT SHALL BE CUT ~ ALONG A NEAT VERTICAL LINE A MINIMUM OF O H 12" FROM THE EDGE OF THE TRENCH U OPENING. WHERE NEAT LINE IS LESS THAN 3' FROM EDGE OF EXISTING PAVEMENT OF CURB AND GUTTER SECTION, REMOVE AND REPLACE ENTIRE PAVEMENT SECTION BETWEEN TRENCH AND EDGE OF PAVEMENT 12" MIN. INSTALL DETECTABLE WARNING TAPE 18" MAX. DEPTH (OPTIONAL) =NCH WIDTH=O.D. OF PIPE PL 2' MIN. TRENCH WIDTH = 3.50' UTILITY TRENCH DETIAL SUBGRADE OR GROUND SURFACE TRENCH BACKFILL PER GEOTECH RECOMMENDATIONS �\ Q - o COARSE FILTER AGGREGATE (MNDOT SPEC. 3149H) SELECT TYPE 2 PIPE BEDDING WHERE REQUIRED FOR SOFT OR UNSTABLE FOUNDATION STEEL T-STYLE FENCE POST PAINTED - GREEN WITH AN OIL BASED PAINT AND A MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST TO MARK THE SERVICE STUB TO BE INSTALLED AT THE TIME OF SERVICE DEPTH OF COVER OVER - NSTALLATION (INCIDENTAL) TOP OF PIPE TO SUIT 4" OR 6" PVC 4" FIELD CONDITIONS MIN PIPE SHALL BE COMPLETELY ENTRENCHED AND SHALL HAVE CLASS " BEDDING E WHERE DIRECTED BY THE ENGINEER -- 6" SEE OINT DETAI BE OW MIN J L L R/W PLACE NEARLY HORIZONTAL FOR LOW 12 BASEMENTS AND SHALLOW SEWER AS DRAINAGE AND DIRECTED BY THE ENGINEER UTILITY EASEMENT TYPICAL SERVICE WHERE COVER OVER TOP OF SEWER IS 12' OR LESS 5 NOTES: PVC = POLY -VINYL CHLORIDE SDR 26 DEPTH OF COVER OVER TOP OF PIPE TO SUIT ALL SERVICE CONNECTIONS INCLUDING NECESSARY FIELD CONDITIONS BENDS AND SPECIAL FITTINGS SHALL BE PAID FOR AT THE CONTRACT UNIT PRICE BID PER LINEAR FOOT OF 4" OR 6". NO ADDITIONAL COMPENSATION SHALL BE ALLOWED FOR CONCRETE ENCASEMENT OR PIPE BEDDING. 4" OR 6" PVC 45'BEND WYE ELEV TO BE SET BY THE / ENGINEER - CONTRACTOR 4" TO VERIFY PRIOR TO BURY MI PIPE SHALL BE COMPLETELY ENTRENCHED AND SHALL HAVE CLASS "B" BEDDING WHERE DIRECTED BY THE ENGINEER CONCRETE ENCASEMENT (TYPICAL) SEE DETAIL BELOW FOR 6" CAULKING DISSIMILAR PIPES EP SEN MIN ; TYPICAL SERVICE WHERE COVER OVER ASTM C425-64 TYPE III OR ADAPTER RESILIENT TOP OF SEWER IS 12' OR MORE APPROVED EQUAL FOR DISSIMILAR PIPES CONCRETE ENCASEMENT (TYPICAL) PVC WYE VCP TO PVC FERNCO ENCASED IN CONCRETE SHALL BE REQUIRED WHEN CONNECTING TO EXISTING VCP SEWER MAIN (INCIDENTAL). DETAIL CONCRETE ENCASEMENT (TYPICAL) THRUST BLOCKING FOR CLEANING EQUIPMENT Standard Plate Library City of Monticello 4' 1 UNE 2' Title: Typical Service Connection Date: 03-05 Plate No. 3004 I GROUND p:? 7 J ww fi 2 w 4' z 0 INN STEEL T-STYLE FENCE POST PAINTED BLUE WITH AN OIL BASED PAINT AND MINIMUM 2" REFLECTORIZED TAPE (ENGINEER GRADE) AT THE TOP OF THE POST TO MARK CURB STOP. TO BE INSTALLED AT THE TIME OF CURB STOP INSTALLATION (INCIDENTAL) AS REQUIRED STREET 12' AS REQUIRED 4' CURB BOX WITH 1'— 1 1/4 ' STANDPIPE AND STATIONARY ROD 7'— 6" MIN COVER 1" CORP. COCK BRICK 1" COPPER 1" COPPER BRICK 4" X 8" X 2" WATERMAIN 4" X 6" X 2" CAP CURB STOP WITH BLANK SLUG (TYPICAL) NOTE: ATTACH SHUT OF ROD TO CURB STOP SEE SPEC. Standard Plate Library City of Monticello HYDRAFINDER FLAG Title: Typical Water Service Date: 03-05 Plate No. Revised:2006 03-15 WATER SERVICE DETIAL w z J w a 0 a 2 LAYERS OF POLY (4 mil) 3' DIAMETER BY 3' DEEP PIT UNDER HYDRANT FILLED WITH A MINIMUM OF 1 C.Y. OF 1 1-1/2" CLEAR STONE 1'- 0" OR 5' IN BACK OF CURB IF CONCRETE WALK OR BITUMINOUS PATH ARE PRESENT WATEROUS MODEL 67 HYDRANT YELLOW OUT OF ORDER TAG TO BE INSTALLED ON PUMPER CONN. AFTER BACK -FILL Q BREAKOFF FLANGE EXISTING OR FUTURE STREET 1" TO 2" MAXIMUM CURB OR GUTTER LINE ABOVE BURY LINE (FINISHED GRADE) FINISHED GRADE 4_ VALVE BOX AS WATERMAIN SPECIFIED 'Ti" TO z" z 0 > 2'- 6" AS REQUIRED 10' 1/4 STEEL VALVE BOX ADAPTOR WITH PROTECTIVE COATING AS MANUFACTURED BY ADAPTOR INC. OR APPROVED EQUAL MEGALUG GATE VALVE TEE THRUST MEGALUG BLOCKING BEHIND BLOCKING THRUST HYDRANT PRECAST CONCRETE BASE BELOW GATE VALVE BLOCKING AS SPECIFIED (15"x 15"x 4") BEHIND TEE Standard Plate Library City of Monticello Title: Typical Hydrant Installation Date: 03-05 Plate No. Revised:03-17 2001 Cushing Terrell. O J J uj V O O N W W Z 0 LV 0 O ry a- W w 04 LO 0^ Q Q U) zUJI w � CZ G Ow V z (� W J Z < Lu m 0ti J 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 LA O THE STATE OF MINNESOTA. RONALD D. ISACKSON JR. DATE: 08/30/2024 LICENSE NO: 61124 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MIRANDA DRAWN BY I MIRANDA REVIEWED BY ISACKSON REVISIONS SANITARY SERVICE DETAIL 8/30/2024 12:48 PM L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Civil\Sheets\LSMN_23MNTCLO_C403.dwg SANITARY CLEANOUT DETAIL FIRE HYDRANT DETAIL CIVIL DETAILS C403 GENERAL NOTES: A. VERIFY EXISTING CONDITIONS AND LOCATE ALL EXISTING UTILITIES INCLUDING ANY THAT MAY NOT BE INDICATED ON THIS PLAN. NOTIFY LANDSCAPE ARCHITECT OF ANY DISCREPANCIES. B. PROTECT ALL EXISTING IMPROVEMENTS TO REMAIN AND REPAIR BACK TO ORIGINAL CONDITION AT CONTRACTOR'S EXPENSE IF DAMAGE OCCURS RESULTANT FROM CONTRACTOR'S OPERATIONS OR NEGLIGENCE. C. PROVIDE ALL DEMOLITION INCIDENTAL TO OR REQUIRED FOR NEW CONSTRUCTION WHETHER OR NOT IT IS SPECIFICALLY NOTED. D. DO NOT SCALE DRAWINGS. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO BEGINNING WORK. START OF WORK CONSTITUTES ACCEPTANCE OF CONDITIONS. E. CHANGES OR DEVIATIONS FROM THE DRAWINGS MADE WITHOUT THE WRITTEN CONSENT OF THE LANDSCAPE ARCHITECT AND/OR AN APPROVED CHANGE ORDER WILL BE CONSIDERED UNAUTHORIZED. COORDINATE NECESSARY MODIFICATIONS WITH ARCHITECT PRIOR TO EXECUTING CONSTRUCTION. SEE SPECIFICATIONS FOR CONTRACT MODIFICATION PROCEDURES AND AS -BUILT REQUIREMENTS. F. REVIEW ALL DISCIPLINE DRAWINGS AND COORDINATE WITH GENERAL CONTRACTOR AND ALL TRADE CONTRACTORS FOR WORK SHOWN ON LANDSCAPE DRAWINGS AND SPECIFICATIONS. G. NOTIFY LANDSCAPE ARCHITECT AND OWNER IN WRITING OF ANY EXPECTED DISRUPTIONS IN SERVICE OR CHANGES IN CONSTRUCTION SCHEDULE AND OBTAIN WRITTEN PERMISSION AS SPECIFIED. H. IN THE EVENT OF ANY DISCREPANCIES, NOTIFY THE LANDSCAPE ARCHITECT IMMEDIATELY. I. NO SUBSTITUTIONS WILL BE ALLOWED WITHOUT WRITTEN CONSENT FROM THE LANDSCAPE ARCHITECT. J. PROVIDE ALL COMPONENTS AND ACCESSORIES FOR A COMPLETE AND FINISHED INSTALLATION FOR PRODUCTS SHOWN ON THE DRAWING SHEETS. K. THE PROJECT MANUAL SPECIFICATIONS ARE AN INTEGRAL PART OF THESE DOCUMENTS. REVIEW ALL PROJECT INFORMATION. L. ELECTRONIC FILES FOR LAYOUT AVAILABLE UPON WRITTEN REQUEST. M. NOTIFY LANDSCAPE ARCHITECT IN WRITING 7 DAYS PRIOR TO SCHEDULE INSPECTIONS. N. DURING ALL INSTALLATION, KEEP ADJACENT PAVING, CONSTRUCTION AREAS, AND WORK AREAS CLEAN AND IN ORDERLY CONDITION. PROTECT ALL STRUCTURES, UTILITIES, AND SITE IMPROVEMENTS, INCLUDING PLANT AND IRRIGATION MATERIALS FROM DAMAGE DUE TO LANDSCAPE OPERATIONS OR ACTIVITIES BY OTHER CONTRACTORS AND TRADES. MAINTAIN PROTECTION DURING INSTALLATION AND MAINTENANCE PERIODS. TREAT, REPAIR, OR REPLACE ANY DAMAGED IMPROVEMENTS, INCLUDING PLANTINGS OR IRRIGATION EQUIPMENT. DEMOLITION NOTES: A. SEE CIVIL FOR ALL SITE DEMOLITION, INCLUDING TREE REMOVAL AND TOPSOIL STOCKPILE. B. REMOVE EXISTING GROUNDCOVER AND PLANTINGS IN UNDISTURBED AREAS PROPOSED FOR NEW GROUNDCOVER AND PLANTINGS. SEE SPECIFICATIONS FOR SOIL AMENDMENTS. PLANTING NOTES: 1. GENERAL NOTES APPLY. 2. SEE SPECIFICATIONS 32 9113 SOIL PREPARATION AND 32 9300 PLANTS. 3. EVALUATE EXISTING SITE CONDITIONS AND REMEDY AS REQUIRED TO PROVIDE FOR HEALTHY PLANT GROWTH AND MITIGATE UNSIGHTLY CONDITIONS. 4. RE -GRADE, PREPARE SOIL AND PLANT ALL AREAS DISTURBED BY CONSTRUCTION ACTIVITY. PLANT PER PLANTING PLAN. FOR DISTURBANCES BEYOND PLAN, MATCH EXISTING PLANTS AND ACCESSORIES. A DISTURBED AREA SHALL BE WHERE CONSTRUCTION ACTIVITIES INCLUDING TRENCHING, DEMOLITION, EARTHWORK, MATERIAL STORAGE, STAGING AND PARKING OR ANY OTHER FORM OF EXCAVATION, COMPACTION, OR TRAFFIC RESULTS IN THE REMOVAL OR DISPLACEMENT OF EXISTING GROUNDCOVER OR GRADE. PROVIDE SMOOTH AND CLEAN TRANSITION BETWEEN EXISTING AND DISTURBANCES. IRRIGATION DISTURBANCE AREAS ARE CONCEPTUAL, COORDINATE ACTUAL. 5. PERFORM SOIL SAMPLING AND TESTING AS SPECIFIED. 6. PREPARE SUBGRADE AND PLACE SOIL PER SPECIFICATION 329113 'SOIL PREPARATION' FOR PLANTING SOIL. COORDINATE TOPSOIL INSTALLATION WITH OTHER TRADES. IF SUBSOIL CONDITIONS SHOW EVIDENCE OF UNEXPECTED WATER SEEPAGE OR RETENTION NOTIFY LANDSCAPE ARCHITECT IMMEDIATELY AND MITIGATE AS REQUIRED. 7. AMEND PLANTING SOIL AS SPECIFIED. SEE SPEC 329113 SOIL PREPARATION. FOR COMPACTED AREAS (PREVIOUSLY PAVED/HARDPAN AREAS), SCARIFY SOILS AS SPECIFIED AND MODIFY PLANTING PIT AS SPECIFIED & DETAILED. 8. ALL PLANT MATERIAL SHALL RECEIVE AN ADEQUATE AMOUNT OF WATER TO MEET ITS WATERING REQUIREMENTS AND SHALL BE SUPPLIED BY AN AUTOMATIC UNDERGROUND IRRIGATION SYSTEM. SEE SPEC 328400 PLANTING IRRIGATION AND IRRIGATION PLAN. 9. PRIOR TO PLANTING, IRRIGATION SYSTEM SHALL BE FULLY OPERATIONAL AND PLANTING AREAS SHALL BE HAVE APPROPRIATE MOISTURE FOR INSTALLING PLANTS. 10. INSTALL PLANTINGS AND ACCESSORIES AS DETAILED AND PER PROJECT MANUAL SPECIFICATIONS. 11. IF THE STORE OPENING DATE DOES NOT ALLOW FOR PLANTING TO BE INSTALLED IN AN ALLOWABLE SEASON (PER SPECIFICATIONS) THAT ENSURES SURVIVABILITY AND A CLEAN -LOOKING PRODUCT THROUGH THE WINTER MONTHS A SACRIFICIAL MULCH (PRODUCT AS AGREED UPON WITH THE OWNER'S REPRESENTATIVE) OVER A WEED BARRIER (PER SPECIFICATIONS) SHALL BE INSTALLED UNTIL THE APPROVED LANDSCAPE PLAN CAN BE INSTALLED THE FOLLOWING SEASON. 12. MAINTAIN PLANTS AS SPECIFIED. TREE, SHRUB, & PERENNIAL: 1. ALL PLANT MATERIAL SHALL BE INSTALLED AS DETAILED AND SPECIFIED AND CONFORM TO THE CURRENT AMERICAN NURSERY AND LANDSCAPE ASSOCIATION STANDARD FOR NURSERY STOCK. 2. CONTRACTOR SHALL VERIFY ALL PLANT QUANTITIES. THE ILLUSTRATED LOCATION SHALL DICTATE COUNT. 3. NO PLANT SUBSTITUTIONS WILL BE ALLOWED WITHOUT WRITTEN CONSENT FROM THE LANDSCAPE ARCHITECT. 4. WARRANTY PLANT MATERIAL AS SPECIFIED. MULCH NOTES: 1. ALL LANDSCAPE BEDS WITH CONTAINER PLANTS ARE TO RECEIVE MULCH AS SPECIFIED. MODIFY FINISH GRADE ADJACENT TO WALKING SURFACES TO PREVENT MULCH FROM MIGRATING OR WASHING ONTO SUCH SURFACES DURING RAIN EVENTS. 2. SUBMIT SAMPLE OF MULCH TO LANDSCAPE ARCHITECT FOR REVIEW PRIOR TO INSTALLATION. 3. EDGING LOCATION AS NOTED ON DRAWINGS AND DETAILS. MONTICELLO, MN LANDSCAPE CODE REQUIREMENTS REFERENCE CALCULATIONS AND REQUIREMENTS PROVIDED? PLANTING STANDARDS: N/A YES, SEE PLANTING SCHEDULE 2" MIN. FOR DECIDUOUS CANOPY OR SHADE TREES 6' HEIGHT MIN. FOR EVERGREEN CANOPY TREES UNDERSTORY OR ORNAMENTAL TREES SHALL HAVE A CALIPER OF ONE -AND -ONE HALF INCHES DECIDUOUS OR EVERGREEN SHRUBS SHALL BE UPRIGHT IN NATURE AND BE A MINIMUM OF 24 INCHES IN HEIGHT LANDSCAPE REQUIREMENTS: TOTAL SITE ACREAGE: 1.79 AC YES 15 CANOPY TREES PROVIDED OFFICE & COMMERCIAL USES: 16/2 = 8 CANOPY TREES PER ACRE 7 RIVER BIRCH 16.0 ACI* OF CANOPY TREES (INCLUDING AT 8 KENTUCKY COFFEETREE LEAST 3 EVERGREEN TREES) PER ACRE + AT 1.79 x 8 = 14.32 = 15 6 EVERGREEN TREES PROVIDED LEAST 2 SHRUBS PER EACH 10 FEET OF BUILDING 25 SHRUBS PROVIDED PERIMETER, OR AS MAY BE OTHERWISE 15 TOTAL CANOPY TREES AND 6 SPECIFIED IN THE ZONING DISTRICT EVERGREEN TREES REQUIRED *ACI - AGGREGATE CALIBER INCHES BUILDING PERIMETER LF: 483' TO CURTAIL THE SPREAD OF DISEASE OR INSECT 483/10 - 48.3 INFESTATION IN A PLANT SPECIES, NEW TREE PLANTINGS SHALL COMPLY WITH THE 48.3/2 - 24.15 = 25 FOLLOWING STANDARDS: WHEN FEWER THAN 20 TREES ARE REQUIRED 25 SHRUBS REQUIRED ON A SITE, AT LEAST TWO DIFFERENT SPECIES SHALL BE UTILIZED, IN ROUGHLY EQUAL PROPORTIONS. VEHICULAR USE AREA LANDSCAPING: SEE CIVIL FOR ISLAND SIZES AND YES, LANDSCAPE ISLANDS MEET PARKING COUNTS MINIMUM SF REQUIREMENT ALL VEHICULAR USE AREAS SHALL INCLUDE LANDSCAPING BOTH WITHIN THE INTERIOR OF ALL ISLANDS MEET 180 SF 4 PARKING ISLAND TREES THE VEHICULAR USE AREA AND AROUND ITS REQUIREMENT PROVIDED PERIMETER, AS A MEANS OF MITIGATING THE PARKING AREA'S MICROCLIMATE AND VISUAL 4 ISLANDS = 720 SF CREEPING JUNIPER SF: 29 SF IMPACTS. VEHICULAR USE AREA LANDSCAPING, INCLUDING PERIMETER VEHICULAR USE AREAS, 1 TREE PER 180 SF TWO SHRUBS IN EACH ISLAND MAY BE COUNTED TOWARD OVERALL SITE PROVIDING 58 SF COVERAGE PER LANDSCAPING REQUIREMENTS. 720/180 = 4 TREES ISLAND ISLANDS SHALL BE A MINIMUM SIZE OF 180 SF 4 PARKING ISLAND TREES WHEN ADJACENT TO SINGLE LOADED PARKING REQUIRED SPACES, AND A MINIMUN SIZE OF 360 SF WHEN ADJACENT TO DOUBLE LOADED PARKING 180 x 0.25 = 45 AREAS. MINIMUM 45 SF SHRUB FOR COMMERCIAL, THE MAXIMUM NUMBER OF COVERAGE REQUIRED PER ISLAND PARKING SPACES BETWEEN LANDSCAPED ISLANDS SHALL BE 24. EACH INTERIOR PLANTING ISLAND SHALL CONTAIN AT LEAST ONE CANOPY OR UNDERSTORY TREE PER EVERY 180 SQUARE FEET, OR PORTION THEREOF, OF THE TOTAL LANDSCAPE ISLAND AREA. SHRUBS SHALL BE PLANTED WITHIN LANDSCAPING ISLANDS AT A MINIMUM RATE NECESSARY TO ENSURE THAT AT LEAST 25% OF THE TOTAL LAND AREA OCCUPIED BY LANDSCAPING ISLANDS IS PLANTED WITH SHRUBS. PERIMETER VEHICULAR USE AREA LANDSCAPE STRIP LF: 137 YES, 4 TREES PROVIDED LANDSCAPING: MINIMUM 8 ACI = MINIMUM 4 MINIMUM WIDTH: TREES WHEN A VEHICULAR USE AREA IS LOCATED WITHIN 50 FEET OF A STREET RIGHT-OF-WAY, THE PERIMETER LANDSCAPING SHALL BE LOCATED WITHIN A PLANTING STRIP AT LEAST SIX FEET WIDE. IN ALL OTHER INSTANCES, THE STRIP SHALL BE THE MINIMUM WIDTH NECESSARY TO ASSURE REQUIRED LANDSCAPING IS NOT DAMAGED BY VEHICLES OR OTHER ON -SITE ACTIVITY. IN NO INSTANCE SHALL THE STRIP BE LESS THAN THREE FEET WIDE. REQUIRED MATERIALS: EACH PERIMETER LANDSCAPING STRIP SHALL INCLUDE AT LEAST EIGHT AGGREGATE CALIPER INCHES (ACI) OF CANOPY TREES PER 100 LINEAR FEET OF LANDSCAPING STRIP, AND THE REMAINING GROUND SHALL BE LANDSCAPED (SOD, MULCH, ETC). SCREENING STANDARDS: N/A YES, ALONG WITH ALUMINUM FENCING, EVERGREEN SHRUBS IN ADDITION TO THE OTHER FORMS OF HAVE BEEN PLANTED FOR REQUIRED LANDSCAPING, SCREENING SHALL BE ADDITIONAL SCREENING IN TRASH REQUIRED TO CONCEAL SPECIFIC AREAS OF ENCLOSURE AREA HIGH VISUAL OR AUDITORY IMPACT OR HAZARDOUS AREAS FROM OFF -SITE VIEWS. TRANSFORMER HAS ALSO BEEN SUCH AREAS SHALL BE SCREENED AT ALL TIMES, SCREENED TO MINIMUM 90% UNLESS OTHERWISE SPECIFIED, REGARDLESS OF OPACITY ADJACENT USES, DISTRICTS, OR OTHER PROXIMATE LANDSCAPING MATERIAL. VEGETATIVER MATERIALS THAT CAN PROVIDE A 90% OPACITY YEAR-ROUND SCREEN OR A MINIMUM 6' SCREEN FENCE Cushing Terrell. -:is,# -7, - ry-rim C') N N w a_ O O a_ 00% J J W U H Z O 0� W H Z W u W DC H m a U U) Lu J VAR IE� Q� LICENSED � 2 PROFESSIONAL • LAN SCAPE • = AR�yIITE zz j •• 54845 ••G,C1 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MARQUIS DRAWN BY I MARQUIS REVIEWED BY I HANSEN REVISIONS LANDSCAPE NOTES 08.29.24 12:37 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\LandArch\LSMN_23MNTCLO_L300.dwg L300 7 , EXISTING BILLBOARD. PROTECT IN PLACE. CONIFEROUS 2 TREE PLANTING, L501 \ J TYP. O 0 2 co F�SFMFiN� ) \ I DEEE PLANT°INGUS TTYP. 1 L501 RsT \ F94 LIGHTING, SEE \ ELECTRICAL, TYP. OJ (1)BR p � (7) TC Q� (6) AC 0- \ pR Q (2) GKTye PLANTING 4 TRANSFORMER, oL . \i��gRy LAYOUT, TYP. L501 SEE ELECTRICAL m (2) BR (10) T` d (2) JH \ d d d' O d ° PLANTING BED, LLLyyy ROCK MULCH, OPP, ° °. d a ° ° ° ... d.. ° ° Z TYP. s� Mp�o ° . ; a ° \. ..d.. m ` ' Qd ° d DUMPSTER 4S `� d ° d °•r d a d ENCLOSURE, SEE ° COv s ARCH F,q MO ROoM, a / wa M w SFMFN'�RFq S�<Fs L R�NoUSF ` d d EXTERNAL BULLPEN, SEE ARCH (2) GK o scy d \/ � (9) CR d w � ( ° d ' 0 0 �yCyo /��,F a �►�R ®�'°� �_ / (2) BR O s �99 LANDSCAPE EDGING, TYP. L501 YN O - a / \ , 4. (4) GK UNDERGROUND / / \ O L UTILITIES, SEE / y� CIVIL, TYP. ° <v -%po rid (2) BR FAlS4 SHRUB PLANTING, 3 TYP. L501 / �� / / SNOT Co w Tye sS \ �► \ \ h lr) ° �° \ s / / a d \ \ 0 10 20 40 PLANTING PLAN SCALE: 1" = 20' NORTH PLANTING LEGEND TURF -SOD, SPRAY IRRIGATION -1 1/2" MINERAL MULCH, SEE SPECIFICATIONS EDGING - STEEL, SEE SPECIFICATIONS DECIDUOUS TREE PLANTING, SEE SPECIFICATIONS CONIFEROUS TREE PLANTING SEE SPECIFICATIONS O SHRUB PLANTING, SEE SPECIFICATIONS PLANT SCHEDULE CODE QTY BOTANICAL NAME 6MMONNAME �INSTALLSIZE PKG. �MATURESIZE CONIFEROUS TREES AC 16 1 ABIES CONCOLOR I WHITE FIR 6- HT IB&B 40-50-H X 20-25-W DECIDUOUS TREES BR 7 BETULA NIGRA RIVER BIRCH 2" CAL. B&B 45-55'H X 30-35'W GK 18 1 GYMNOCLADUS DIOICUS KENTUCKY COFFEETREE 2" CAL. IB&B 50-70- H X 35' W SHRUBS CR 19 CLETHRA ALNIFOLIA'RUBY SPICE' RUBY SPICE SUMMERSWEET 1 GAL. POT 4-6'H X 3-4'W JH 6 1 JUNIPERUS HORIZONTALIS CREEPING JUNIPER 1 GAL. POT 2-3' H X 5-8' W TC 117 1 TAXI S CUSPIDATA'COLUMNARIS' UPRIGHT JAPANESE YEW 1 GAL. POT 10-15' H X 10-15' W Cushing TerrellanafintowlelIxIm z n O J J Lu V F Z 0 co N N Lu Z O LV o O n� 1..� Lu i N � � V) O F Q J co ` ` v^ Q a J z I11 z I�..I.J T ow V z (� J W J z Q W m 0ti J \��O MAR I F �- Q� LICENSED � 2 PROFESSIONAL • LAN4SCAPE • ATE • 54845 ••G,C• 08.s0.2024 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MARQUIS DRAWN BY I MARQUIS REVIEWED BY HANSEN REVISIONS PLANTING PLAN 08.29.24 12:37 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\LandArch\LSMN_23MNTCLO_L301.dwg L301 c c c ROOT FLARE TREE TIE, TYP. -SEE PLANTING NOTES STAKE, TYP. -SEE PLANTING NOTES TEMPORARY WATER SAUCER MULCH AS SPECIFIED WEED BARRIER FABRIC IF APPLICABLE AND AS SPECIFIED FINISH GRADE EDGING AS NOTED PLANTING SOIL AS SPECIFIED PLACE ROOT BALL ON RAISED RING OF UNDISTURBED NATIVE SOIL DECIDUOUS TREE PLANTING NOTES: 1. SEE PLANTING GENERAL NOTES FOR MORE INFORMATION. 2. REMOVE ALL TWINE, STRING, AND WIRE FROM ROOTBALL. REMOVE BURLAP FROM TOP THIRD OF ROOTBALL. 3. THE ROOT FLARE OF ALL TREES SHALL BE LEVEL WITH OR UP TO 1" ABOVE GRADE. 4. ALL TREES SHALL BE INSTALLED WITH A TEMPORARY SAUCER OF RAISED SOIL AT THE EDGE OF ROOT BALL TO CONTAIN WATER. REMOVE OR BREACH WATER SAUCER BEFORE WINTER. 5. PULL MULCH AWAY FROM TRUNK A MINIMUM OF 6". 6. PROVIDE A T-6" MINIMUM MULCH RADIUS AROUND TREES IN GRASS AREAS. 1 /4" = V-0" 0 v 0 CV 01 ROOT FLARE TREE TIE, TYP. -SEE PLANTING NOTES STAKE, TYP. -SEE PLANTING NOTES TEMPORARY WATER SAUCER MULCH AS SPECIFIED WEED BARRIER FABRIC IF APPLICABLE AND AS SPECIFIED FINISH GRADE EDGING AS SPECIFIED PLANTING SOIL AS SPECIFIED PLACE ROOT BALL ON RAISED RING OF UNDISTURBED NATIVE SOIL CONIFEROUS TREE PLANTING 0 0 PLANTING LAYOUT NOTES: 1. SEE PLANTING GENERAL NOTES FOR MORE INFORMATION. 2. REMOVE ALL TWINE, STRING, AND WIRE FROM ROOTBALL. REMOVE BURLAP FROM TOP THIRD OF ROOTBALL. 3. THE ROOT FLARE OF ALL TREES SHALL BE LEVEL WITH OR UP TO 1" ABOVE GRADE. 6. ALL TREES SHALL BE INSTALLED WITH A TEMPORARY SAUCER OF RAISED SOIL AT THE EDGE OF ROOT BALL TO CONTAIN WATER. REMOVE OR BREACH WATER SAUCER BEFORE WINTER. 7. PULL MULCH AWAY FROM TRUNK A MINIMUM OF 6". 8. PROVIDE A T-6" MINIMUM MULCH RADIUS AROUND TREES IN GRASS AREAS. 9. TREE STAKES MAY BE INSTALLED AT 45' ANGLE. 1/4" = 1'-0" PLANT MATERIAL, TYP. EDGING AS SPECIFIED OUTSIDE ROW OF PLANT MATERIAL SHALL FOLLOW BED EDGE -SEE PLANTING PLAN. SPACING SHALL NOT EXCEED X. X = PLANT SPACING SEE PLANTING SCHEDULE FOR SPACING REQUIREMENTS Y = SPACING BETWEEN ROWS MULTIPLY X VALUE BY 0.86 OR 87% 1 /2"=1 '-0" ROOT FLARE j TEMPORARY WATER SAUCER AS SPECIFIED MULCH AS SPECIFIED �WEED BARRIER FABRIC IF APPLICABLE AND AS SPECIFIED FINISH GRADE WIDTH = 2X DIA. OF ROOTBALL DEPTH = HEIGHT OF ROOTBAL�, SHRUB PLANTING :11Big] l0[e1_VY.yu*o]IaI:I PLANTING SOIL AS SPECIFIED PLACE ROOT BALL ON RAISED RING OF UNDISTURBED NATIVE SOIL LANDSCAPE EDGING NOTES: 1. SEE PLANTING GENERAL NOTES FOR MORE INFORMATION. 2. REMOVE ALL ROOT CONTAINMENT MATERIALS FROM ROOTBALL. 3. THE ROOT FLARE OF ALL SHRUBS SHALL BE LEVEL WITH OR UP TO 1" ABOVE GRADE. 6. ALL SHRUBS SHALL BE INSTALLED WITH A TEMPORARY SAUCER OF RAISED SOIL AT THE EDGE OF ROOT BALL TO CONTAIN WATER. REMOVE OR BREACH WATER SAUCER BEFORE WINTER. 7. PULL MULCH AWAY FROM ROOT FLARE 3". LANDSCAPE EDGING AS NOTED TAPER PLANTING SOIL AT EDGE TO KEEP 1 1/2" BELOW FINISH GRADE MULCH AS SPECIFIED WEED BARRIER FABRIC IF APPLICABLE AND AS SPECIFIED FINISH GRADE DEPTH AS SPECIFIED FABRIC STAPLES AS SPECIFIED PLANTING SOIL AS SPECIFIED UNDISTURBED NATIVE SOIL 1 "=1'-0" 1 "=1'-0" Cushing Terrell. O J J uu c� z O (y) CN N Lu a >- Z O LV o O ry a- W i w N r co o F Q co J_ OLLI Q Q z W r O Q V Jw Jz W J U >- z Q W m 0ti J �,\0 VAR / E Q� LICENSED � 2 PROFESSIONAL • LAN SCAPE • = AR�yIITE zz • /d//rJ/A� j •• 54845 ••G,C1 /��777��11I I I 1111 \\\�\08.30.2024 © 2024 1 ALL RIGHTS RESERVED ENTITLEMENT SUBMITTAL 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I MARQUIS DRAWN BY I MARQUIS REVIEWED BY I HANSEN REVISIONS PLANTING DETAILS 08.27.24 09:09 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\LandArch\LSMN_23MNTCLO_L-501.dwg L501 GENERALNOTES +0.1 +0> +0.1 +0. / 0.0 +0 1/ +0.1 +0.0 +0. +0.1 .0 +0.0 / +0.1 +0.1 +0.0 /+ +0.1 +0.2 /0.0/ +0.0 / +0.1 +0.3 +0.4 / / 0 / �0.3 +0.6 +1.1 / +0.0 0.1 0.4 0.9 / / +0.0 0. / 0.2 0.6 1.5 4.6 / / / +0.1 0.1 +0.2 +0.6 +3.8 / / / / +0.1 _Vl.1 +0.1 +0.2 +0.4 +0.5 +1.1 / / / / 0.1 2 +0.2 +0.3 +0. +0.3 +0.3 0.1 0:1 +0.2 +0.3 +0.4 / +0.4 0.4 0.1 / 2 0.3 0.4 +0.6/ +0.7 +0.7 +0. / +0.0 +00 0.2 +0.4 +0.6 / / 0.8 1.0 +1.2 +1.2 / / +0.0 j +0.2 +0.4 �\< +0. 1.0 1.3 /+1.6 ` 1.7 / / /3F / / ELECTRICAL SITE PLAN +0.0 \ \ \ \ \ \ +0.0 0 +0.0 .0 0.0 \ \ \ \ +0.1 0.2 2 +0.0 +0.0 \ + .2 +0.3 0.5 0.7 +0.8 +� +0.1 +0.1 \ \ 4Q �� \ f 4 0.7 1.0 +1.4 +1.6 +1.5 +' .8 \ +0.4 +0.2 + \ PROPOSED LOCATION FOR \ NEW/UTILITY TRANSFORMER \ \ +0.3 0.5 0.7 1.0 .4 +1.6 +1.5 1.7 +1.4` \ +0.4 +0.1 /0.3 / 0.5 0.7 1.0 O 1.7 2.0 2.0 1.6 1. 1.6 1.6_-,_+0.5 0.3 \ // 0.3 , 0.4 1.1 1.8 .9 .8 .7 .6 3 1.1 0.8 0.5 0.1 0.1 \ I � \ +0.5 +0.7 0.4 1.0 +1.2 +1.4 +1.6 +1.6 1.4 +1.3 +1.3 +1.3 3 +1.3 \ � -,4 0.\ +0.2 +0.2 0 1 \ \ \ +0.5 0.8 019 0.9 +0.9 +1.0 +1.2 +1.2 +1.2 +1.4 .8 .8 .7 .8 +1.7 \ \ `�1.1 1.3 0.1 ` 0 \ \ + + \ +0.7 1.5 .4 1.1 +0.9 +1.0 +1.0 +0.8 +0.9 +1.5 +3.6 +3.3 +2.7 +2.1 +1.8 +1.4 + . +1.6 \ \ +L16 \ +0.1 +0.0 \ \ \ 1 � \ 1.4 4.1 , 3.7 2.1 1.2 11.4 +1.8 +1.2 0.5 +2.2 +11.7 +10.4 +a.0 +2.3 + .0 .2 .8 +1.6 +1.0 +0:4� +0.1 +0.0 + \ \ 1 W1 \ 2. 9.9 1 9.5 3.3 1.2 1.9 2 .2 / 13.1 2.6 1.5 1.7 1.9 1.8 1.7 1.5 1.1 0.4 \ 0'f 0.0 0.0 \ \ + I 600A 208V/120 3-PHASE, + + + + + + + + + + ' + + + x + \ I \ F---- E 4-WIRE FUSED, NEMA 3R O W1 1 SERVICE RATED DISCONN / / 5° 2.0 1.1 2.7 12.7 1.0 1.1 1.4 1.5 0.9 \/D:7, .4 0. 0.1 O.IT�� 0 \� \ T (AR I +8.6 7 .3 + .2 / \ \ \ / +1.8 1.3 +1.1 +1.0 +1. 0.9 +0.7 / + .5 +0.4 +0 \ / +0.1 0.0 A. PHOTOMETRIC CALCULATIONS DO NOT INCLUDE CONTRIBUTION FROM STREET LIGHTING OR LIGHTING FROM ADJACENT PROPERTY. B. ALL FIXTURES SHALL BE FULL CUT-OFF AND MOUNTED IN FULL CUT-OFF POSITION; ALL SITE POLES SHALL BE ROUND AND PAINTED IN A DARK, NON -REFLECTIVE COLOR. LEGEND 0-0 POLE MOUNTED LIGHT FO WALL MOUNTED LIGHT SITE LIGHTING SCHEDULE FIXTURE MOUNTING LAMP TYPE DESCRIPTION MANUFACTURER CATALOG NUMBER NOTES VOLTS LUMENS WATTS TYPE HEIGHT TYPE D3E 5.25" WET LOCATION RECESSED DOWNLIGHT WITH REMOTE PANOS PANOS 2 120 2,143 11 RECESSEC 12' LED, 4000K EMERGENCY BATTERY D-N-150-R-L-1 1W-940-CS-W-FE-150DL-R-11 W-DA-1 / BODINE BSL17C2T1U S1 LED POLE MOUNTED FIXTURE, SINGLE HEAD, TYPE 3 DISTRIBUTION MCGRAW-EDISON GLEON-SA2B-740-2-T3-BZ-FF-HSS-MS/DIM-L40W 1, 2, 3 208 11,610 85 POLE 25' LED, 4000K WITH, MOTION SENSOR CONTROLLED DIMMING AND HOUSE SIDE SHIELD. S-POLE ROUND TAPERED STEEL POLE, DARK BRONZE, 25MOUNTING HEIGHT MCGRAW-EDISON RTS7A25S-F-N-1-X-G 1,4 LED WALL MOUNTED FIXTURE, FULL CUTOFF, DARK BRONZE FINISH W1/W1E PHOTOCELL AND MOTION SENSOR CONTROLLED DIMMING. MCGRAW-EDISON XTOR6B-W-BZ-MS/DIM-L20-CBP 1,2 120-277 6,038 58 WALL 14' LED, 4000K PROVIDE BATTERY PACK FOR W1 E FIXTURES NOTES: 1. COLOR SHALL BE DARK BRONZE, VERIFY FIXTURES AND POLES HAVE MATCHING FINISH. 2. FIXTURE SHALL BE CONTROLLED BY PROGRAMMABLE LIGHTING PANEL TO DISABLE OPERATION BETWEEN 11:00 PM AND 6:00 AM OR AS REQUIRED BY AHJ. 3. INSTALL FIXTURE HEAD WITH 0' TILT TO PROVIDE FULL -CUTOFF DISTRIBUTION (NO LIGHT OUTPUT EMITTED ABOVE 90 DEGREES AT ANY LATERAL ANGLE AROUND THE FIXTURE). 4. COORDINATE OVERALL POLE LENGTH WITH FACTORY TO PROVIDE 25' FIXTURE MOUNTING HEIGHT INCLUDING CONCRETE BASE. PROVIDE POLE MFR'S RECOMMENDED ANCHOR BOLTS. PHOTOMETRIC STATISTICS - ILLUMINANCE IN FOOT-CANDLES DESCRIPTION SYMBOL AVG MAX MIN AVG/MIN 'ARKING LOT + 1.7 fc 13.1 fc 0.0 fc N / A FIXTURE (SEE SCHEDULE) POLE (SEE SCHEDULE) #12 (MIN) TO FIXTURE HEAD(S) IN -LINE FUSE - - EACH PHASE SPLICE CONDUCTORS - PER PLAN HANDHOLE ATTACH TO POLE GROUND LUG BASE COVER TO MATCH POLE - 3/4" CHAMFER SACK FINISH - zo N PACK GROUT TIGHTLY BETWEEN POLE BASE PLATE AND CONCRETE BASE, PROVIDE TOOLED FINISH AT EDGE OF BASE PLATE 2. o Fg .' �� ' , 1.0 0.3 0.1 0.1 ♦ #6 BARE ° + �E_ ,q ® + + + + \ ® BOND TO REBAR \\\� cV +1.3 +1.4 3.0 + \ 1 / + +0.8 +0.4 +0.2 +0.1 +0.0 CURB 12 - FINISHED SURFACE +1.7 +1.9 +2.6 +4.6 5.5 2.6 \ 1. +7.2 +2.6 +1.0 +0.4 I - E /' ` ' / 1.8 +1.6 +1.7 +2.1 +2.4 +3.1 7.5 11 3. +9.7 +8.5 +2.9 +1.0 +0.4 +0.1 ANCHOR BOLTS 1 \ r FURNISHED WITH POLE 1 a - " \ CONDUIT PER PLAN Ik : I 1.7 1.6 1.3 1.3 1.5 + + + + + + 2.0 2.6 3.6 3 0.8 \ 1 3.3 3.7 1.7 0.6 0 + + + + + + + 1 + + / ♦ + -- F` 1.0 d 4 1.3 1.2 1.1 1.1 1.3 1.8 2.3 2.8 4.0 \ 5 a 0.8 1.2 0.9 0.5 0.2 /N 6 #6 REBARS VERTICAL WITH # I `' •Q :` o 4 REBARS 12" O.C. HORIZONTAL I ` 0.1 ......2.2.2....... + +04 09 11 13 16 19 + + + + + +2 +5 +4 15 04 + + ' + ' + +04 +05 +04 +0 ' 1 / ROUND POURED CONCRETE /6 ♦♦ ♦/ BASE 0.0 +0.�' - \ +0.2 +0.4 1.3 1.7 1.7 +2.1 +2.2 +2.0 +1.6 +1.2 +0.8 +0.5 +0.4 +0.3 +0.2 +0.1 / \ +0.0 ++0.0 +0.0 `_ \ _�0.2 +0.6 + +1.7 +1.4 +1.7 +1.8 +1.6 +1.3 +0.9 +0.6 0.4 0.3 +0. 0 /N +01 +0.0 + \\+0.0 +0.0 ��� 0., +0.7 +S 1.7 1.6 .5 +1.3 +0.9 0.6 0.4 0.2 0., ,' ,' f� POLE LIGHT DETAIL \ \s \ / wm \ \ \ 0.i \ 0.0 \ 0.0 0.1 �`- 0.3 0.5 1. 1.1 0.8 0.5 0.3 0.2 0. / wm \ \ \ \ / 1 \ 0.0 ss \ - 0.0 +0. \ 0.0 +0.1 +.Q.1 + .3 0.5 +0.4 0.2 .1 / '♦ n \ \ +0.0 \+\0 +0.0 ` .0 0 +0.1 +0.1 +0.1 t0. / ° 1 ° \ \ w +0.0 +'0. +0.0 +0.0 +0:0. / .0 a m \ +0.0 + 0- +0.0 0 Q 0 10 20 40 NORTH SCALE: 1 = 20' Cushing Terrell. 0' F„ `f lF� �l1 E• - z 0 J J Lu V O co CN N Lu Z O LV 0 O n� I..L Lu (00 N � � Q J o ` `^ Q a vJ W w z C O W z Cl) J W J U >- � ) z MQ LuW 2ti J 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 PRINT NAME. MER VICTORINO SIGNATURE: DATE: BOW2024 LOC. NO. 56M © 2024 1 ALL RIGHTS RESERVED 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I GRAGG DRAWN BY I GRAGG REVIEWED BY REVISIONS 06.29.17 11:09 PM I L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Elec\_Entitlements\LSMN_23MNTCLO E100 Photometric Plan.dwg PHOTOMETRIC PLAN El 00 0 Interactive Menu • Ordering Information Paget • Mounting Details page • Optical Distributions page • Product Specifications page 4 • Energy and Performance Data page • Control Options page9 Quick Facts • Lumen packages range from 4,200 - 80,800 (34W - 640W) • Efficacy up to 156 lumens per watt • Options to meet Buy American and other domestic preference requirements Dimensional Details A NOTES: 1. V"II me., www „yq�grr, :,,y, •.., to conhrm quallhcemr- WA till ploduq r lut— are DLC qu°Wvd 2. 10A Crt16eJ (or 300.1K CCT end warmer only v� COOPER Ordering Information SAMPI F NUMRFR GLEON-SAISC-740-11.111-TISFT-GM McGraw -Edison GLEON Galleon Area / Site Luminaire Product Features lawaatr+. Iwenn.'w, uMe earlier f.Ornrli tit re-rtif catl^i'r= r'ror or T UL idia � , cEarlrlLo .0) Connected Systems • WaveLinx • Enlighted Number of l.lghl Squares 'A" '8" "B' Standard Extended vwdt 1 Arm Length Ann Length' 'B- ,8.. Qum k Mount Quirk Mount Extended ArmLength Arm length i. (•c�r�r�n`t< pages 1 Q E011=Gallean SA1=1 Square A=690mA 722=76CRI, 2200K UzIM277V TZ=Type II IBlaaki=Arm lot Round or Square Pole AP=Grey BAA-G EOWGalleon, SA2 2 Squares B=800mA 727=70CRI, 2700K 1=120V TZR=Type II Roadway EA=Extended Arm' BZ=3ronze euy American Act SA3'3 Squares c=1000mA 730% 70CRI, 3000K 2=208V T3=Type III IAA=Mast Arm Adapter" BK=Black Compliant i' SA414 Squares D=1200mA " 135=70CRI, 3500K 3=240V 4=277V,-, 1`3R=Type 10 Roadway 19kf=Wall Mount DP=Dark Platmurr, TAA-GLEON=Galleon, SAS=5 Squafes' 740=70CR1, 4000K s=480V 74FT=Type IV Foma,d TIvow QM=Quick Mount Arm (Standard LeMM) GM=Gfaphlte Mel3p,L Trade A eemens Act IN - SA6-6 Squares - I 750-70CR SOOOK 9-347V r - TIW-Type ry W,oe - t! QMEA-Quifdt Mount Min (Extended Leflgth) - WN-WMe Compliant " SA7=7 Squares' 760=7oCRI, 6000K 5NQ=Type V Narrow RALXX=Custom SAB-8 Squares' 827=110CRI, 2700K 511111 e V Square Medium Color SA9=9 Squares' 1130=80CRI, 3000K " A AMB=Amber, 590nm 5190=Type V Square Wide SA0=10 Squares ` SL2=Type II w/Splll Control SL3=Type III w1Spt11 Control SLh• Type IV vi iil Control SLL=90' Spill Light Eliminator Left SLR=90` Spll Light Eliminator Right RW=Rectarngulat Wide Type I AFL Automotive Frontline OIk14iliernal (I-lov Ormming Leads t 10 BPC=Hutton Type Photocontrol ONRA1016=NE10 Pilotocontro[ Multi -Tap - 45-285V F=Single fuse (120. 277 on 347V Specify voltage) PR=NEMA 3-PIN Photocontrol Receptade OA/RA1027=NEMA "oconttol - 48DV Fl Double Fuse (20,8, 240 or 480V Specify Voltage) PR7=NEMA TPIN Photoconuol Recep!ade r' OAIRA1201=NEMA Photocontrol - 347V 20K=Series 2OkV OL 1449 surge Protective Device SP82-Dimming Occupancy Sensor with Bluetooth Interface, 8' 20' Mounting " 0A/RA1013-Pbotocotittol Shorting Cap 2L;TwoGrcuitsa." SPB4e Dimming OccupancySensot with BlueloothInterface,21'-40'Mounting" OAIRA1014=120VPkolocontrol HA- 50T High Ambient MS-1.20,,Motlon Sensor for ON/OFF Operation, T _ 20' Mounting Height 11 MA1252:1 My Surge Module Replacement HSS=Installed House Side Shield It MS•L4019=Motion Sensor for ON/OFF Operation, 21- 40' Mounting I*ghl" MA10364)(4ingle Tenon Adapter fa 2-3/8' O.D. Tenon cing GRSBK=Glare ReduShield, Blacks' MS/X-L20=Bi Level Motion Sensor, 9 -20 Mounting Height S41 MA10374)(=2@180• Tenon Adapter for 2.318' 0.0. Tenon GRSWH=Glare Reducing $held, Whde" MW-L40W-BiLeM Motion Sensor, 21 40 Mounting Height".' MA1197-XX=3(A120- Teflon Adapter for 2.3f8' O.D. Tenon LCF=Light Square Tfim Painted le Match Hcuso g" MSIDIM-LTD=Motion Sensor for Dimming Operation. 4' - 20 Mounting Height" MAI1 11e4Xa40T90' Tenon Adapter for 2-3/8.O.D. Tevert 111174tistalled Mesh Top MSIDIM-1.40W=Motion Sensor for Dimming Operation, 21 -40 Mounting Height" MAI1119-xX=2@40' lenan Adapter for 2.318' O.D. Tenon TH=Tooi-less Over Her dwafe 211(=PlaveLmx al5led 4-PIN Twl I k Receptacle to st oc MA1190-XX= ' T Ada t for - !8' ..1 3 0 [mart er o 2 3 CID, coon p CC.Coastal (fiL4iitCion firo5h 1 ZD_ SR Drverenabled 4-PIN Twslbdk Receptacle MA1191-XX-2 120' Tenon Adapter farZ•3 !8- 0.0ienon 1.90=00cs Rotated 90' left ZW-W08XX=Wayei.inx Ute. D,mming Mellon and Daylight, Bluetaoth Programmable, MA10384XrSingle Tenon Adapter for 3 117O.D. Tenon R90=0ptics Rotated 90' Right T. 15'Mounting'xll- MA1039-XXa2@160' Tenon Adapter for 3-W- 0.0 Tenon CE=CE Marling" ZWWOFXX:Wavelmx Lite. Dimming Motion and Daylight, Bluetooth Programmable, bIA11924X=3@120' Terlon Adapter for 3-1; 2. O D Tenon AN D145=Aker Hours Dim, 5 Hours' 15'- 40' Mounting 11-en MA1193-XX=4@40' Tnw Adapter for 3-112' O.D. Tenon AHD245-After Hours Dim, 6 Hours" ZD-t906XX=Wayet-inx Lite, SR Driver, Dimming Motion and Daylight Bluetooth MA1194-XX=2@v90' Tenon Adapter for 3 1/2" O.D. Tenon AND255-After Hours Dim, 7 Hours' Programmable, T -15' Mounting a" MAI195-XX=3 e@90' Tenon Adapter for 3 112- O.D Tenon AND35S=After Hours Dim. 8 Hours" Zt1-W0FXX=WaveLinx Lite, SR Dtiver, Dinening Motion and Daylight, Bluetooth FSIR-1 D01 Wireless Configuration Tool for Occupancy Sensor" OAU=DAU Drivers PrVammable,15' • 40' Mounting'k" GLEOWMT 1=Field Installed Mesh Top for 1-6 Light Squares ZW-SWPD4XX=yfmLinx Pro, Dimming Motion and Daylight, WAC Programmable, GLEON-MT2=Field Installed Mesh Top for S L Squares T - 15' Mounting "•rm - GLEON-MT3=lied Installed Mesh Top far 7 8 Light squares ZW-3WPD5XX-WJneLinz Prot Dimming Motion and Daylight, WAC Programmable, CLEON MTI=Field Initialled Mesh Top for 9 10 Light Squares 15' - 40' Mounting ""In GLEON-OWQuick Mount Arm Kit 11 ZD-SWP04XX=WaveLinx Pro, SR Driver, Dmlrmng Motion and Daylight WAC GLEOWOMEA=Quick Mount Extended Arm Kit " Programmable, T- t 5' it4anhng'k"" LSlHSS=r,ed Instailed House Side Shield i WP ZD-SD5XX=WaveLinx Pro, SR Driver, Dimirning Motion anDaylight. Da li ht. WAC PrWanxmable, l5' 40' Mounling'k"" LSIGRSBK-2PK =Glare Reducing Shield, Blacki - LWR-LWHnlighted Sensor, B -16 Mounting Height LSlGRSWH•2PK =Glare ReduaVIlield, White n W lS/PFS=Pmmetei Shield, Black LWR-I.W Er lighted Sensor, 16-40' Mounting Heeghta' W0LC-7P-10A=WaveLinx Ouldoor Control Module'• " DIM10-MSIDIM-L08=Synapse Occupancy Sensor (4 Mounting) '• 190B-XX= WaveLinx Lite Sensor, Dimming Motion and Daylight, Bluetooth OIIA10-MSIDIM-L20=Synapse Dccupsacy Sensor (9'-20' Moldwnq)" Programmable, T - 15 Mounting — DIM10-kIS/DIM-L40=Synapse Occupancy Sensor (21'.40' Matllting)" WOF-XXa Wavelmr Lile Sensor, Dimming Motion and Daylight, Bluetooth Programmable, t T - 40' Mounting SWPD4-XX= WaveLinx Sensot, Dimm,ng Motion and Daylight, WAC Programmable, T -15' Mounting "'•R SWPDS-XX= WaveLinx Sensor, Dimm+ni Mellon and Daylight WAC Pfogramm able. I T - 40' Mounting NOTES: t Cvsromena respar•.9Ne to engtneemq anryse to cathrm ooM ad imurc cntrprib,lrry Ax as app,xauons. Flow 18 Nat mdahle w1h Emptied"elm a miss to our while paper WP51NO1 EN fer addit o w 6uppat nfamelm 19 C*wl be used with odler control ophom 2 Oesigmights Caisatxm• grHated- Refer to aww.desip4hn.aq Quallhed Products ust undli IF milt Mode11 70- low voltage caard lead brought oat Ia- outside Axtue, for delails. 21, Na available it Any VS* sema is ieleew Aeolian sensor has an Integal pbetomd 3 11—srluctian (cols-, salt spar tested Io ovm 5.0001 Jr., AS' M a 117. with a ..a W.hg ar9 Per 22. Rnrsirss the tau d 9PC photocantrul w eta PR7 or PR Fe iii,tiWd reupnde wulh phoeocnnuol antsevtay. See Ahal Nam Dom mini ma°lal ASTM D7654 Ad aysiaW wvth TH onion guirk la addiftuu' w0urmaliat 4 Nat cmDanibta nth M574 LXx a MS,'1 LXX smsim 23 Not for use villi t4Ft Tow a SOoplks Set Its files hx duels. m S Not coaellble rdm extended quiff rr*mt arm IOWA) 24 the is* 100 configuration tool is required b bli parameter Inchtdlnq high and low mdes. sensnvny, rime delay. culon and mac. Coneull 6. Not comilible aim sMriderd quKit mount am 10MI OF ecended quick mound am (OMEA) you fyeing rptewirstive at Cooper 1-914laq Sdullons for more xiltrili 7 Requi,es Ine ore of an mama step dorm hansre" .hen cmrbred wIIh sense, 00io"s. Nor mailable rJib 25. Rrpfate K will, nurMef of Light Scares bPa6tawg a bw ouW made swarm 120JI %.1 am,Arbir m ctarbrsstian adh the HA high ambart srd senses opbaru ri IA 26. Enilyl,ledwaede:s sensors as twtory awlaBsd ash mIrinng nerwmk ccnsn„enls LWP4111-1, LWP-GW-t and LWP-Pala ,, apaopriala a 490V mud uhkza Wje sratm ono Pa NFC, mil tor, we with ung,nri W systems, rnpndnnrr goaded system° qua dies or coral grounded systems (ciiii known as Rra phase Tlaw mra OenA Three Phase H,gh Leg tldh ant 27 Not atahpk wfM house sldA shefd (NSS} Twee Ph"ecomerr'""Woehisviller".) Za Not for use with 51e0, SMQ Swtl of NW optics. A bl" min prate isused ww K35 isselected 9 Maf be required wfeo twos more emNai,es are arwned on a 90- a 120- diiI palwit. Rarer W ann mounbvq 29cr rs not °wadable wahine LWq M5, MS,rX, MS,NIM, BPC. PR err PR7 options, Availablen 17p277V anll. requirivil hale. 3D. One teauted la ear, U.Pt Square 10 Factury installed. 31. llim%. s PR7 11 MAvmim 9 light squares 32 linvii Xx enth throe In, (WR R7 or aK ) 12 MasrMm 0 light squares. 33 WAC Gr,e lhr requiw to enable fed am6gurabktr Order WAC PcE and WPOE 120 (10V to Polinlecta) pear tupph if wiedrd 13. kegatn CW or ZD reoWacle 34. Smrt dr Ace elm mobile a3pt-Mu n tepated ID Change srm" defssrts see comols secam fa details. 14 Narrow bid 5911nm I Shy, NY W&h ad obwiva l use. Choose drive :L,ierd A. Supplied At S7JmA dove 75. Onit Woduct cert9urbons wnh I" deaignaied whun iiii tit to be campdaa wlth die Buy Aferloo Ad of 1933 ISAAI a Tiede Agree cUmeA` rr. Available wlde5WI%% SLZ SO rd SL4 duitbuliii CAA be ISM with lisp on. mern All of 1979(TAA).iespmwy- Pillow niter to pma Ti_Pn_' rrv_[S neWretinmerelydwmaii Comterets shipped seperatey 15 Set o14 pm One set teguiraA pr Light Square mot be snaratdj anelyied utder domes,ic pm(ri"r—q,rr."Wo. 16 Not avian" with HA option. 36 Fnr RA0. a TAA isgdmmmAx, AcfMSOries sod separalnly wd Et separately analyrrd nndm domestic inviii am, rrcuaemnnls Consull lamer 17 21. a not aradable w4h MS. MS/x a IvIVOIN r, 347V ttr 480v IL ,r SA2 dimio SA4 ranges a law humng, ror Ivnier mfomtstion n"asy user: for SAS or SAG. Extended aim option mal be rew rea &her wounang Iwo of more 6rtues Pei oak at 90' a 1W. Refer to arm mounling requirement table LumenSafe Integrated Network Security Camera Technology Options (Add as Suffix) .-WmpiSafe. TKhnology & DsStandard Dome Camera C=Cellulac No SIM I -Cellular, Rogers HaHi-Res Dome Camera A -Cellular. AT&T III Networking w/ Omni -Directional Antenna Z=Remote PTZ Camera V•Ceilular, Verizon E-Ethemet Networking a S:CeNular, Sprint a► Round 5.25' (134mm) DELIVERED LUMENS COLOR TEMPERATURE COLOR RENDERING WATTS UGR Up to 2623 Im 2700 K CRI 90+ 11W < 19 3000 K 25 W nigh renector law rNlector 35DO K w/ attaLlvtaem 4000K Tunable White (2700 K - 6500 K) (MacAdam 3 Step) Order Code PANOS D 15O It i' PANOS JAI 0IJWNIIt.H1 ME PANOS 5,25" Round Downlight -I, Unrivaled in lighting quality and efficacy: 90+ CRI and up to 105 Im/w -a Easy to install. Installs 50%faster compared to traditional downlights -* A variety of accessories are available -/ High -quality polycarbonate reflector using physical vapor deposition (PVD) technology Future -proof modular system -a installed using PC mounting ring (glass fiber -reinforced) with anti -slip damp mechanisms for tool -free fitting in ceiling -t Simple twist -and -lock mechanism for quick tool -free fitting of luminaire unit -► Suitable for both new construction and retrofit installations ■ Damp location rated, standard Available for wet. location rating' Energy Star listed for 3500K and 4000K models only 11 W variant is IC rated 1SOOL R FIXTURE PANOS TYPE D Recessed Downlight 3 TRIM TYPE N Standard Flange I F Flangeless' 1 SIZE 150 5,25" Aperture SHAPE R Round DISTRIBUTION L Low Reflector I H High Reflector WATTAGE Static Wattages 1TW 11 Watts 125W 25 Watts Tunable White Wattages: 09W 08 Watts 19W 19 Watts LED MODULE 927 CRI 90, 2700 K 1930 CRI 90, 3000 K 935 CRI 90, 3500 K 940 CRI 90, 4000 K 900 Tunable White (2700 K- 6500 K)' REFLECTOR FINISH CL Clear Specular I CS Clear Semi-Specular FS Faceted Specular I MS Matte Silver I WH White FLANGE FINISH W White ; F Flangeless FIXTURE PANOS CEILING TYPE TG T-Grid Accessible' FE Inaccessible Ceiling SIZE 150DL 5.25' Aperture I.1 SHAPE R Round WATTAGE 11W 11 Watts 12SW 25 Watts DRIVER DA 0-1RV Dimming Driver, 1% DH Lutron Dimming, 1% DD DAL I Dimming, 1% TU Tunable White 0-10 V Dimming Driver, 1% TD Tunable White DALI Dimming, 1% VOLTAGE 1120V 2277V OPTIONS EM Battery Pack' I EQ Earthquake Plate (inaccessible ceiling only; not for retrofit applications) ICI mouiil,Nf, A. Cr.. ;.�VII'• +9 OPTIONS 11OS2067 PC Mounting Ring Flush/Plaster Ceilings 1110S46SO RNb 5.25" Extended Mounting Ring Flush/Naster Ceilings (CA) F0409626 Sheetrock Mounting Plate to be Used w/ Hanger Bar Install 00059500 Hanger Bar Assembly" 1 Wet location with accessory -flanged models only, 2 Not available with T Grid ceiling For flangoes5 products, ceiling can be dosed prior to unit shipment All flangele55 products require a separate mounting ring accessory. 3 Must pick Tunable White driver option. 4 For T-Grid Ceiling tiles larger than 2' x 2% order extension cable E0051101. S EM not available with Earthquake Plate. 6 F0409626 comes as standard with TG ceiling only, 00059500 hanger bars must always be ordered separately if needed. We reserve tree i ght to change. without notice. specifications or materials supporting documentation found on zumtobel.us are tie most recent versions and supersede all other versions Nat exist in any other printed or electronic form. Zumtobel Lighting, Inc. 102022 3300 Route 9W, Highland NY 12528-2630 845-691.6262 ] 800.448.4131 info.usg)zumtobelgroup.com 072622_F • PANOS 5.25" Round Downlight e Damp location rated, standard Energy Star listed for 3500K and 400GK models only �o Sp riot Available for wet location rating' 11 W variant is IC rated Order Code Al PANGS D 150 R uI PANOS TG 1SOOL R DA Ir, [A) nnWNI iLHI I FIXTURE PANOS ' TYPE 0 Recessed Downlight s TRIM TYPE N Standard Flange SIZE 150 5.25" Aperture SHAPE R Round F DISTRIBUTION L Low Reflector WATTAGE s LED MODULE 11W 11 Watts 125W 25 Watts 1 935 CRI 90, 3500 KAN a 1 _ ' REFLECTOR FINISH r r CS Clear SemiSpecula to FLANGE FINISH W White I81 Oili Round 5.25- (134mm) II FIXTURE PANOS 1-1 CEILING TYPE TG T-Grid Accessible' : i SIZE 150DL 5.25' Aperture I•i SHAPE RRound 1_ WATTAGE 11W 11 Watts 1 25W 25 Watts DRIVER DA 0-IOV Dimming Driver, 1% VOLTAGE 1 120 V 2 277 V 15 OPTIONS EM Battery Pack' I EQ Earthquake Plate (inaccessible ceiling only; not for retrofit applications) [C7 M110UNI,li•: AC 11550N11i OPTIONS 11OS2067 PC Mounting Ring Flush/Plaster Ceilings 1110S46SO RND 5.25" Extended Mounting Ring Flush/Plaster Ceilings (CA) F040%26 Sheeuock Mounting Plate to be Used w/ Hanger Bar Install 00059SOO Hanger Bar Assembly' 1 Wet location with accessory -flanged models only. 2 For T-Grid Ceiling tiles larger than X x 2% order extension cable E0051101. 3 EM not available with Earthquake Plate. 4 F0409626 comes as standard with TG ceiling only, 00059500 hanger bars must always be ordered separately if needed DESCRIPTION The patented Lumark Crosstour" MAXX LED wall pack series of luminaries provides low -profile architectural style With super bright, energy -efficient LEDs. The rugged die-cast aluminum construction, back box with secure lock hinges, stainless steel hardware along with a sealed and gasketed optical compartment make Crosstour impervious to contaminants. The Crosstour MAXX wall luminaire is ideal for wall/ surface, inverted mount for facade/canopy illumination, perimeter and site lighting. Typical applications include pedestrian walkways, building entrances, multi -use facilities, industrial facilities, perimeter parking areas, storage facilities, institutions, schools and loading docks. SPECIFICATION FEATURES Construction assembly designed for maximum Low -profile LED design with forward throw. Solid state LED rugged one-piece, die-cast Crosstour MAXX luminaries are aluminum back box and hinged thermally optimized with eight removable door. Matching housing lumen packages in cool 5000K, styles incorporate both a ful I cutoff neutral 4000K, or warm 3000K LED and refractive lens design. Full color temperature (CCT). cutoff and refractive lens models are available in 58W, 81W and Electrical 102W. Patent pending secure LED driver is mounted to the lock hinge feature allows for die-cast aluminum housing for safe and easy tool -less electrical optimal heat sinking. LED thermal connections with the supplied management system incorporates push -in connectors. Back box both conduction and natural includes four 1/2" NPT threaded convection to transfer heat rapidly conduit entry points. The back away from the LED source. 58W, box is secured by four lag bolts 81W and 102W models operate (supplied by others). External in -401C to 401C f-40•F to 1041F]. fin design extracts heat from the High ambient 50•C [122•F] models fixture surface. One-piece silicone available in 58W and 81W models gasket seals door and back box. only. Crosstour MAXX luminaires Not recommended for car wash maintain greater than 89% of initial applications. light output after 72,DDO hours of operation. Four hall -inch NPT Optical threaded conduit entry points Silicone sealed optical LED allow for thru-branch wiring. Back chamber incorporates a custom box is an authorized electrical engineered reflector providing wiring compartment, Integral LED high -efficiency illumination. Full electronic driver incorporates surge cutoff models integrate an impact- protection. 120-277V 50/6OHz, resistant molded refractive prism 480V 60Hz, or 347V 60Hz electrical optical lens assembly meeting operation. 480V is compatible for requirements for Dark Sky use with 480V Wye systems only. compliance. Refractive lens models incorporate a molded lens DIMENSIONS r_FUIL CUTOFF — — — — — DEEP BACK BO% REFRACTIVE LENS I279m m I 127' I ® ® I I I L— a4 rive I a'a' 1222mrr 159m m l I i !h rr r i 1222mml ESCUTCHEON PLATES 19 1 •1' —19-1/4" 1489mm)—) cfi COOPER Lighting solutions Page 3 ORDERING INFORMATION Sample Number: XTOR6B-W-WT-PC1 Emergency Egress Optional integral cold weather battery emergency egress includes emergency operation test switch (available in 58W and 81W models onlyl, an AC -ON indicator light and a premium extended rated sealed maintenance -free nickel -metal hydride battery pack. The separate emergency lighting LEDs are wired to provide redundant emergency lighting. Listed to UL Standard 924, Emergency Lighting. Finish Crosstour MAXX is protected with a super TGIC carbon bronze or summit white polyester powder coat paint. Super TGIC powder coat paint finishes withstand extreme climate conditions while providing optimal color and gloss retention of the installed life. Options to meet Buy American and other domestic preference requirements. Warranty Five-year warranty. DEEP BACK BOX 1152mm1 71178mml— *www.designlights.org Lumarlc W1E e———— — — — — re I �r- XTOR CROSSTOUR MAXX LED APPLICATIONS. WALL / SURFACE INVERTED SITE LIGHTING e ° ida Plirilelal CERTIFICATION DATA LcUL Wet Location Listed Dark Sky Approved (Fixed mount, Full cutoff, and 3000K CCT only) Designlighls Consortium' Qualified' LM79, LMSOCompliant ROHS Compliant NOM Compliant Models 3G Vibration Tested UL924 Listed (COP Models) IP66 Rated TECHNICAL DATA 40'C Ambient Temperature External Supply Wiring 9D'C Minimum EPA Effective Projected Area (Sq. FL I: XTOR66, XTOFM, XTOR128=0.54 SHIPPING DATA: Approximate Net Weight: 12-15 Ibs, [5.4-6.8 kgs 1 TM 14005E N November 18, 2021 9:42 PM XTOR CROSSTOUR MAXX LED Domestic Preferences` Series' LED Kelvin Color Housing Color Options (Add as Suffix) IBIankJ=Standard Full Cutoff (Blank]=Bright White IBlankl=Carbon 347V=347V°•°•11 A.Orty.iry ttlrieatrict� XTOR68=58W : iewdaeeletalifirigfi Bronze (Standardl 480V=480Vx I"" TAA-Trade AgreementsAct 0ATr" W=Neutral,400( WT=Summit While PCt=Photocontrol120V' XTOR128=102W =dpJFrf1�S0EEk" `atelR PC2=PIlotocontrol208-277V'• ROfrachve: Lens XTOR6BRL=58W onze CRP;8;re' 2�at55�i n Sensor for ONiOFF Operation2 41111 MS/DIM-L20=rlation Sensor for Dimming Operationr•° •'0. "•'= " XTOR8BRL=81W GM=Graphite Metallic 9PIsCOW ther Battery Packa•it•A°1° X70R12BRL_702W DP=Dark Platinum HAe50"CHigh Ambient " Accessories (order Separately)" WG-XTORMX=Crosstour MAXX Wire Guard EWP/XTORMX=Escutcheon Wall Plate. Carbon Bronze P8120V=Field Installed 120V Photocontrol EWP/XTORMX-VVT-Escutcheon Wall Plate. Summit White P8277V BUTTON PC=Fiold Installed 208-277V Photocontrol ° FSIR•100=Wireless Configuration Tool for Occupancy Sensor14 NOTES: L Design ughis Consoeuum - Oualihed and clasathed lot both DLC Standard and OLC Prerri refer to www. desionlignts.org for details 2. Not available with HA option. 3_ Deep back box is standard for 347V, 48OV, COP, MS-1_20 and MS•+DIM•L20. 4. Not available with COP option. S Thru-branch wiring not available with HA oplidn or with 347V. B- Only for use with 480V Wye systems. Per NEC, not for use with ungrounded systems, impedance grounded systems or carrier grounded systems (commonly known as Three Phase Three Wire Della, Three Phase High Leg Delta and TII Phase Corner Grounded Delta syslemel 7. Not ""able with MSd.20 and MSIDIM-1. 20 options. III. Use PC2 with 347V or 460V option for photoconitnl. factory wired to 208 277V lead. B. For use In downbghl orientation only. Optimal coverage at mounting heightsel 9'-20'. Ia. 120V thru 277V only. ill. Factory sat to 50% power reduction after 15-minutes of inactivity. Dimming diver included. 12, Includes Jntegvel photo sensor: 13. The PSIR•100 configuration tool is required to adjust parameters including high and low modes, sensitivity, time delay, cutoff, and more. Consult your lighting representative at Cooper I ,ghung Swuvions for more inlarmalion. W. 120V or 277V operation onty. I& Operating temperatures -206C to 26•C 16. Not avaliable in XTOR170 or XTORI2O models. RL I i r i American 1 ITAA), refer n On raduct configurations with these designated prefixes are built to be compliant ant with the Buy Amonca Act of 933 8AA! orTrade Agreements All of 1979 I AA respectively. .Please a er to H P Our 9 P P Y ( 0 ), sD Y Dow STIC PREFERENCES website for more information. Components shipped separotely may be separately analyzed under dontesbc prefetence requirements. 18_ Accessories sold separately will ba sepe,ii analyzed undo domestic preference requitamems. Consult factory for further information. STOCK ORDERING INFORMATION Domestic Preferences' Saw Series 81W Series 102W Series [Blank)=Standard Full cutoff BAA=Buy American Act XTORSB=58W, 5000K. Carbon Bronze XTOR88-81 W, 5000K, Carbon Bronze XTORi2B-102W, 5000K, Carbon Bronze TAA=Trade Agreements XTOR68-PC1=58W, 5000K, 120V PC, Carbon XTOR86-tact=81W. 5000K, 120V PC, Carbon Bronze Act Bronze XTOR6B-WT= 58W, 5000K, Summit White XTOR88-WT-81W, 6000K, Summit White XTOR69.111 W, 4000K, Carbon Bronze XTORBB-PC2=81 W, 5000K, 208.277V PC, Carbon Bronze XTORSB-PC2= SSW. 6006K, 208-277V PC, Car- XTOR88347Y 81 W, 6000K, Carbon Bronze, 347V bon Bronze Refractive Lens XTORBBRL=58W, 5000K, Refractive Lens, XTORSBRL_e1W, 5000K, Refractive Lens, Carbog XTOR128RL--102W, 5GDOK, Refractive Lens, Carbon Bronze Bronze Carbon Bronze XTOR6SRL-PC1=58W, 5000K, Refractive Lens, XTORBBRL-PCt=81W, 5000K. Refractive Lens, 120V XTORI2BRL-W-102W.4000K. Refractive Lens. 120V PC, Carbon Bronze PC, Carbon Bronze Carbon Bronze XTOR68RL-WT=58W, 5000K, Refractive Lens, XTOR8BRL-WT=81W, 5000K, Refractive Lens, XTONi2RBL-347V=102W, 5000K, Refractive Summit White Summit White Lens, Carbon Bronze, 347V XTOR6BRL.We58W, 4000K, Refractive lens, XTOR88RL-PC2.81W, 5000K, Refractive Lens, 208- Carbon Bronze 277V PC, Carbon Bronze XTOR6BRL-PC2=58W. 5000K, Refractive Lens, XTOR86RL-W=81W, 4000K, Refractive Lens. Car- 208-277V PC, Carbon Bronze ban Bronze XTOR6BRL347V=58W, 5000K, Refractive Lens, XTORSORL-347V =81W. 5000K, Refractive Lens, Carbon Bronze, 347V Carbon Bronze, 347V NOTES: 1- Only product configurations with these designated prettxes are bunt to be compliant with the Buy American Act of 1933 (BAA) or Tiede Agreements Act of 1979 (TAAI, reapecnveiy. Please lefer to DONIFSTIC PREFERENCES websile for more information. Components shipped separately may be separately analyzed under domestic preference requirements. Cushing Terrell. e' "firms, - e1e ' .tale •.Rn r Z 0 mi mi LU Z CN N LU UJ I— Z o uJ 0 r^y I..L LU W N r LM O F LO Q J_ `O`^ Q Q VJ W w z_ N� C Q. G O J %Z W J U � Z M< LU W 0 ti ItIJ 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 PRINT NAME TYLER VICTORINO SIGNATURE: DATE 9302024 LIC NO 56794 © 2024 1 ALL RIGHTS RESERVED 08.30.2024 PROJ# I LSMN_23MNTCLO DESIGNED BY I GRAGG DRAWN BY I GRAGG REVIEWED BY REVISIONS COOPER Lighting Solutions 8/27/2024 1:54 PM L:\LesSchwab\New\LSMN_23MNTCLO\BIMCAD\Elec\_Entitlements\LSMN_23MNTCLO E200 Detail Sheet.dwg PSSW020EN page 2 We reserve the t ght to change, without notice, swificanors or materials Supporting documennoon found 0 zumtoeel.us are the most recent versions and supersede all other vers, ors that exist in any other printed or electronic form. Zumtobel Lighting, Inc. c)2022 3300 Route 9W, Highland NY 12528-2630 845-691.6262 1 800.448.4131 mfo.usVzumtobelgroup.com 072622-F Cooper utilities sokrtleas t121 HigMvv7v 711 South C� COOP E R Peamiret Curs GA 3 i Spirts canons and P 77f1r78GAB0'J dimensions sugect to Lighting Solutions .vwwcooperlipHingplm change whhM1 "mine TD514005EN November 18, 2021 9:42 PM DETAIL SHEET E200 Ln 182'-0" 0 0 0 0 0 0 0 FLOOR PLAN 1/8" = V-0" A2.1 MI� Cushing Terrell,, cushingterrell.com 800.757.9522 �LES SCHWAS O mi J W u H z O N O N W c a Lu z W o 0 ~V O W U Lu �■■� Lu ry O Q L� N C0 Q L0cy) Lu z z � J O LL r/ J JLU = U � � W z m O2 r" mi 2024 I ALL RIGHTS RESERVED ENTITELMENT SET VOT FOR CONSTRUCTION PRELIMINARY DESIGN DATE 08.30.2024 DRAWN BY - NELSON FLOOR PLAN ojL TOP OF PARAPET_ 129'-4" OIL UPPER COLOR CHANGE 118-0" TOP_ OF STOREFRONT 111' -4" ——- OL LOWER COLOR CHANGE 104'-0" GROUND FLOOR_ _ 100'-0" OIL TOP OF PARAPET 125'-4" UPPER COLOR CHANGE 118'-0" OIL LOWER COLOR CHANGE _ _ _ 104'-0" GROUND FLOOR_ 100-0" UPPER CC 118'-0" 114 OF CA 114'-0" OL TOP OF PARAP 125'-4" UPPER COLOR 118'-0" TOP OF LOADII Y 110-0" LOWER COLOR 104'-0" OgL GROUND FLO( 100'-0" 1 FRONT ELEVATION (SOUTH) . 11 1/8" = 1'-0" REAR ELEVATION (NORTH) 1/8" = 1'-0" SHOWROOM SIDE ELEVATION (WEST) 1/8" = 1'-0" INTERNALLY ILLUMINATED I /lr1f-N C'Ir%KI A/%r /AEIVI)I r%"\ LOADING SIDE ELEVATION (EAST) 1/8" = 1'-0" TOP OF PARAPET 129'-4' TOP OF STOREFRONT 111'-4" _OWER COLOR CHANGE 104'-0" Y —GROUND FLOOR ioo'-o" TOP OF PARAPET 125 =4" Y TOP OF ENTRY/ SERVICE BAY DOORS 11T-0" TOP OF PARAPET 129'-4' _TOP OF TRUCK CANOPY 123'-3" _UPPER COLOR CHANGE 118'-0" Y _LOWER COLOR CHANGE 104'-0" ELEVATION GENERAL NOTES A) ANY SIGNAGE DEPICTED ON ELEVATIONS IS TO BE PERMITTED SEPARATELY, BY OWNER. B) ALL VERTICAL DIMENSIONS SHOWN ARE FROM FINISH FLOOR. C) REF CIVIL AND STRUCTURAL DRAWINGS FOR GRADE CHANGES AND RETAINING WALL DIMENSIONS AND LOCATIONS D) CONNECT ALL ROOF DRAINS AND DOWNSPOUTS TO SUBGRADE DRAINAGE SYSTEM. REF CIVIL DRAWINGS E) COORDINATE WITH SIGNAGE PLANS REQUIRED STRUCTURAL BACKING IN METAL PANEL SYSTEM AND REQUIRED ELECTRICAL ROUGH -IN LOCATIONS F) PROVIDE BACKING AT LOCATIONS WHERE EXTERIOR LIGHTS ARE SHOWN ON METAL PANEL SYSTEM. G) EXOSED STEM CONCRETE WALL IN LANDSCAPED AREAS ARE TO HAVE MULCH OR GROUNDCOVER AGAINST EXPOSED CONCRETE TO HIDE FOOTING H) REFER TO SHEET E501 LIGHTING FIXTURE SCHEDULE FOR EXTERIOR LIGHT FIXTURE MOUNTING HEIGHTS I) VERIFY LOCAL FIRE DEPARTMENT REQUIREMENTS FOR ADDRESS NUMBER LOCATION MATERIAL LEGEND: PC-1 FABCON PRE -CAST CONCRETE, EXPOSED AGGREGATE W/ 4" HORIZONTAL RELIEF. STAIN: SHERWIN WILLIAMS, COLOR: 7068 - GRIZZLE GRAY (SIMILAR TO DECORATIVE MASONRY) PC-2 FABCON PRE -CAST CONCRETE, EXPOSED AGGREGATE. MFR. FINISH, COLOR: WHITE (SIMILAR TO STUCCO FINISH) PC-3 FABCON PRE -CAST CONCRETE, EXPOSED AGGREGATE W/ 4" VERTICAL PATTERNED RELIEF. STAIN: SHERWIN WILLIAMS, COLOR: 7594 - CARRIAGE DOOR SIMILAR TO DECORATIVE MASONRY) MP-1 PREFINISHED METAL SIDING. PAINT, COLOR: GRIZZLE GRAY MP-2 PREFINISHED METAL SIDING. PAINT, COLOR: WHITE MP-3 PREFINISHED METAL SIDING. PAINT: SHERWIN WILLIAMS, COLOR: 7594 - CARRIAGE DOOR EP-2 EXTERIOR PAINT SUPERPAINT EXTERIOR ACRYLIC LATEX SATIN A89W01151 (MATCH KAWNEER #40 DARK BRONZE) - F-� SLAT FENCE, COLOR: MATCH KAWNEER #40 DARK BRONZE SP-1 SOFFIT PANEL PAC -CLAD FLUSH SOLID W/ PVDF WOOD GRAIN FINISH (COPPER) SF-1 SITE FURNISHINGS IN DARK BRONZE, TRASH RECEPTICLE AND BENCH Cushing Terre) cushingterrell.com 800.757.9522 r=7.11ES SCHWAB cy) Lo 0 J W U z 1�3 O mi W V H Z O i N O NW a� w Za oLU o u a W u) w� U li w I�1 a w m O H Q w LL JV m W �J (c) 2024 I ALL RIGHTS RESERVED ENTITELMENT SET NOT FOR CONSTRUCTION PRELIMINARY DESIGN DATE 08.30.2024 DRAWN BY - NELSON COLOR EXTERIOR ELEVATIONS A2m 1 Cushing Terrell. •• 1 TRASH & BULLPEN ENCLOSURE FRONT ELEVATION (SOUTH) 1/8" = 1'-0" 12'-0" TRASH ENCLOSURE SIDE ELEVATION (WEST) 1/8" = 1'-0" 50'-0" 16'-0" TRASH & BULLPEN ENCLOSURE REAR ELEVATION (NORTH) 1/8" = 1'-0" r 30'-0" BULLPEN ENCLOSURE SIDE ELEVATION (EAST) 1/8" = 1'-0" ELEVATION GENERAL NOTES A) ANY SIGNAGE DEPICTED ON ELEVATIONS IS TO BE PERMITTED SEPARATELY, BY OWNER. B) ALL VERTICAL DIMENSIONS SHOWN ARE FROM FINISH FLOOR. C) REF CIVIL AND STRUCTURAL DRAWINGS FOR GRADE CHANGES AND RETAINING WALL DIMENSIONS AND LOCATIONS D) CONNECT ALL ROOF DRAINS AND DOWNSPOUTS TO SUBGRADE DRAINAGE SYSTEM. REF CIVIL DRAWINGS E) COORDINATE WITH SIGNAGE PLANS REQUIRED STRUCTURAL BACKING IN METAL PANEL SYSTEM AND REQUIRED ELECTRICAL ROUGH -IN LOCATIONS F) PROVIDE BACKING AT LOCATIONS WHERE EXTERIOR LIGHTS ARE SHOWN ON METAL PANEL SYSTEM. G) EXOSED STEM CONCRETE WALL IN LANDSCAPED AREAS ARE TO HAVE MULCH OR GROUNDCOVER AGAINST EXPOSED CONCRETE TO HIDE FOOTING H) REFER TO SHEET E501 LIGHTING FIXTURE SCHEDULE FOR EXTERIOR LIGHT FIXTURE MOUNTING HEIGHTS I) VERIFY LOCAL FIRE DEPARTMENT REQUIREMENTS FOR ADDRESS NUMBER LOCATION MATERIAL LEGEND: cushingterrell.com 800.757.9522 rm7.11ES SCHWAS co co z 0 J LU U F z 09 I Lu cn Q z J LL _ m Z f I W H H V) W J PC-1 FABCON PRE -CAST CONCRETE, EXPOSED AGGREGATE W/ 4" HORIZONTAL RELIEF. STAIN: SHERWIN WILLIAMS, COLOR: 7068 - GRIZZLE GRAY (SIMILAR TO DECORATIVE MASONRY) n 2024 I ALL RIGHTS RESERVED PC-2 FABCON PRE -CAST CONCRETE, EXPOSED AGGREGATE. ENTITELMENT SET MFR. FINISH, COLOR: WHITE (SIMILAR TO STUCCO FINISH) NOT FOR CONSTRUCTION PC-3 FABCON PRE -CAST CONCRETE, EXPOSED AGGREGATE W/ 4" VERTICAL PATTERNED RELIEF. PRELIMINARY DESIGN STAIN: SHERWIN WILLIAMS, COLOR: 7594 - CARRIAGE DOOR SIMILAR TO DECORATIVE MASONRY) DATE MP-1 PREFINISHED METAL SIDING. 08.30.2024 PAINT, COLOR: GRIZZLE GRAY MP-2 PREFINISHED METAL SIDING. DRAWN BY - NELSON PAINT, COLOR: WHITE MP-3 PREFINISHED METAL SIDING. PAINT: SHERWIN WILLIAMS, COLOR: 7594 - CARRIAGE DOOR EP-2 EXTERIOR PAINT SUPERPAINT EXTERIOR ACRYLIC LATEX SATIN A89W01151 (MATCH KAWNEER #40 DARK BRONZE) F-� SLAT FENCE, COLOR: MATCH KAWNEER #40 DARK BRONZE SP-1 SOFFIT PANEL PAC -CLAD FLUSH SOLID W/ PVDF WOOD GRAIN FINISH (COPPER) SF-1 SITE FURNISHINGS IN DARK BRONZE, TRASH RECEPTICLE AND BENCH TIRE & BULLPEN ENCLOSURE ELEVATIONS A2m2 SITE PLAN \ \ \ \ \ \ \ \ \ \ \ Po S \ \ \ O\ \ s s \\ 13 \ \ New 60 sq ft Monument Sign at 9' 6" Overall Height Located 5' from Property Line \ Property Line Wall Sign Monument Sign Proposed Signage Q Freestanding Sign - 60 sq ft Wall Signs Q South Elevation (Logo) = 83.5 sq ft Q South Elevation (Alignment Brakes Shocks) = 112.5 sq ft O East Elevation (Logo) = 83.5 sq ft Q North Elevation (Logo) = 83.5 sq ft Q West Elevation (Logo) = 83.5 sq ft 1605 NE Forbes Rd. PH (541) 382-2182 Bend, Oregon 97709C�--ARLSON!��FAX (541) 382-2196 Location: LSTC MN Monticello Proj Mgr: Jordan Haffart File Name: LSTC MN MonticelloSite Scale: 1/64" = 1' Dwg By: Darryl Cox Date: 8/29/24 Rev. Rev. z 0 1 120" 24" New double faced internally illuminated monument sign with lexan faces and translucent vinyl overlay Vinyl: Cardinal 230-53 Yellow 230-15 Black 1605 NE Forbes Rd. Bend, Oregon 97709 of p\B LISyFO (CARL=N SIGN 7 9 4 8 PH (541) 382-2182 FAX (541) 382-2196 Side view Location: LSTC MN Monticello Proj Mgr: Jordan Haffart File Name: LSTC MN MonticelloMonu Scale: 1/4" = 1' Dwg By: Darryl Cox Date: 8/29/24 Rev. Rev. 6 8'-0„ T-4" D orative re novable formed al minum cap TS 4"X4"X .257cortinAl.5"X1.5"X.Q6 welded Framing from footing AN 2"X2"X.25" Pipe cradle welded to sign framing (4) .-- TS 1X1X.o63 crossmem formed aluminum elements Decorative CMU Route electrical con( to cabinet thru CMU Side view M 6'-5" 6'-9" T-0„ ow 1605 NE Forbes Rd. . • PH (541) 382-2182 Bend, Oregon 97709 FAX (541) 382-2196 1/4 2 F) Location: LSTC CA Hesperia Main 8 Escondido Proj Mgr: Galloway File Name: LSTC CA Hanford Scale: 3/8" = 1' Dwg By: Darryl Cox Date: 6/5/17 Rev. 6/6/17 Rev. f o � LES SCHWAB New double faced internally illuminated monument sign with impact resistant lexan faces Vinyl: Cardinal 230-53 Yellow 230-15 Black P2 P1 = SW 7031 Mega Greige P2 = SW 6112 Biscuit 1605 NE Forbes Rd. Bend, Oregon 97709 tION BMCARLSIGN 7 9 4 8 r- 2'.0-1 Side view PH (541) 382-2182 FAX (541) 382-2196 Location: LSTC CA Hesperia Main fx Escondido Proj Mgr: Galloway File Name: LSTC CA Hanford Scale: 3/8" = 1' D BY* Darryl Cox Date: 6/5/17 Rev. Rev. Sign B N SOUTH ELEVATION - SCALE: 1 /32"= V-0" 3.21 Sq Ft 1 20'-0" �12'. T-6" 13'-3" 77.08 Sq Ft 3.21 Sq Ft Total 83.5 Sq Ft T 9 o M LES SCH -L L W-4 1 "Tires" secti( "Les Schwab' section (red) field attach 3/8"-16 Togg snap toggle b sign installer (2 min) pt metal panel f� Section detail field attach 3/8"-16 bolt 6" +/- from ends NTE 64" O.C. by sign installer Cont. 2"x2"x.25" alum. angle hang rail (integral to sign frame) Extruded sign frame (red) sign face .063 alum. sign back' Metal panel facade Internally illuminated logo sign 1.1 amp - 350# 83.5 sq ft purlin I Calculations: — stud Allowed Signage - 15% of facade - 25.5xl80.5x.15= 690.4 available — 3/4 CDX Proposed Signage - 83.5sf ELECTRICAL CABINET DETAIL ITEM SUBSTRATE COLOR SPECIFICATION Cabinet Aluminum LS Red Illumination LED White Faces 3/16" acrylic Acrylite 432 Yellow / White Copy Vinyl 3M High Performance Black 3M Cardinal230-53 4003%0- 1605 NE Forbes Rd. . , PH (541) 382-2182 Bend, Oregon 97709 FAX (541) 382-2196 side view Location: LSTC MN Monticello Proj Mgr: Jordan Haffart File Name: LSTC MN MonticellElevs Scale: 1 /4" = 1' Dwg By: Darryl Cox Date: 8/29/24 Rev. Rev. Sign C i .0 180'-6" n SOUTH ELEVATION - SCALE: 1 /32"= 1'-0" U 45' AL1eI QMENIrMBRAiNIS • SHOCKS N �2' 0� Power Location Section detail field attach field attach 3/8"-16 bolt 3/8"-16 Toggler 6" +/- from ends NTE 64" O.C. snap toggle by by sign installer sign installer Cont. 2"x2"x.25" alum. 6" +/- from ends angle hang rail (integral NTE 64" O.C. to sign frame) by sign installer 0 Aluminum backer panel Channel letter purlin metal panel facade Metal panel facade 30" High Raceway with 2" x 2" 1 Angle Iron Mounting Bracket Scale 3/16" = 1' - 112.5 sq ft 1.1 amp - 450# side view purlin Calculations: — stud Allowed Signage - 15% of facade - 25.5xl 80.5x. 1 5= 690.4 available — 3/4 CDX Proposed Signage - 112.5sf 30" INDIVIDUAL CHANNEL LETTERS ITEM SUBSTRATE COLOR Returns .040 aluminum Black Trimcap 1" Black Faces 3/16" Acrylic Acrylite 432-2 Yellow Illumination LED White Raceway 24 gauge gals. shtmtl. MP 15967 Colonial Red 1605 NE Forbes Rd. . , PH (541) 382-2182 Bend, Oregon 97709 FAX (541) 382-2196 Location: LSTC MN Monticello Proj Mgr: Jordan Haffart File Name: LSTC MN MonticellElevs Scale: 3/16" = 1' Dwg By: Darryl Cox Date: 8/29/24 Rev. Rev. Sign D "Tires" sect "Les Schwal section (red field attach 3/8"-16 Tog snap toggle sign installe (2 min) I metal panel EAST ELEVATION - SCALE: 1 /32"= V-0" 3.21 Sq Ft 20'-0" �12'. T-6" 13'-3" 77.08 Sq Ft 3.21 Sq Ft Total 83.5 Sq Ft T 9 7 F LES SCH Il L..�[311 W Section detail field attach 3/8"-16 bolt 6" +/- from ends NTE 64" O.C. by sign installer Cont. 2"x2"x.25" alum. angle hang rail (integral to sign frame) Extruded sign frame (red) sign face .063 alum. sign back' Metal panel facade Internally illuminated logo sign 1.1 amp - 350# 83.5 sq ft purlin I Calculations: — stud Allowed Signage - 15% of facade - 25.25x103.83x.15= 393 available — 3/4 CDx Proposed Signage - 83.5sf 1605 NE Forbes Rd. Bend, Oregon 97709 ELECTRICAL CABINET DETAIL ITEM SUBSTRATE COLOR SPECIFICATION Cabinet Aluminum LS Red Illumination LED White Faces 3/16" acrylic Acrylite 432 Yellow / White Copy Vinyl 3M High Performance Black 3M Cardinal230-53 �SSABLISHFO CARLSON SIGN 1 9 4 8 PH (541) 382-2182 FAX (541) 382-2196 side view Location: LSTC MN Monticello Proj Mgr: Jordan Haffart File Name: LSTC MN MonticellElevs Scale: 1/4" = 1' Dwg By: Darryl Cox Date: 8/29/24 Rev. Rev. Sign E n NORTH ELEVATION - SCALE: 1 /32"= V-0" u 3.21 Sq Ft 77.08 Sq Ft 3.21 Sq Ft Total 83.5 Sq Ft "Tires" secti( "Les Schwab' section (red) field attach 3/8"-16 Togg snap toggle b sign installer (2 min) pt metal panel f� Section detail field attach 3/8"-16 bolt 6" +/- from ends NTE 64" O.C. by sign installer Cont. 2"x2"x.25" alum. angle hang rail (integral to sign frame) Extruded sign frame (red) sign face .063 alum. sign back' Metal panel facade 0 En T-6" 12„ LES SCHW Internally illuminated logo sign 1.1 amp - 350# side view 83.5 sq ft 20'-0" purlin I Calculations: — stud Allowed Signage - 15% of facade - 25.5xl80.5x.15= 690.4 available — 3/4 CDX Proposed Signage - 83.5sf ELECTRICAL CABINET DETAIL ITEM SUBSTRATE COLOR SPECIFICATION Cabinet Aluminum LS Red Illumination LED White Faces 3/16" acrylic Acrylite 432 Yellow / White Copy Vinyl 3M High Performance Black 3M Cardinal230-53 4003%0- 1605 NE Forbes Rd. . , PH (541) 382-2182 Bend, Oregon 97709 FAX (541) 382-2196 13'-3" Location: LSTC MN Monticello Proj Mgr: Jordan Haffart File Name: LSTC MN MonticellElevs Scale: 1 /4" = 1' Dwg By: Darryl Cox Date: 8/29/24 Rev. Rev. Sign F 103 WEST ELEVATION - SCALE: 1 /32"= V-0" a �^ ` N 3.21 Sq Ft 1 20'-0" �12'. T-6" 13'-3" 77.08 Sq Ft 3.21 Sq Ft Total 83.5 Sq Ft T 9 7 LES SCH Il [311 W- "Tires" secti( "Les Schwab' section (red) field attach 3/8"-16 Togg snap toggle b sign installer (2 min) pt metal panel f� Section detail field attach 3/8"-16 bolt 6" +/- from ends NTE 64" O.C. by sign installer Cont. 2"x2"x.25" alum. angle hang rail (integral to sign frame) Extruded sign frame (red) sign face ' .063 alum. sign back' Metal panel facade Internally illuminated logo sign 1.1 amp - 350# 83.5 sq ft purlin I Calculations: — stud Allowed Signage - 15% of facade - 29.25xl 03.83x. 1 5= 455 available — 3/4 CDX Proposed Signage - 83.5sf ELECTRICAL CABINET DETAIL ITEM SUBSTRATE COLOR SPECIFICATION Cabinet Aluminum LS Red Illumination LED White Faces 3/16" acrylic Acrylite 432 Yellow / White Copy Vinyl 3M High Performance Black 3M Cardinal230-53 4003%0- 1605 NE Forbes Rd. . , PH (541) 382-2182 Bend, Oregon 97709 FAX (541) 382-2196 side view Location: LSTC MN Monticello Proj Mgr: Jordan Haffart File Name: LSTC MN MonticellElevs Scale: 1 /4" = 1' Dwg By: Darryl Cox Date: 8/29/24 Rev. Rev. CONTOUR CIVIL DESIGN STORMWATER MANAGEMENT REPORT PROJECT NAME Big River 445 Chelsea Road & Fenning Avenue Monticello, Minnesota OWNER 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 iII I=ILlk1:101oil-Lot IICZ 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 i [IM_I' III d 001millet Eel 1, 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 3 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: Joseph T. Radach, PE License No: 45889 1 /8/24 Date CONTOUR Civil Design LLC 5 FIGURES � �' �►`� III �. • FI • �� _Po 94 s � ���...�.■�sc� Is. I UNAW WM ,� �� .fir � � .� ,� �--� � • ' � .^� �= � _ •_ ''`a� pil SITE LOCATION 1 500 1000 2000 IN FEET CONTOUR CIVIL UESIMM PROJECTSCALE BIG RIVER 445 MONTICELLO, MINNESOTA 1 FIGURE 1 SITE LOCATION 1 0 40 80 160 ;5$ 5 < SCALE IN FEET > ,0° LEGEND ■��������■ CATCHMENT LINE 1S CATCHMENT 1 P COLLECTION POINT NOTES CONTOUR -CIVIL 33ESIMAX OWNER DIVISION 25, LLC 7601 FRANCE AVE. S., SUITE 525 EDINA, MN 55435 PROJECT BIG RIVER 445 MONTICELLO, MINNESOTA SHEET ID FIGURE 2 EXISTING CONDITIONS DRAINAGE MAP INTERSTATE94 0 40 80 160 < SCALE IN FEET > LEGEND ■■■■�����■ CATCHMENT LINE 1S CATCHMENT 1 P COLLECTION POINT .moo --- sra —.ems ■ sss _---- e ___---�—-------- --- ------------ � =Lima,LAJ n T \ \\\ \ / I ----- q,l I�'p '� a ■ FUTURE / I I(yP ■ BUILDING I E FUTURE \ \ FFE=3961.0 I BUILDING s\ FFE=±960.0\'\ � \� \\ t T T 20P 66 FUTURE BUILDING FFE=t961.5 I ,I li LOT 7 LOT 8 LOT 6 eesix caxn rnox 10 /� s55 s � ti T. — -- -- — -- -- -- a.o y \� \ �. �. 9 �` ��I���g\\ I ° 6 < < ne eye i.z °�. Sb.a s,. =" _ Is,2 na sna \ \ \ I ° �'z s � 16.1 116.EPROPOSED \ \ \ \\ \ T \1 I \ §91 n FFE=9580 sVDING I yI � q � �� � I � ^ �I I LOT 4 \\ °l LOT 5 1 \ LOT 3 p J 1 II s9.„dIy �l TI I I1 sc FUTURE BUILDING HE a961.5 sia I II T 1 � I \ s zy PROPOSED FUTURE I O BUILDING of I \ BUILDING FFE=958.0 l FUTURE I FFE=3960.5 I csi.e M 1 [% / ,yiMAT p HwL ,69 \ BUILDING 14 1 FFE=±g6'I.0 ` 1 J J ■ b iiil ■ 5/ .5 s .� 5 /A \ \ T \ z s. K 3S� 57.° \ '} 16,4 3S 16.5 immmmmmm y X ob _ ! r. ,,z•'— —�— __ -- ..—. . — �, I,. I _ _._. I.—,. _u__t�_. __._. _ t ��..I. _�_..r-- --= p _ --------- I--�`F—= —,_----- T. �r\- — s v . R I .—.. - E .cE L EAR � ` i CHE S ROAD W \ \ \ \ NOTES 4& L.-CONTOUR -CIVIL 33ESIMAX OWNER DIVISION 25, LLC 7601 FRANCE AVE. S., SUITE 525 EDINA, MN 55435 PROJECT BIG RIVER 445 MONTICELLO, MINNESOTA SHEET ID FIGURE 3 PROPOSED CONDITIONS DRAINAGE MAP INTERSTATE94 0 40 80 160 < SCALE IN FEET > LEGEND ■■■■ommom■ CATCHMENT LINE 101 STORM STRUCTURE -- ,�........................................— -- — ' -- `AA --- — E --------------- FUTURE �I ----- —�I ;�a a ■ BUILDING T FUTURE \ 1\s R\\ \': \ \\ •j ��FFE=3961.0 E BUILDING \ \ t I \ \�\ o / I I ii G ■ 1 FFE=±960.0 \ `\x 31 I sco / \ S \ \ \ I E A AI \ FUTURE :I BUILDING FFE=±961.5 I 11 I� LOT 7 LOT 8 / \'!\ \♦\\\ \ \ ♦ i INFIant ans \\ 10 LOT 6 \ Ir: • ■ ■■■■■ a ■■■ STUB 1 / w z� < i Q STUB 2 � ■■■■i■■■■■■■■■u■■ ■■■■ 9k ■ s\♦ -- -- ---- - - ---- ---- -- - ---- - L------ -- - \ -- - -- -- ---- ■io 122 <�< 121 133 —' n'104 "" --- --<- -- 103 — °bx 102 �a ■� \ \ \ \ ■ ?-- --- ... -- 125 - — -----------------=105 --�- -+-- - -- --- ♦ s ■ \\ \\ , � «�� - ------ - __ z WOOMM b I STUB 5 Il ■ ■ 7_0 z 115 04 Mi MMMMMMMMMM „I LOT 4 ■ z y LOT 5 \ LOT 3 ■■■■■ ■� . / \\'\ \. \\ el '� \� \ \ \ \V ♦ \ tea` \ STUB4 \ � S. � 108�� STUB 3 — \ T T l FUTURE RE U U 1924123. 1065 107�� Lor z as a I .Lor , ry � TBUILDING \ n HE = -961.5 LL a 1 1 2. x l 1 1 1 ensx rvsraucnox�Ea\ \ ., FUTURE . PBIL ING m ° j /ae ma)ELO '� of \ BUILDING B 1 FFE �58.0 FUTURE FFE = 3960.5 ■ BUILDING �. �. si ss `. �% / ,o°va rvwL e 110 �r FFkULDIN .0 L 65 A \ \ ■ ii s� jii °... ON s \v 1 s .a 1 a cs� ■ ssh s s° ■° 114 •I 131\ 132 4! t .' 13,61 \ ■ hux r 5 I - - --= I -3y,� -------- -----i --- --_ - �L E -_ p \ D m sl-..-,1 -�-7 - > I-. I-- --1 ,�• �1 I, j- � � - y .. I --1 — _ _w...........� ��...� a ¢ _ C.N. EManrvaE LEA R -� <- \ \ \ \ \ NOTES OWNER PROJECT SHEET ID CONTOUR 760DIVISION 25, LLC BIG RIVER 445 FIGURE 4 1 FRANCE AVE. S., SUITE 525 STORM SEWER -CIVIL 33ES I MAX EDINA, MN 55435 MONTICELLO, MINNESOTA DRAINAGE MAP APPENDIX A 2S to Interstate 94 1S 3S 1P low area x sum to Chelsea SubCat Reach on Link=HydoCAD, 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) (s u bcatc h m e nt- n u m be rs ) 10.175 64 Row crops, SR + CR, Good, HSG A (1 S, 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 HydroCADO 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 0utflow=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 HvdroCADO 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 Straiaht Rows Kv= 9.0 fos 25.4 650 Total Subcatchment 1S: Hydrograph ❑ Runoff 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) 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 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 Straiaht Rows Kv= 9.0 fos 22.1 470 Total Subcatchment 2S: to Interstate 94 Hydrograph ❑ Runoff 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) 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Page 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" Subcatchment 3S: Hydrograph ■ Runoff 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) 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 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 Reach X: sum to Chelsea Hydrograph ■ Inflow —111 ■ outflow 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) 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 '/' 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Page 9 0 Pond 1 P: low area 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) M 23007_ex Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - existing conditions MSE 24-hr 3 2-year Rainfall=2.84" CAD Software Solutions LLC 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 Printed 1/5/2024 Paae 10 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 11 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 2-year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCADO 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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=0.0100 T 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 1 P: 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 HvdroCADO 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 Straiaht Rows Kv= 9.0 fos 25.4 650 Total Hydrograph �% � 11 - 1 11 II • 1 C /% I • I 1 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 29 301 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 HvdroCADO 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 Straiaht Rows Kv= 9.0 fos 22.1 470 Total MMMMMMMMMMMMMMMMMMMMMMMMMM 2 IMP, 4 1 .041011 / I % • 12 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 HvdroCADO 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" ❑ Runoff Ji 0, I ------------------------------ • II - • 1 i . • - 1 1 1 1 I •� 1 1 1 1 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 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 w 0 a • 1111111111 !! � 11111111111111111 �I NEI�11 /// ■ 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 19 Pond 1 P: low area Hydrograph M 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) 23007_ex Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - existing conditions MSE 24-hr 3 10-year Rainfall=4.22" CAD Software Solutions LLC 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 Printed 1/5/2024 Paae 20 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 21 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 10-year Rainfall=4.22" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCADO 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 1 P: 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 HvdroCADO 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 Straiaht Rows Kv= 9.0 fos 25.4 650 Total Subcatchment 1S: Hydrograph ■ Runoff 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) 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 HvdroCADO 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 Straiaht Rows Kv= 9.0 fos 22.1 470 Total Subcatchment 2S: to Interstate 94 Hydrograph ■ Runoff 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) 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 HvdroCADO 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" ❑ Runoff �� • �� • . • I % • Ii 000,01 12 4 5 10 1 • Time (hours) 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 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 Reach X: sum to Chelsea Hydrograph ■ Inflow ■ outflow 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) 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 '/' 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 29 N w G 3 0 a 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 i Discarded i Primary 23007_ex Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - existing conditions MSE 24-hr 3 100-year Rainfall=6.89" CAD Software Solutions LLC 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 Printed 1/5/2024 Paae 30 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD 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 HydroCADO 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 6 20S 20P infiltration basin 10S 3S 10P Ztration basin x sum to Chelsea SubCat Reach on Link=HydoCAD 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 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (s u bcatch m ent- n u m be rs) 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 HydroCADO 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 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Page 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 ❑ Runoff I/ • • 1 1 I/ 00 0 1 2 3 4 5 6 7 8 9 10 11 12 3 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29Time (hours) 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD 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 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 Subcatchment 10S: Hydrograph ■ Runoff 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) 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Page 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 N U 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 Page 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 ■ Inflow ■ outflow �I %01MEN 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 8 Summary for Pond 1OR 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 9 Pond 10P: infiltration basin Hydrograph M 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) 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 2-year Rainfall=2.84" CAD 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 10 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 2-year Rainfall=2.84" CAD 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 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 12 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 2-year Rainfall=2.84" Prepared by Contour Civil Design LLC Printed 1/5/2024 HydroCADO 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 HydroCAD® 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 14 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 15 Pond 20P: infiltration basin Hydrograph M 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) 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 2-year Rainfall=2.84" CAD 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 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 2-year Rainfall=2.84" CAD Software Solutions LLC 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 Printed 1/5/2024 Paae 18 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 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 ■ Runoff 10 00 010 • 21 22 23 24 25 26 27 28 29 30 Time (hours) 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 HvdroCADO 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 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 Subcatchment 10S: Hydrograph ■ Runoff 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) 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 HvdroCADO 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 ■ Runoff 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) 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 Reach X: sum to Chelsea Hydrograph ■ Inflow ■ outflow 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) 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 1OR 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 26 f/) V 3 0 a 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 i Discarded i Primary 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 10-year Rainfall=4.22" CAD 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 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 10-year Rainfall=4.22" CAD 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 28 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 HydroCADO 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) L1=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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 32 Pond 20P: infiltration basin Hydrograph M 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) 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 10-year Rainfall=4.22" CAD 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 34 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 10-year Rainfall=4.22" CAD Software Solutions LLC 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 Printed 1/5/2024 Paae 35 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 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 Hydrograph ❑ Runoff Time (hours) 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 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 3 0 U. "We 21; �llsommillini INNER,?, MIN missing limillem mossilimmEmimm minimills 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 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 ■ Runoff 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) 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 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 ■ Inflow ❑ outflow 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) 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 1OR 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 43 f/) V 3 0 a 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 i Discarded i Primary 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 100-year Rainfall=6.89" CAD 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 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 100-year Rainfall=6.89" CAD 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 45 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 HydroCADO 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 HvdroCADO 10.00-26 s/n 05858 © 2020 HvdroCAD Software Solutions LLC Paae 49 N w G 3 0 a 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 i Discarded i 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 100-year Rainfall=6.89" CAD 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 51 23007_pr Prepared by Contour Civil Design LLC HvdroCADO 10.00-26 s/n 05858 © 2020 Hti Big River 445 - proposed conditions MSE 24-hr 3 100-year Rainfall=6.89" CAD Software Solutions LLC 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 Printed 1/5/2024 Paae 52 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 HydroCADO 10.00-26 s/n 05858 © 2020 HydroCAD Software Solutions LLC Page 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 -r� CONTOUR ��� CIVIL 0ESIG IV LOCATION MH SIZE AREA "C" COEFFICIENT GENERAL DESIGN PROFILE INFORMATION CBMH (from) CBMH (to) Diameter (in) Impervious (sf) Pervious (sf) Total Area (ac) Inc. "C" Inc. CA Cum. CA T (min) I (in/hr) Q = CAI (cfs) D (in) o /o Grade Qfull (cfs) Vfull (fps) L (ft) Invert (in) Invert (out) Rim El. 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 1 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 1 0.00 10 1 5.8 0.00 1 18 1 0.50% 7.42 4.20 36 952.58 952.40 1 960.00 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 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 3.72 114 955.06 954.49 959.43 1 4.37 122 121 48 0.07 0.70 0.05 1 0.80 10 1 5.8 4.61 1 15 1 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 1 12 1 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 1 15 0.50% 1 4.56 3.72 22 951.65 951.54 958.50 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 15 0.50% 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 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 1.59 10 5.8 9.24 24 1 0.20% 10.11 3.22 206 951.04 950.63 957.03 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 1 0.25% 20.49 4.17 31 949.92 1 949.85 956.13 6.21 APPENDIX D *tO-J 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 e 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. �il'r f'1Fp� Paul Gionfriddo, P.E. ' LtiGE�ED � Senior Engineer •paorr�,NEEP �01 License Number: 23093 �°�A` 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 9601h feet 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 Sample Number Depth (feet) Moisture Content (%) * P-200 Content N SB-1 SS-10 5 5 1/2 - 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 - 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 960 1/2we estimate that cuts and fill for permanent grade changes will be less than 5 feet. H 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 SB-6 955.4 1 9541/2 SB-7 954.3 2 9521/2 SB-8 955.8 1 955 S13-9 957.8 1 957 SB-10 958.9 1 958 SB-11 958.7 2 9561/2 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). C1 We anticipate total and differential settlement of the foundations will be less than 1 inch and 1/2 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. E:3 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 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 �1 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 ice, SOIL BORING EXHIBIT OL \ J \ OIL L Now J 1 C\Jl f� 11J •, a a amp, 1% � a \ \ ^ / \ A MEL- V / NORTH GRAPHIC SCALE 100 0 50 100 200 1 INCH = 100F'EET EST.11" Professional Land Surveyors www.egrud.com 6776 Lake Drive NE, Suite 110 Lino Lakes, MN 55014 Tel. (651) 361-8200 Fax (651) 361-8701 • i SOIL BORING DATA Boring Northing Easting Elevation SB 1 214085.9260' 528166.0800' 960.51' SB 2 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' \ \ \ \ \ \ \ \ L- \\ V O DENOTES PROPOSED SOIL BORING LOCATION BENCHMARK MINNESOTA DEPARTMENT OF TRANSPORTATION GSID STATION #85903 (NAME: 8680 BE) ELEVATION: 969.17 (NAVD 88) -for- DIVISION 25, LLC --of-..- PART OF LOTS 11, 17-19 AUD. SUB. NO. 1 MONTICELLO, MN Q \ \ a \ \ a \ \ \ a \ a \ \ 960.1 TSB 14 960.5 TSB 1 \ \ \ \ n \ A Y , / a a �958.9 SB 13 �959.7 SB 12 �959.5 SB 2 �958.7 SB 11 959.2 TSB 3 , , �Y ' 4, ' �r �194 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.DWG 230612AB 94 .\ ` �S Refa;°OosT �S op G�oc�iy f S p �'barf . 7p00sfgsAaQ�'s ?s°O osf -Po ° 000 '?69 000s9,v �Os "%Wlft. • i w iy � l'k f I 63 5 5 Haugo GeoTechnical Services BORING NUMBER SB-1 Li AU G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 960.5 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w SPT N VALUE A 8-1A cn w c 20 40 60 80 �— o _U M: a ~m _ w� O �zZ O v^ PL MC LL w w v 0 ¢ J MATERIAL DESCRIPTION LU g > Z Q �^ o- D 0 - m 0 > 35 20 40 60 80 z U z < ui El CONTENT (%) El 5 a d; AU 5.5 . ............................. (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose to medium dense (Glacial Outwash) SS 9 2-4-5 (9) SS 10 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 Li AU G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 959.5 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w SPT N VALUE A 8-1A cn w c 20 40 60 80 �— o _U M: a ~m _ w� O �zZ O v^ PL MC LL w w v 0 ¢ J MATERIAL DESCRIPTION LU g > Z Q �^ o- D O - m 0 > 35 20 40 60 80 z U z < ui El CONTENT (%) El 5 — T. 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) SS 5 5-7-7 (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 Li AU G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 959.2 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w SPT N VALUE A 8-1A cn w c 20 40 60 80 �— o _U M: a ~m _ w� O �zZ O v^ PL MC LL w w v 0 ¢ J MATERIAL DESCRIPTION LU g > Z Q �^ o- D O - m 0 > 35 20 40 60 80 z U z < ui El CONTENT (%) El - 5 — T. 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 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered o w p v 0 _U a 0 W O MATERIAL DESCRIPTION w ~m g 0— < 8-1A _ w� > O Ova ui cn w �zZ O� m 0 > c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Sandy Silt, trace Roots, black, moist (Topsoil) T. 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 (GlacialOutwash) 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 SS 4-4-5 44 (9) 20 ................:...................... SS 3-4 5 45 (9) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-5 Li AU G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 958.1 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w SPT N VALUE A 8-1A cn w c 20 40 60 80 �— o _U M: a ~m _ w� O �zZ O v^ PL MC LL w w v 0 ¢ J MATERIAL DESCRIPTION LU g > Z Q �^ o- D 0 - m 0 > 35 20 40 60 80 z U z < ui El CONTENT (%) El _ 5 a d; AU 31 13 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose (Glacial Outwash) SS 32 3-3-2 (5) SS 33 2-4-6 (10) 10 SS 34 2-3-5 (8) SS 35 3-4-5 (9) - SS 36 1-2-3 (5) SS 37 1-3-5 (8) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-6 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered o w p v 0 _U a 0 W O MATERIAL DESCRIPTION w ~m g 0— < 8-1A _ w� > O Ova ui cn w �zZ O� m 0 > c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Sandy Silt, trace Roots, black, moist (Topsoil) T. 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 Li AU G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 954.3 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w SPT N VALUE A 8-1A cn w c 20 40 60 80 �— o _U M: a ~m _ w� O �zZ O v^ PL MC LL w w v 0 ¢ J MATERIAL DESCRIPTION LU g > Z Q �^ o- D 0 - m 0 > 35 20 40 60 80 z U z < ui El CONTENT (%) El _ 5 a d; 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) SS 63 4-6-6 (12) 10 SS 64 2-6-9 (15) SS4-7-8 65 (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 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered o w p v 0 _U a 0 W O MATERIAL DESCRIPTION w ~m g 0— < 8-1A _ w� > O Ova ui cn w �zZ O� m 0 > c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Sandy Silt, trace Roots, black, moist (Topsoil) T. 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 74 (17) 20 ................................... SS5-9 7 75 (16) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-9 Li AU G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w SPT N VALUE A 8-1A cn w c 20 40 60 80 �— o _U M: a ~m _ w� O �zZ O v^ PL MC LL w w v 0 ¢ J MATERIAL DESCRIPTION LU g > Z Q �^ o- D O - m 0 > 35 20 40 60 80 z U z < ui El CONTENT (%) El - 5 — T. 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 SS 79 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 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered o w p v 0 _U a 0 W O MATERIAL DESCRIPTION w ~m g 0— < 8-1A _ w� > O Ova ui cn w �zZ O� m 0 > c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Sandy Silt, trace Roots, black, moist (Topsoil) T. AU (SP-SM) Poorly Graded Sand with Silt, fine to medium grained, 83 brown, moist, loose to medium dense (Glacial Outwash) SS 84 3-4-5 (9) 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 (9) . 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 Li AU G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 958.7 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w SPT N VALUE A 8-1A cn w c 20 40 60 80 �— o _U M: a ~m _ w� O �zZ O v^ PL MC LL w w v 0 ¢ J MATERIAL DESCRIPTION LU g > Z Q �^ o- D 0 - m 0 > 35 20 40 60 80 z U z < ui El CONTENT (%) El _ 5 a d; AU 91 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) SS 97 2-3-4 (7) Bottom of borehole at 14.5 feet. Haugo GeoTechnical Services BORING NUMBER SB-12 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered o w p v 0 _U a 0 W O MATERIAL DESCRIPTION w ~m g 0— < 8-1A _ w� > O Ova ui cn w �zZ O� m 0 > c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Sandy Silt, trace Roots, black, moist (Topsoil) T. AU (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, 23 loose to medium dense (Glacial Outwash) SS 24 3-3-5 (8) 8 5 SS 5-4-4 25 (8) SS 3-3-5 26 (8) . 10 SS 3-5-5 27 (10) SS 2-3-5 28 (g) 15 SS 2-3-5 29 (8) 20 ....... ....... ....... ....... SS2-3-4 30 (7) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-13 Li AU G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w SPT N VALUE A 8-1A cn w c 20 40 60 80 �— o _U M: a ~m _ w� O �zZ O v^ PL MC LL w w v 0 ¢ J MATERIAL DESCRIPTION LU g > Z Q �^ o- D O - m 0 > 35 20 40 60 80 z U z < ui El CONTENT (%) El - 5 — T. Sandy Silt, trace Roots, black, moist (Topsoil) AU 98 12.5 ........ :....... ....... :......:. . (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, loose to medium dense (Glacial Outwash) SS gg 3-4-5 (g) SS 100 2-3-7 (10) 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 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 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 El AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered o w p v 0 _U a 0 W O MATERIAL DESCRIPTION w ~m g 0— < 8-1A _ w� > O Ova ui cn w �zZ O� m 0 > c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Sandy Silt, trace Roots, black, moist (Topsoil) T. AU (SP) Poorly Graded Sand, fine to coarse grained, brown, moist, 15 loose to medium dense (Glacial Outwash) SS 1 g 3-2-3 (5) P-200= 5.5% 5.5 5 SS 7-8-9 17 (17) SS 2-5-5 18 (10) 10 ................................... SS3-4-3 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 l� Classification of Soils for Engineering Purposes ,xre€cmar,osar (Unified Soil Classification System) Criteria for Assigning Group Symbols and Soils Classification Group Group Names Using Laboratory Tests a Symbol Group Name b o Gravels Clean Gravels C > 4 and 1 < C : 3 c u GW Well -graded gravel° —' a ° c More than 50% of 5% or less fines e C.< 4 and/or 1 > C.> 3 c GP Poorty graded gravel a ._ coarse- fraction Gravels with Fines Fines classify as ML or MH GM Silty gravel d f 9 a =° m' retained on Fines classify as CL or CH GC Clayey gravel °�9 o o No. 4 sieve More than 12% fines a rn in N Sands Clean Sands C,, Z 6 and 1 < C, < 3 c SW Well -graded sand " c z° 50% or more of 5% or less fines ' C < 6 and/or 1 > Cc-',3 c SP Poorly graded sand ^ coarse fraction Sands with Fines Fines classify as ML or MH fY SM Silty sand '9 ty c v o passes Fines classify as CL or CH SC I Clayey sand E No. 4 sieve r More than 12%' Inorganic 9 PI > 7 and plots on or above "A" line i CL Lean clayk ' " PI < 4 or plots below "A` linei ML Silt k ` " H - - aI O N m Sifts and Clays y Liquid limit Organic Liquid limit - oven dried < 0.75 OL Organic clay k ' " " rn y m m less than 50 b c ro o Liquid limit - not dried OL Organic silt k i m o N m E d Silts and clays Inorganic PI plots on or above "A" line CH Fat Clay"' " "A' a o z Liquid limit PI plots below line MH Elastic silt k' m Organic g Liquid limit -oven dried < O.rS OH Organic clay k' `" i' i7 o 50 or more � Liquid limit - not dried OH Organic silt ' m ° Highly Organic Soils I 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./ D," C� = (D 1)2 D,exD. d. If soil contains�l5% 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 -GC poorly graded gravel with'bay f. If fines classify as CL-ML, use dual symbol GC -GM or SC-SM. g. If fines are organic, add "with organic fines` to group name. h. If soil contains Z 15 % gravel. add'with gravel' to group name. L Sands with 5 to 12% fines require dual symbols: S1N--SM well -graded sand with silt $W-SC well -graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay. k If soil contains 10to 29 % plus No. 200, add'with sand" or "with gravel" whichever is predominant. 1. If soil contains> 30% plus No. 200. predominantly sand.. add'sandyto group name. m If soil contains> 30%plus No- 200 predominantly gravel, add gravelly to group name. n. PI 2 4 and plots on or above `A' line. o. PI <4 or plots below "A' line. p. PI plots on or above "A" line. % PI plots below `A" line. 60 50 40 x a 30 _T U N 20 M a_ 10 7 4 0 0 i i .J �.�,e A. of i i i i V ' of MH or OH ML or OL 10 16 20 30 40 50 60 70 80 90 100 110 Liquid Limit (LL) Laboratory Tests DD Dry density, pcf OC Organic content. % WD Wet density. pcf S Percent of saturation, % MC Natural moisture content, % SG Specific gravity 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 ........................ Cobbles ........................ Gravel Coarse ..................... Fine......................... Sand Coarse ..................... Medium .................... Fine........................... Silt....................------------ Clay ....... over 12" ....... 3" to 12' 3/4" to 3" No. 4 to 3/4" ...... No. 4 to No. 10 ...... No. 10 to No. 40 ...... No. 40 to No. 200 ...... < No. 200, PI<4or below "A" line <No. 200, PI24 and on or above "A` line Relative Density of Cohesioniess Soils Very loose ................................ 0 to 4 BPF Loose ....................................... 5 to 10 BPF Medtum dense ......................... 11 to 30 BPF Dense ...................................... 31 to 50 BPF Verydense ............................... over 50 BPF Consistency of Cohesive Soils Very soft ..........:........................ 0 to 1 BPF Soft ..................................... 2 to 3 BPF Rather soft ............................... 4 to 5 BPF Medium .................................... 6 to 8 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 1/4' or 6 1/4" 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 1/2" or 3 1/4" 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 foot 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 reported in the following form: 2112 for the second and third 6" increments, respectively. WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required. TW indicates thin -walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards. Rev 7/07 Big River 445 Retail Development 2" Ale SSTS S' TRAFFIC SOLUTIONS TRAFFIC IMPACT STUDY in Monticello, MN September 5t", 2023 BIG RIVER 445 RETAIL DEVELOPMENT MONTICELLO, MN TRAFFIC IMPACT STUDY SEPTEMBER 5", 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 Table2. 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 Figure 4. 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........................................................................................................11 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 geometries 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 5', 2023 (-: .�• , i 1 Nil Too AW iM17�Sc ooIIBR' �. -.. r _A Figure 2 - Site Plan (By Others) Big River 445 Development Page 2 September 5", 2023 II. 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 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 27t , 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 Roadway Functional Class Typical Section Posted Speed Multimodal 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 1,430 (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', 2023 LEGEND 41 T r+ Lane Geometry N XXX' Storage Length (Approximate) aTraffic Signal Control ORoundabout Control School Blvd A a .o t...300' LO N N 4)11 L+ + 3 11--94 W B Ramps A��250' c 11 r+ 30 0-4, rrt- u�� LL 200' 11 �* 11--94 EB Rar 250'J O� I 250' - N N� Meadow Oak Ave Figure 3 - Existing Geometrics Big River 445 Development Page 4 September 5`", 2023 0 L 23 (73) n M +-96 (210) +) 1 L► r 29 (29) Chelsea (107) 46 J I 1 r* (180) 93 --♦ (32) 20 � COLo CO LEGEND 4) 1(+ Traffic Movement xxx ((xx) Peak Hr Volumes: AM (PM) ATraffic Signal Control ORoundabout Control a' v v rn ` L 151 (319) \ (D P_ 00 �/0 P_ +-73 (220) N 1 r 7 (5) School Blvd ° (123) 130 -? 4) 1 (130) 51 (28) 7 LO c O L 88 (252) ao o ~60 (144) �O M CO +J 1 L► r 67 (114) ♦-94 WB J o (74) 28 4 I i* (37) 13 -+ ��+ (140) 69 --1' n ao Los M O b �LL —62 (112) o H7 (5) � I Y l L► r20(31) I-94 EB Ramps Y. (113) 181 4) 1 r* (60) 54 —+ -e rnr Le r (121)39� m 6 ti I g o' v L46 (40) MOni 1 H 0 (0) • _ 1 Y r 22 (19) I Y I Meadow Oak Ave (19) 171 4 T r* tl (1) 0 -+ N LO p (12) 8 O, Figure 4 - Existing Traffic Volumes Big River 445 Development Page 5 September 5t", 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)' 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 5', 2023 0 t24 C%IM (76) M +-100 (219) LO ♦J 1 �► r 30 (30) Chelsea (111)481 1 r* (187) 97 --♦ LO c v 2� ,(46)811 LEGEND 1 �► Traffic Movement xxx (xxx) Peak Hr Volumes: AM (PM) ATraffic Signal Control ORoundabout Control A La em N L157 (332) oI h o 144 (242) N1 r' (5) School Blvd ° (135) 156 -? 1 (149) 94 o N (43) 49 m o o ` L 92 (262) +-62 (150) � � o 4 1 L+ r83(121) -9d W 8 (77) 29 1 + 1 r* (39) 14 � Cb a (146) 72 eoov LO roiLL L54(117) N I� +-7 (5) -94 Y 1 Y r 34 ( 5 E8 (125) 391 4 1 r* (62) 56 —+ N ti (126) 41 ao o v � � I v LO 748(42) M N0) 1 � r 23 (20) Meatlow Oak Ave (20) 181 + T r4 (1) 0 —+ N 00 eh �O ® (12) 8 Figure 5 - 2027 No -Build Traffic Volumes Big River 445 Development Page 7 September 5t", 2023 N o L29 (91) m � +-119 (261) ♦J 1 L► r 36 (36) Chelsea (133) 57 1 4 1 r* (224) 116 - + 3 (53) 93 v con rn LEGEND +) Traffic Movement xxx (xxx) Peak Hr Volumes: AM (PM) MTraffic Signal Control ORoundabout Control f4� CO A �I � o L 188 (397) ~158(287) 1 � r 9 (6) 1 Y _ School Blvd • ° (160) 183 J 4) 1 r* (176) 105 (49) 50 N L110 (314) o 71 +-75 (179) � r 97 (144) 9d WBI (92) 35 1 1 (46) 16 a (174) 86 ao v r � r LL L65 (139) SO N 9 +-9 (6) Y 1 L► r 38 (-94 1 EB (148) 43 1 4) 1 r* (75) 67 - N N (151)49--) N ah Pro- M o'LL L 57 (50) � m a N H 0 (0) +j 1 L► r 27 (24) Meatlow Oak Ave (24) 21 1 + T r* CD Cn (16) 10 Figure 6 - 2045 No -Build Traffic Volumes Big River 445 Development Page 8 September 5t", 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 Handbook3. 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 V Trips Generated: Size AM Peak PM Peak Weekday Enter Exit Enter Exit ADT Supermarket Retail 850 55,000 s.f. 93 62 7 64 62 2 246 83 2 246 5,161 Gas/Service Station Retail 944 12 fuel pos. 83 9 2,064 Hair Salon Retail 918 7,200 s.f. 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 50 50 1,361 Fast Food - w/Drive Thru Retail 934 9,500 s.f. 216 208 163 151 4,441 Totals - Gross 599 527 685 686 15,815 1,126 1,371 Shared Trips 12021 105 137274137 3,163 Pass -By Trips 223 223 244 244 6,634 445 489 Totals - Net 257 1 199 304 1 305 6,018 456 608 Per the data and methodologies in Trip Generation, 11"' 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 ITE'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), 3rd Edition Big River 445 Development Page 9 September 5', 2023 a' `o M ` _ 25 (34) o coo +—20 (30) 1 L+ r 31 (43) ♦ Chelsea Rd (0) 01 ♦) I r* (30) 26 —+ O h O` 7 n �a O L 106 (122) o coo +-36 (51) + 1 L+ r ° (0) Chelsea (43) 38 1 +) T l+ (75) 63 —+ 0 0 0o 0 0 (o) 0 —4, (o) to v s _ a M � N L 21 (24) 4 +-49 (7°LI—a (37) 32 1 (70) 60 —+ LEGEND +l T l+ Traffic Movement xxx (xxx) Peak Hr Volumes: AM (PM) ATraffic Signal Control ORoundabout Control Side -Street Ston Control h O N � L 152 (172) +J �+ +—192 (220�5Pa A (37) 32 1 (286) 219 —+ - b L 86 (98) O O (15) 12 1 (191) 149 —+ a L0 (0) O_ O_ O N O ~0 (0) 1 � r96n10) I-9d WB (0) 0 j 4) I ♦ i+ (0) 0 � c N (0)0— .... M a' v M L 0 (0) rr C?ro c H96 (110) ti IJ (177) 138 1 4 1 r+ (110) 84 � rn c (107) 79 F A a' v M L 0 (0) rr C?ro c H96 (110) ti IJ (177) 138 1 4 1 r+ (110) 84 � rn c (107) 79 F A M M N � o (o) " L 26 (30) a' A L 3 (3) +—0 (0) N � O 4 1 L+ r ° (0)adow0ak (0) 01 '1 T r' o o (o) o � s s (°) ° Z i Figure 7 - Trip Assignment Big River 445 Development Page 10 September 5", 2023 �a L 106 (122) o rn +-205(263) +j 1 L+ r 10 (4) Chelsea (43) 38 1 I + 1 f+ (361) 177 -+ M 0 0 N `o — L49 (110) w -- H 120 (249) r 61 (73 Chelsea Rd (111) 48 1 + 1 l* (218) 122 -+ C.4 o m (46) 88 ji C(359) a 21 (24) 4 H 221 (293) Chefs, . j LEGEND +l T l+ Traffic Movement xxx (xxx) Peak Hr Volumes: AM (PM) ATraffic Signal Control ORoundabout Control Side -Street Ston Control h O C ib L 152 (172) 1J �+ H 404(443) Chelsea Rd (37) 32 1 (599) 355 -+ , - b t 86 (98) 0 0 (15) 12 1 (504) 286 -+ a so o M o L92 (262) r, M Go +-62 (150) 1 4 r 179 (231) I-9d WB Ramps (77) 29 J 4) T (+ CD Go (39) 14 -+ N (146) 72 A a' \ C O a = L54 (117) +-103 (115) 1 4 r 34 (35) j 1-94 EBI (302)177 1 4) 1 r* (172) 141 —+ h (233) 120 o h A N L 183(362) N +-144 (242) 1 r 7 (5) School Blvd •D (141)16114) 1 l* CI (1N N 49) 94 —► 0Go �I (43) 49 � v v -- L 50 (45) $ M N H 0 (0) +) 1 4 r 23 (20) Meadow Oak (20) 18 1 + T r+ (12) 8 CI Figure 8 - 2027 Build Traffic Volumes Big River 445 Development Page 11 September 5", 2023 o ° v c L 54 (124) n H 139 (292) + 1 L+ r 67 (79) Chelsea Rd (133) 57 J 4) 1 (254) 141 - o (53) 93 v CO m Q N � L 21 (24) Y L 254 (336) o L106 (122) a r. o � +-238 (305) +I 1 Y r 12 (5) Chelsea (43) 38 1 +) 1 (417) 199 -+ a O N N O LO (5) 12 Chelsea (37) 32 1 (416) 208 -+ LEGEND ♦) t f Traffic Movement xxx (�) Peak Hr Volumes: AM (PM) aTraffic Signal Control ORoundabout Control Side -Street Stop Control o C ; L 1521(486) 4J 4 +-439 Chelsea Rd (39 (37) 32 1 (659) 378 p� !y co) us v L 86 (98) 0 0 Y +-381 (424) Chelsea Rd (15) 12 1 _ A - (564) 308 - 7 //� L 214(427) lll��� N ��` o N +-158 (287) .� 1 L► r 9 (6) School (166) 188 1 T N (176) 105 -1 (49) 50 - N L 110 (314) Lb o +-75 (179) + 1 L► r 193 (254) 1-94 W 8 (92) 35 1 4) 1 r+ (46) 16 -+ r.- (174) 86 --:� 800 a o M a = L 65 (139) 00 M N 9 +-105 016) +) 1 L► r 38 (41) 1-94 EB I (325) 181 1I 4) 1 I+ (184) 152 � CO N N (257) 128 �I c CO M � \ S 0 t60 (53) -0 (0) 4 1 L� r 27 Meadow Oak Ave (24) 21 1 4 T r+ Cn (1)0—+ N O O (16) 10 o 0 C 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. Level of Service Description Delay (sec) Signalized Unsignalized/ Roundabout A Primarily free -flow operation. 0-10 0-10 - - - - - - - - - - - - - - - -- B Reasonably unimpeded operation. >10-20 >10-15 - -------- -- - - -- �(, Stable operation. The ability to maneuver is more restricted than LOS B. >20 35 >15 25 ;or-70 ( D Less stable operation. Small increases in flow may cause large increases in delay and reduced >35-55 >25-35 COD , - - --------- - -- E Unstable operation. Low speeds and considerable delay. >55-80 >35-50 C7 � � ----------------- (� ( Congested operation. High delay and extensive queuing. >80 >50 C� � ;� AN � (!X OX OX �X 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. ' Highway Capacity Manual (HCM), Transportation Research Board, 6t" Edition Big River 445 Development Page 13 September 5', 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 95t' 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 lt' 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 Measure of Effectiveness (Delay in Sec and Queue in Ft) 2027 No -Build 2027 Build Intersection Criteria 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 MovementLOS& 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 Worst MovementLOS& Delay C 32.1 (EBT) C 33.6 (NBL) C 30.9 (WBT) D 35.7 (NBL) Ramps/Chelsea Rd (Signal) 95th Percentile Queue SBL - 97' EBL -115' EBL - 137' EBL - 203' Overall LOS & Delay A 4.8 A 5.6 A 5.1 A 6.0 Fenning Ave & Meadow Oak Ave Worst Movement LOS & Delay A 5.4 (SBT) A 6.4 (SBT) A 5.9 (SBT) A 7 (SBT) (Roundabout) 95th Percentile Queue WBLTR - 37' NBLT - 46' WBLTR - 38' NBLT - 48' Fenning Ave &School Blvd Overall LOS & Delay A 4.8 A 6.7 A 5.0 A 7.0 Worst Movement LOS & Delay A 7.3 (WBT) B 10.3 (WBT) B 10.2 (WBT) A 7.7 (WBT) (Roundabout) NBLTR - 61' WBLTR - 114' SBLT - 121' 95th Percentile Queue EBLTR - 62' Overall LOS & Delay A 4.3 A 6.0 A 4.6 A 7.0 Fallon Ave & Chelsea Rd Worst MovementLOS& Delay A 6.5 (EBT) A 8.2 (WBT) A 6.9 (EBT) A 9.6 (WBT) (Roundabout) 95th Percentile Queue SBLTR - 58' JSBLTR - 80' SBLTR - 63' WBLTR -102' Chelsea Rd &Access 1 Overall LOS & Delay A 3.1 A 4.8 Worst Movement LOS & Delay B 14.3 (SBL) D 35 (SBL) (Side Street Stop Controlled) 95th Percentile Queue SBL - 74' 1SBL - 121' Chelsea Rd & Access 2 Overall LOS & Delay A 2.4 A 3.5 (Side Street Stop Controlled) Worst Movement LOS & Delay B 10.3 (SBL) C 19.4 (SBL) 95th Percentile Queue NA SBL - 80' SBL - 111' Chelsea Rd & Access 3 Overall LOS & Delay A 2.6 A 3.6 (Side -Street Stop -Controlled) Worst Movement LOS & Delay A 8.6 (SBL) B 14.9 (SBL) 95th Percentile Queue SBL - 68' JSBL - 97' Overall LOS & Delay A 1.3 A 1.7 Chelsea Rd & Access 4 Worst Movement LOS & Delay A 6.6 (SBL) A 9 (SBL) (Side Street Stop Controlled) 95th Percentile Queue SBL - 49' SBL - 53' 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 14 September 5', 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 Ferming 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 Measure of Effectiveness (Delay in Sec and Queue in Ft) 2045 No -Build 2045 Build Intersection Criteria 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 MovementLOS& 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 Ramps/Chelsea Rd Worst MovementLOS& Delay D 38.6 (NBL) D 38.6 (WBT) C 32.2 (WBT) D 36.8 (NBL) 95th Percentile Queue SBL - 100' EBL - 135' NBL - 154' EBL - 224' (Signal) Penning Ave &Meadow Oak Ave Overall LOS & Delay A 5.0 A 5.9 A 5.2 A 6.5 Worst Movement LOS & Delay A 5.6 (SBT) A 6.8 (SBT) A 6 (SBT) A 7.6 (SBT) (Roundabout) NBLT - 56' 95th Percentile Queue WBLTR - 45' NBLT - 50' WBLTR - 46' Fenning Ave & School Blvd Overall LOS & Delay A 5.2 A 7.8 A 5.5 A 10.1 Worst MovementLOS& Delay A 8.1 (WBT) B 11.8 (WBT) A 8.3 (WBT) C 15.3 (WBT) (Roundabout) 95th Percentile Queue WBLTR - 69' WBLTR - 150' EBLTR - 68' WBLTR - 248' Fallon Ave & Chelsea Rd Overall LOS & Delay A 4.7 A 7.3 A 5.1 A 8.5 Worst MovementLOS& Delay A 7.1 (EBT) A 9.9 (WBT) (Roundabout) A 7.4 (EBT) B 11.9 (WBT) 95th Percentile Queue SBLTR - 61' SBLTR - 76' SBLTR - 107' WBLTR - 139' Chelsea Rd & Access 1 Overall LOS & Delay A 3.3 A 7.0 (Side -Street Stop -Controlled) Worst Movement LOS & Delay C 15.8 (SBL) F 60.7 (SBL) 95th Percentile Queue SBL - 76' SBL - 175' Chelsea Rd & Access 2 Overall LOS & Delay A 2.5 A 4.9 (Side -Street Stop -Controlled) Worst Movement LOS & Delay B 11.7 (SBL) D 26.8 (SBL) 95th Percentile Queue NA SBL - 78' SBL - 138' Chelsea Rd & Access 3 Overall LOS & Delay A 2.7 A 3.9 (Side Street Stop Controlled) Worst Movement LOS & Delay A 9.8 (SBL) C 17.4 (SBL) 95th Percentile Queue SBL - 73' SBL - 96' Chelsea Rd &Access 4 Overall LOS & Delay A 1.4 A 1.7 (Side Street Stop Controlled) Worst Movement LOS & Delay A 6.8 (SBL) B 10.2 (SBL) 95th Percentile Queue SBL - 51' 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 5', 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 95t1i 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 5', 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 5', 2023 Geotechnical Evaluation Report 1.57-Acre Vacant Property Parcel 155011000171 - SW of Fenning Avenue & 1-94 intersection 45.290915°,-93.773507° Monticello, Minnesota Prepared for Les Schwab Tire Centers SFP-E, LLC Professional 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 Enginee\\"��llif��/ under the laws of the State of Minnesota. \5 W ES(Fy//��i U OFGiI��: • Charles W. Dickhut, MS, PE �NNZZ Associate Director, Principal Engineer ��j,•• �69467 License Number: 59467FO'/�;� August 14, 2024 /// Braun Project B2403162.03 Braun Intertec Corporation B RAJ N I NTE RTEC The Science You Build On. August 14, 2024 Les Schwab Tire Centers SFP-E, LLC CenterPointe Real Estate Group, LLC OTB —Monticello, LLC P.O. Box 5350 20900 Cooley Road Bend, OR 97701 Re: Geotechnical Evaluation Braun Intertec Corporation 2908 Morrison Avenue, Suite 3 Bismarck, ND 58504 Project B2403162.03 1.57-Acre Vacant Property Parcel 155011000171 - SW of Fenning Avenue & 1-94 intersection 45.290915°,-93.773507° Monticello, Minnesota Dear Les Schwab Tire Centers and SFP-E, LLC: Phone: 701.255.7180 Fax: 701.255.7208 Web: braunintertec.com We are pleased to present this Geotechnical Evaluation Report for the proposed Les Schwab Tire Center located within Parcel 155011000171 in Monticello, Minnesota. The following report provides geotechnical recommendations for the project. Please read the report in its entirety. We have provided recommendations for an overexcavation and replacement of the existing fill materials within the entire building footprint and oversize areas. We recommended importing material meeting our requirements to replace the existing fill unless test pits are observed within the building footprint prior to building construction that confirm the existing fill is suitable for re -use. Below the pavement, we believe the existing fill materials may remain in place after the upper surface is prepared in accordance with our recommendations. To assist contractors in estimating site preparation costs, we have provided recommendations for site preparation summarized in Section C.1.e as a basis for bid; please note that the quantities may change based on the conditions encountered at the time of construction. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Wes Dickhut at 701.934.1618 or by email at (wdickhut@bra unintertec.com). Sincerely, BRAUN INTERTEC CORPORATION ustin Goossen, EIT Staff Engineer Z Charles W. Dickhut, MS, PE Associate Director, Principal Engineer AA/EOE Table of Contents Description Page A. Introduction......................................................................................................................................1 A.1. Project Description..............................................................................................................1 A.2. Site Conditions and History.................................................................................................3 A.3. Purpose................................................................................................................................4 A.4. Background Information and Reference Documents..........................................................4 A.S. Scope of Services.................................................................................................................4 B. Results ..............................................................................................................................................5 B.1. Geologic Overview..............................................................................................................5 B.2. Boring Results......................................................................................................................6 B.3. Groundwater.......................................................................................................................6 B.4. Laboratory Test Results.......................................................................................................6 B.4.a. Moisture Contents.................................................................................................6 B.4.b. Percent Passing the #200 Sieve Tests....................................................................7 B.4.c. Bulk Sample Tests...................................................................................................7 C. Recommendations...........................................................................................................................7 C.1. Design and Construction Discussions..................................................................................7 C.1.a. Pre -construction Meeting......................................................................................7 C.1.b. Existing Fill..............................................................................................................8 C.1.c. Reusing On -site Materials......................................................................................9 C.1.d. Construction Seasonality........................................................................................9 C.1.e. Site Development Contract....................................................................................9 C.2. Site Grading and Subgrade Preparation............................................................................10 C.2.a. Building and Bullpen Subgrade Excavations........................................................10 C.2.b. Excavation Oversizing...........................................................................................10 C.2.c. Excavated Slopes..................................................................................................11 C.2.d. Excavation Dewatering.........................................................................................12 C.2.e. Pavement and Exterior Slab Subgrade Preparation.............................................12 C.2.f. Pavement Subgrade Proofroll..............................................................................12 C.2.g. Engineered Fill Materials and Compaction..........................................................13 C.2.h. Special Inspections of Soils...................................................................................14 C.3. Spread Footings.................................................................................................................15 C.3.a. Spread Footing Design Parameters......................................................................15 CABelow -Grade Walls............................................................................................................15 C.4.a. Configuring and Resisting Lateral Loads...............................................................15 C.S. Interior Slabs.....................................................................................................................16 C.5.a. Subgrade Modulus...............................................................................................16 C.S.b. Moisture Vapor Protection..................................................................................16 C.6. Frost Protection.................................................................................................................17 C.7. Pavements and Exterior Slabs...........................................................................................18 C.7.a. Design CBR Value.................................................................................................18 C.7.b. Bituminous Design Sections.................................................................................18 RDA [IN INILK It�_ C.7.c. Concrete Design Sections.....................................................................................20 C.7.d. Concrete Pavements............................................................................................21 C.7.e. Bituminous Pavement Materials..........................................................................21 C.7.f. Subgrade Drainage...............................................................................................21 C.7.g. Performance and Maintenance...........................................................................22 C.B. Seismic Considerations......................................................................................................22 C.B.a. Seismic Design Category.......................................................................................22 C.9. Equipment Support...........................................................................................................22 D. Procedures......................................................................................................................................23 D.1. Penetration Test Borings...................................................................................................23 D.2. Exploration Logs................................................................................................................23 D.2.a. Log of Boring Sheets.............................................................................................23 D.2.b. Geologic Origins...................................................................................................24 D.3. Material Classification and Testing...................................................................................24 D.3.a. Visual and Manual Classification..........................................................................24 D.3.b. Laboratory Testing...............................................................................................24 D.4. Groundwater Measurements............................................................................................24 E. Qualifications..................................................................................................................................24 E.1. Variations in Subsurface Conditions..................................................................................24 E.1.a. Material Strata.....................................................................................................24 E.1.b. Groundwater Levels.............................................................................................25 E.2. Continuity of Professional Responsibility..........................................................................25 E.2.a. Plan Review..........................................................................................................25 E.2.b. Construction Observations and Testing...............................................................25 E.3. Use of Report.....................................................................................................................26 E.4. Standard of Care................................................................................................................26 Appendix Soil Boring Location Sketch Site Layout Plan Fence Diagram Log of Boring Sheets ST-01 through ST-07 Sealing Records Descriptive Terminology of Soil Laboratory Testing Results BRAUN INTERTEC A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the design and construction of the Les Schwab Tire Center located within the vacant lot southwest of the Interstate 94 intersection with Fenning Avenue in Monticello, Minnesota. Table 1 provides additional project details. Table 1. Building Description Aspect Description Below grade levels None Above grade levels Single Story Finished floor elevation (feet) 960 (Assumed) Maximum column loads (kips) 80* Maximum wall loads (kips per linear foot) 8* Floor slab loading (psf) 100 to 150* Nature of construction The structure will be a single story, slab on grade supported on frost depth spread footings. Vehicle lifts in the building are surface mounted to thickened slabs, therefore, below grade service pits will not be excavated/constructed. The footprint of the structure will encompass approximately 10,599 square feet. Cuts or fills for building Less than 3 feet (Assumed) Tolerable building settlement Less than 1 inch *We are utilizing the maximum building loads provided in the Les Schwab Geotechnical Criteria updated on September 5, 2023. We have made traffic assumptions based on the size of the parking lot and proposed use of the building, the anticipated traffic breakdown and loadings are described below: ■ Light Duty Vehicles (cars, vans, SUVs) — 200 per day for the parking lot and service bays. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 2 ■ Heavy Duty Vehicles (Semi -Truck -Trailers) — 8 per day for the Access Road and Loading Dock Area. Based on the assumed traffic data, we have estimated the equivalent 18-kip single -axle loads (ESALs) for the design of the pavements as described below. ■ Light Duty Bituminous Pavements - 50,000 ESALs based on a 20-year design life. ■ Heavy Duty Bituminous Pavements - 125,000 ESALs based on a 20-year design life. ■ Concrete Pavements - 325,000 ESALs based on a 35-year design life. An excerpt from the provided conceptual site plan is shown in Figure 1. Figure 1. Overall Site Plan Excerpt I top-, a Excerpt figure from Cushing Terrell dated May 15, 2024. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions BReuN INILKILC: Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 3 based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses, and/or recommendations. A.2. Site Conditions and History Based on the information obtained during our Phase 1 Environmental Site Assessment, the proposed Les Schwab Tire Center (Site) consisted of an undeveloped vacant lot totaling approximately 1.57-acres. The Site was relatively flat with active earthwork machinery grading the Site and adjoining properties. A chain fence was noted along the northeastern boundary of the Site, separating the Site from United States Interstate 94 (US 1-94). Access to the Site was provided by traversing the southwestern adjoining property through a gravel entrance located on Chelsea Road West. Based on the readily available historical information, the Site has been historically utilized as cultivated cropland from 1939 to 2023, with one significant change noted in 2010, when the southeastern quarter of the Site appeared to be utilized as an unpaved parking lot for vehicles and soil materials. By at least 2013, the Site appeared to return to cultivated cropland with no observable impact to crop health. No significant changes were noted at the Site between 2013 to 2023 and appeared to be consistent with its existing features. At the time of Site reconnaissance, Braun Intertec personnel noted active excavation of the Site and earthwork equipment staged at the Site. The surrounding area was largely undeveloped cultivated cropland from 1939 through 1975. Since the 1939 aerial imagery, Fenning Avenue and the BNSF railway were present. US 1-94 was developed by at least 1975 and Chelsea Road West was developed by at least 1996. By 2010, the southern and eastern adjoining properties appeared to be utilized as a dirt parking lot for vehicles and soil materials and was returned to cultivated cropland with no observable impact to crop health by 2013. The adjoining and surrounding properties appeared to be developed with their current features by at least 2013. At the time of Site reconnaissance, Braun Intertec personnel noted the active excavation of the Site and adjoining properties with earthwork equipment staged at the Site and adjoining properties. Based on the GPS technology used in the field from the State of Minnesota's permanent GPS base station network, the project site has ground surface elevations at the boring locations ranging from 959.1 to 960.5 feet. A Site Layout Plan is attached within our Appendix that shows the approximate project site boundary and various features that surround the project site. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 4 A.3. Purpose The purpose of our geotechnical evaluation is to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the Les Schwab Tire Center. AA Background Information and Reference Documents We reviewed the following information: ■ Aerial images of the site obtained from Google EarthT"", imagery dates of April 1991 to May 2023, specifically reviewed to evaluate site access and locate surrounding landmarks. ■ Surficial Geology of the Monticello Quadrangle, Sherburne and Wright Counties, Minnesota, by Lusardi, B.A., dated 2004, Minnesota Geological Survey, Map Scale 1:24,000, used to aid in our understanding of the site geology. ■ Natural Resources Conservation Service, United States Department of Agriculture. Web Soil Survey, used to review available soil data in the project area. ■ Request for proposal, titled "Les Schwab Geotechnical Criteria," dated July 1, 2022, and updated on September 5, 2023, providing project details, and intended scope of services. ■ Phase 1 Environmental Assessment prepared by Braun Intertec for the Site and dated August 13, 2024. ■ Communications with Mr. Zack Graham of Graham Engineering, LLC, regarding the proposed building construction. A.S. Scope of Services We performed our scope of services for the project in accordance with our Proposal QTB183404 (Exhibit A) to Les Schwab Warehouse Center, LLC, dated December 14, 2023, and authorized under a Professional Services Contract referenced by Exhibit "C" —Work Order and signed on June 6, 2024, by Mr. Eric Rouse. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 5 ■ Reviewing the background information and reference documents previously cited. ■ Staking and clearing the exploration location of underground utilities. We overlaid the building layout provided by Cushing Terrell onto an aerial photograph from Google Earth TM and obtained the GPS coordinates of our selected boring locations. We utilized those coordinates to stake the borings and obtain surface elevations using GPS technology from the State of Minnesota's permanent GPS base station network. The elevations of the borings are indicated on the Log of Boring sheets in the Appendix. ■ Performing seven (7) standard penetration test (SPT) borings, denoted as ST-01 to ST-07, to depths ranging from 11 to 24 1/2 feet below grade across the site. ■ Performing a groundwater recheck 24 hours after the drilling operations in a selected 10 foot boring where we installed a temporary piezometer. ■ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. ■ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, and pavements. B. Results 13.1. Geologic Overview Based on the geologic information, the area consists of glacially deposited sediment (mostly glacial outwash). The glacial outwash deposits typically consist of bedded, sorted deposits of sand with varying silt content. According to the soil survey for this site, the soils are considered fair for shallow excavations and unpaved roads due to relatively dry soil conditions and unstable excavation walls. We based the geologic origins used in this report on the soil types, in -situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 6 B.2. Boring Results Table 2 provides a summary of the soil boring results; in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheet in the Appendix include definitions of abbreviations used in Table 2. Table 2. Subsurface Profile Summary Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details ■ Encountered in all borings to a depth of 7 feet below existing ground surface. ■ Consisted of sandy lean clay, silty sand, and poorly Fill CL, SM, SP-SM 7 to 22 Blows graded sand with silt Per Foot (BPF) 0 Contained trace amounts of gravel and roots. ■ Dark brown to brown. ■ Moisture condition generally moist according to ASTM D 2488'. ■ Consisted of poorly graded sand with trace amounts of gravel. Glacial Fine to medium -grained Outwash SP 7 to 17 BPF ■ Brown. ■ Moisture condition generally dry to moist according to ASTM D 2488'. 'Reference Section BAfor further commentary about moisture. B.3. Groundwater We did not observe groundwater while advancing our borings. We installed a temporary piezometer in a low-lying boring for a groundwater recheck after 24 hours and selected Boring ST-06 for this project site. After 24 hours, we did not observe groundwater in the borehole. We then abandoned the temporary piezometer and backfilled the borehole with the auger cuttings. Project planning should anticipate seasonal and annual fluctuations of groundwater. BA Laboratory Test Results B.4.a. Moisture Contents Moisture content (MC) tests (per ASTM International Standard (ASTM) D2216) were performed on selected samples to aid in our classifications and estimations of the materials' engineering properties. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 7 The moisture content of the fill materials ranged from 7 to 17 percent, and the moisture content of the glacial outwash ranged from 4 to 6 percent. The results of the moisture content tests are listed in the "MC" column of the Log of Boring sheets attached in the Appendix. B.4.b. Percent Passing the #200 Sieve Tests Percent passing the #200 sieve analysis tests (P200) (per ASTM D1140) were performed on selected penetration test samples to assist in classification and estimation of the soil's engineering properties. The P200 results within the fill materials ranged from 11 to 56 percent, and the P200 results within the glacial outwash was 4 percent. The Log of Boring sheets list the results of the P200 tests in the "Tests or Remarks" column. B.4.c. Bulk Sample Tests We performed a standard Proctor test (per ASTM D698) and a California Bearing Ratio (CBR) test (per ASTM D1883) on a bulk soil sample collected from Boring ST-05 ranging in depth from 1 to 6 feet, to develop pavement recommendations. We used a remolded sample compacted to 95 percent of the material's standard Proctor maximum dry density to perform the CBR test. Table 3 summarizes the results, which the Appendix includes. Table 3. Summary of Bulk Sample Test Results Boring/Depth Soil Type Maximum Dry Density Optimum Moisture CBR (/) (pcf) N (at 0.1-inch penetration) ST-05 Silty Sand 118.0 12.4 5.7 (1 to 6 feet) (SM) C. Recommendations C.1. Design and Construction Discussions C.1.a. Pre -construction Meeting We recommend scheduling a pre -construction kickoff meeting with the general contractor, earthwork contractor, and 4Site Advisors prior to mobilizing to site to discuss our recommendations. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 8 C.1.b. Existing Fill Based on the results of the borings, the site appears suitable for support of the proposed structure and bullpen using typical spread footing foundations after performing soil corrections due to the presence of existing fill materials. All borings encountered fill that extended to 7 feet below existing grade across the site. While on -site staking the boring locations, we observed a portion of the parcel was being mass graded for future development. See attached site layout for the extents of the mass grading. We were not provided any compaction records for this fill and assume that it was not tested for relative compaction or moisture control during placement. We have provided recommendations for an overexcavation and replacement of the fill within the footprint of the structure and bullpen where it will support foundations and thickened floor slabs for interior walls. If the fill materials are confirmed suitable based on documentation or with the recommended test pits, we believe that the fill material may remain in place below interior floor slabs provided that the upper surface is stable at the time of construction to a proofroll test. Foundation excavations should be evaluated and may require partial or total overexcavation and replacement with engineered fill. We have provided recommendations to excavate at least 5 test pits within the building footprint on -site prior to building construction to confirm the subsurface conditions, groundwater level, and reusability of the soils. We believe that the fill material may remain in parking areas provided that the upper surface is prepared in accordance with our recommendations, and it is stable at the time of construction to a proofroll test. If we find that the subgrade is unstable or uncompactible, or contains debris or unsuitable soil, we may recommend overexcavation and replacement or additional mitigation such as using a reinforcing geogrid or an imported clean granular material (less than 3 inches diameter, less than 6 percent fines) can be utilized to stabilize the subgrade. There is a potential that buried materials are present at the Site within the fill that may require management as solid or hazardous waste if encountered during redevelopment activities. If fill soils that include demolition debris or other wastes are encountered during earthwork, additional assessment of the fill soils may be required by an environmental scientist to evaluate appropriate management and/or disposal requirements. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project 132403162.03 August 14, 2024 Page 9 C.1.c. Reusing On -site Materials The surface vegetation, root zones, topsoils, and soils with an organic content greater than 3 percent should not be used as backfill or fill below the structure footprint or within the upper 3 feet of the pavement areas. These soils should be used in landscaped areas or hauled off -site. We have provided recommendations for evaluating the existing fill material and soils within building footprint by excavating test pits prior to construction. Although we believe the material will be suitable for re -use, the test pit excavations are required to confirm. Even if the material is free of unsuitable material, the weather will need to be warm and dry to make moisture conditioning effective. CAA Construction Seasonality The on -site fill soils will require dry and warm weather (summer months) to perform required moisture conditioning and separation of any debris or deleterious material to be reused as backfill below structure and pavement areas. If the contractor performs site grading in the spring or fall, on -site drying of these soils may not be feasible and drier soils for pavement subgrade, foundation backfill, or utility trenches may need to be imported. Moisture conditioning and re -use of the material will not be possible during cold weather. If time or space is not available to dry these soils, the contractor may need to import drier soils. We recommend discussing the re -use of these materials with potential contractors at the bidding stages of the project. C.1.e. Site Development Contract As a basis for bids, we recommend that earthwork contractors provide these costs in their estimate: Base Bid ■ Performing 5 test pit observations across the building footprint prior to construction. ■ Removing existing fill materials to a depth of 7 feet from the building footprint and replace with imported fill material meeting our requirements for a Structural fill specified in Table 4. ■ Disposing of unsuitable soil off site. Provide Unit Price Adjustments as follows: ■ Limiting the overexcavation of existing fill material to only below interior and exterior footings depending on test pit observation results. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project 132403162.03 August 14, 2024 Page 10 ■ Reusing suitable existing fill materials as engineered fill to raise to proposed grade based on test pit observation results. ■ Reducing imported fill depending on quantity of suitable existing fill. ■ Providing clean drainage gravel wrapped in filter fabric to be used below foundations if unstable conditions are encountered. C.2. Site Grading and Subgrade Preparation C.2.a. Building and Bullpen Subgrade Excavations We recommend removing all "unsuitable materials" from below the building and bullpen's floors and foundations and their 1H:1V oversize areas. "Unsuitable materials" should be defined to consist of surficial vegetation, topsoils, organic or foreign materials, frozen materials, existing fills, and soft/loose soils. To evaluate the composition and extent of the material at the time of construction, we recommend evaluating the soils by excavating 5 test pits across the building footprint to confirm the subsurface conditions for reusability and groundwater. We recommend performing a mass excavation and replacement of the existing fill encountered to a depth of 7 feet in all borings. We cannot confirm the suitability of the existing fill for re -use based on the soil samples from the widely spaced borings. We recommend evaluating the existing fill by excavating 5 test pits across the building footprint to confirm the depth, lateral extent, and composition of the existing fill and the suitability of the existing fill for re -use. If this exploration is not performed, or if the results do not indicate the existing fill may be re -used, imported material meeting our requirements as Structural Fill in Table 4 will be required. We estimate it will take a few hours prior to beginning earthwork to perform the explorations. We note that the existing fill may not be practical for re -use depending on weather and time of year. If the fill materials are suitable after test pit observations, we may change our subgrade preparation recommendations to only overexcavating the fill below exterior and interior footings. The contractor should use equipment and techniques to minimize soil disturbance. If soils become disturbed or are wet, we recommend excavation and replacement of the disturbed soils. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements and within overexcavations, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal: vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. BRAUN INTERTEC Figure 2. Generalized Illustration of Oversizing Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 11 1. Engineered fill as defined in C.2.g 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2.g 4. Backslope to OSHA requirements EXCAVATION BACKSLOPE \ O \ 4 O \2 \ EXISTING \ SOILS \ SUITABLE EXCAVATION BOTTOM AS DETERMINED IN THE FIELD EXCAVATION OVERSIZING SKETCH NOT TO SCALE C.2.c. Excavated Slopes Based on the borings, we anticipate on -site soils in excavations will consist of sand fill. We recommend considering the soils as Type C Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1.5H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. 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. RQAllM INItKIt<. Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 12 CIA Excavation Dewatering We recommend removing any water from the excavations. Project planning should include temporary sumps and pumps for the excavations. If water is encountered, we should be contacted to discuss appropriate methods for removing the water and stabilizing any affected subgrades. C.2.e. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation, understanding the site will have a grade change of 3 feet or less. Strip unsuitable soils consisting of topsoil, organic soils, vegetation, existing structures, and pavements from within 2 feet of the surface of the proposed pavement subgrade level. 1. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 2. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 3. Scarify, moisture condition, and surface compact the subgrade to the requirements of Table 5. 4. Place pavement engineered fill to grade and compact in accordance with Section C.2.g to bottom of pavement and exterior slab section. See Section C.6 for additional considerations related to frost heave. 5. Proofroll the pavement or exterior slab subgrade as described in Section C.2.f. C.2.f. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils. Inside the building, we recommend using a vibratory sheepsfoot compactor weighing at least 10 tons. Outside the building, we recommend using a fully loaded tandem -axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project 132403162.03 August 14, 2024 Page 13 moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.2.g. Engineered Fill Materials and Compaction Table 4 below contains our recommendations for engineered fill materials. Table 4. Fill Materials* Possible Soil Locations To Be Type Additional Used Fill Classification Descriptions Gradation Requirements Below foundations, SC, SM, SP, SW, 100% passing 2-inch within oversizing zones, and within 3 Structural fill SP-SM, SW-SM, sieve o <2/o Organic Content SP-SC, SW -SC, <_20% passing the #200 (OC) feet below interior slabs GW sieve Exterior wall backfill, at depths greater than 3 feet CL, SC, SP-SM, 100% passing 2-inch Wall backfill <3% OC below interior slabs, SP-SC, SP sieve below exterior slabs and pavements Below exterior SC, SM, SP, SW, 100% passing 6-inch <3% OC *labs Subgrade backfill and pavements SP-SC, SP-SM sieve 13I<10 Below landscaped surfaces, where 100% passing 6-inch Non-structural fill Any <10% OC subsidence is not a sieve concern * More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. **We recommend that aggregate base course below exterior pavement conform to Class 5 Aggregate for Surface and Base Courses described in Section 3138 of the Minnesota Department of Transportation Standard Specifications for Construction. We recommend spreading granular materials in loose lifts of approximately 6 to 10 inches and clay materials in loose lifts of approximately 4 to 8 inches. We recommend compacting fill in accordance with the criteria presented below in Table 5. The project documents should specify relative compaction of fill, based on the structure located above the fill, and vertical proximity to that structure. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 14 Table 5. Compaction Recommendations Summary Relative Moisture Content Variance from Optimum, Compaction, percentage points Soils Containing < 20% Soils Containing > 20% Passing percent (ASTM D698 — Passing #200 Sieve #200 Sieve Reference Standard Proctor) (typically SP, SP-SM) (typically MIL, CL) Below foundations, within 3 feet of the interior slabs and in > 98 NA oversizing zones Exterior wall backfill and at depths greater than 3 feet below the 95 As necessary to facilitate -1 to +3 interior slabs. compaction Pavement subgrade >_ 98 -1 to +3 Below exterior slabs >_ 95 -1 to +3 Below landscaped surfaces > 90 +5 *Increase compaction requirement to meet compaction required for structure supported by this fill. The project documents should not allow the contractor to use frozen material as fill or to place fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing relative compaction and moisture content tests in fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.h. Special Inspections of Soils We recommend including the site grading and placement of fill within the building pads under the direction of Special Inspections, as provided in Chapter 17 of the International Building Code, which is adopted into the state building code. Special Inspection requires observation of soil conditions below fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if fill materials meet requirements for type of fill and compaction condition of fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and fill placement. The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for fill, etc.) and compaction testing of the fill. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 15 C.3. Spread Footings C.3.a. Spread Footing Design Parameters Table 6 below contains our recommended parameters for foundation design. These parameters are based on spread footing bearing on engineered fill that has been tested for relative compaction and moisture content in accordance with our recommendations in Section C.2. Table 6. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) Interior column pad footings and perimeter strip footings 3,000 Minimum factor of safety for bearing capacity failure 3.0 Minimum wall footing width (inches) 16 Minimum column footing dimension (inches) 30 Minimum embedment below final exterior grade for heated structures (inches) 42 inches for perimeter footings, interior footings may bear immediately below interior slabs. Minimum embedment below final exterior grade for unheated structures or for footings not protected from freezing temperatures during construction (inches) 60 Total estimated settlement (inches) 1 Differential settlement Typically, about 1/2 of total settlement* * Actual differential settlement amounts will depend on final loads and foundation layout. These recommendations and settlement estimates are based on the loads provided in Table 1. Higher wall and column loads may require a reduction in bearing capacity to maintain the desired settlement tolerance. CA Below -Grade Walls C.4.a. Configuring and Resisting Lateral Loads Below -grade and loading dock wall design should use at -rest earth pressure conditions. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project 132403162.03 August 14, 2024 Page 16 Table 7 presents our recommended lateral coefficients and equivalent fluid pressures for wall design of at -rest earth pressure conditions. The table also provides recommended wet unit weights and internal friction angles. Designs should also consider the slope of any engineered fill and dead or live loads placed behind the walls within a horizontal distance that is equal to the height of the walls. Our recommended values assume the wall design provides drainage so water cannot accumulate behind the walls. The construction documents should clearly identify what soils the contractor should use for engineered fill of walls. Table 7. Recommended Below -Grade Wall Design Parameters — Drained Conditions Wet Unit Friction Weight Angle Equivalent Fluid Pressure Retained Soil (pcf) (degrees) At -Rest Lateral Coefficient (pcf) Sand Wall Backfill 120 30 0.50 60 Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.35 between the concrete and soil. The values presented in this section are un-factored. Note we have not provided active or passive earth pressure coefficients since these are applicable only to walls that are allowed to yield slightly. We are not aware of any site retaining walls. Please contact us if a retaining wall is being considered for the site. C.S. Interior Slabs C.S.a. Subgrade Modulus We recommend using a modulus of subgrade reaction, k, of 125 pounds per square inch per inch of deflection (pci) to design the slabs. To increase the k-value to 150 pci for the slab design, we recommend placing 6 inches of compacted crushed aggregate base immediately below the slab. We recommend that the aggregate base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an aggregate base facilitates construction activities and is less weather sensitive. C.5.b. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project 132403162.03 August 14, 2024 Page 17 coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.6. Frost Protection We consider the on -site fill materials to be moderately frost susceptible. Unfavorable amounts of heaving could occur if these soils become saturated and freeze. Grading to direct surface drainage away from buildings helps limit the potential for saturation and subsequent heaving to occur. Still, even limited amounts of movement can create tripping hazards. Therefore, we have provided recommendations based on the potential for frost heave to cause unacceptable movement. At the main entrance and along the service doors, we recommend removing frost -susceptible soils present below the overlying slab or pavement area down to bottom -of -footing grades and replacing the excavated material with non -frost -susceptible engineered fill. Figure 3 shows an illustration summarizing some of the recommendations above. If the drain tile is omitted, we recommend specifying that joints should be sealed, and irrigation or roof drains are not allowed to discharge onto unpaved areas above the fill. Owner may choose to omit drain tile if groundwater is not an issue. Figure 3. Frost Protection Geometry Illustration PAVEMENT OR SLAB FROST + " DEPTH -FROST -SUSCEPTIBLE FILL t3HAV SLOPE IN FROST -SUSCEPTIBLE TRANSITIONS MATERIALS SLOPE TO DRAIN TILE WHERE SUBGRADE WOULD COLLECT WATER DRAIN TILE ROUTED TO SUITABLE DISPOSAL SITE WHEN SUBGRADE WOULD COLLECT WATER As an alternative to non -frost susceptible fill for exterior service doors (not service bay doors), we recommend supporting the slabs on frost -depth footings, and suspend the slabs at least 4 inches above BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 18 the underlying subgrade soils. With this alternative, we recommend making accommodations for differential frost heave at transition areas. For pavement and sidewalks that are not connected to the building, we do not believe that special provisions for protection against frost heave are required. We anticipate that seasonal temperature variations may cause as much as an inch of vertical movement, but this movement is typical for the region and not detrimental. Over the life of the pavement or slab, cracks may develop, and joints may open up, which will expose the subgrade and allow water to enter the subgrade. This water entering the subgrade increases the likelihood of heave. It will be critical that the owner develop a detailed maintenance program to repair any cracks and joints that may develop during the useful life of the various surface features. The maintenance program should pay special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.7. Pavements and Exterior Slabs C.7.a. Design CBR Value We performed a Standard Proctor and CBR test on a selected bulk sample collected from the auger cuttings to determine a CBR value for pavement design. Based on the laboratory testing results, we recommend pavement design use an R-value of 20 to design. Tables 8 and 9 provide recommended pavement sections, based on the soils support and traffic loads. Our recommendations are based on the assumption that the subgrade soils can be scarified, moisture conditioned, and recompacted to conform to the recommendations in our report. Wet or cold weather may require increased subbase, base course, or the use of a reinforcing geogrid to meet these recommendations. C.7.b. Bituminous Design Sections For the bituminous -surfaced portions of the pavements, we utilized the simplified design chart for calculating pavement thicknesses presented in "Figure 3.1. - Design Chart for Flexible Pavements Based on Using Mean Values for Input," of the AASHTO Guide for Design of Pavement Structures (1993). The parameters used to perform the calculations were assumed/calculated as follows: ■ Reliability = 90% ■ Standard Deviation = 0.45 ■ Light Duty = 50,000 ESALs ■ Heavy Duty = 125,000 ESALs BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 19 ■ Effective R-value of 30; and ■ Design Serviceability Loss = 2.2 (Initial Serviceability = 4.2, Terminal Serviceability = 2.0) The above design method provides an end result of a Design Structural Number (SN), which is then used to iteratively calculate the required pavement thickness. The minimum Structural Numbers we calculated for these bituminous surfaced pavements is 2.8 for Light Duty and 3.5 for Heavy Duty. The pavement thicknesses are calculated from the equation: ■ SN = (Di x al) + (D2 x a2 x m2) ■ D1 = Bituminous Thickness (inches) ■ al = Structural Layer Coefficient for Bituminous = 0.44 ■ D2 = Aggregate Base Thickness (inches) ■ az = Structural Layer Coefficient for Aggregate Base = 0.17; and ■ m2 = Drainage Modifier = 1.0 (assuming aggregate base and edge drains will be provided for the pavements) Solving the above equation for a Structural Number of at least 2.8 for Light Duty and 3.5 for Heavy Duty, we recommend the bituminous -surfaced pavement sections for the paved areas consist of these layers. The thicknesses of the bituminous and aggregate base may be adjusted provided they attain a minimum Structural Number of at least 2.8 for Light Duty and 3.5 for Heavy Duty: BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 20 Table 8. Recommended Bituminous Pavement Sections Option 1 Option 2 Heavy Duty — Delivery Use Light Duty — Truck/Loading Dock Light Duty — Heavy Duty —Delivery Parking Lot Parking Lot Truck/Loading Dock Access Access Minimum bituminous 31/2 41/2 31/2 41/2 thickness (inches) Minimum aggregate base 8 10 6 8 thickness (inches) Minimum granular -- 12 12 subbase (inches)* *We recommend using a poorly graded sand with gravel containing less than 6 percent fines. We provided an additional option in Table 8 that includes a subbase layer, and this layer would help with drainage, frost heave, and lifespan of the pavement. This is typical in this area. This pavement design is based upon a 20-year performance life. This is the amount of time before major reconstruction is anticipated. This performance life assumes maintenance, such as seal coating and crack sealing, is routinely performed. The actual pavement life will vary depending on variations in weather, traffic conditions, and maintenance. C.7.c. Concrete Design Sections For the concrete -surfaced portions of the pavements, we utilized the simplified design chart for calculating pavement thicknesses presented in "Figure 3.7. - Design Chart for Rigid Pavement Based on Using Mean Values for Each Input Variable," of the AASHTO Guide for Design of Pavement Structures (1993). The parameters used to perform the calculations were assumed/calculated as follows: ■ Reliability = 90% ■ Standard Deviation = 0.35 ■ Heavy Duty = 325,000 ESALs ■ Concrete Modulus of Rupture = 580 psi ■ Effective Modulus of Subgrade Reaction = 125 pci; and ■ Design Serviceability Loss = 2.5 (Initial Serviceability = 4.5, Terminal Serviceability = 2.0) The above design method provides the following concrete thickness: BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project 132403162.03 August 14, 2024 Page 21 Table 9. Recommended Concrete Pavement Sections Use Heavy Duty — Delivery Truck/Loading Dock Access Minimum concrete thickness (inches) 6 Minimum aggregate base thickness (inches) 6 This pavement design is based upon a 35-year performance life. This is the amount of time before major reconstruction is anticipated. This performance life assumes maintenance, such as seal coating and crack sealing, is routinely performed. The actual pavement life will vary depending on variations in weather, traffic conditions, and maintenance. We noted that the concrete thickness is a minimum and should be increased to 8 inches near the dumpster and where concentrated truck traffic is anticipated. C.7.d. Concrete Pavements We assumed the concrete pavement sections in Table 9 will have edge support but will be plain concrete without reinforcing steel. We recommend placing an aggregate base below the pavement to provide a suitable subgrade for concrete placement, reduce faulting and help dissipate loads. Appropriate mix designs, panel sizing, jointing, doweling and edge reinforcement are critical to performance of rigid pavements. If desired, we can be consulted for guidance on these items. The designer may wish to use fiber reinforcement that typically increases the modulus of rupture and can be used to increase pavement durability or reduce the pavement thickness slightly. C.7.e. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.7.f. Subgrade Drainage It is important for the long-term performance of the pavement to avoid saturated subgrade or base course by providing an outlet for any infiltrated water. We recommend that the subgrade be sloped to allow water to migrate, and that the aggregate base course consist of clean granular material (less than 2 inches diameter, less than 6 percent fines). If the grading of the subgrade directs water to low lying area near catch basins, we recommend that weep holes with filter fabric be installed near the bottom of the aggregate base course. Other outlets could consist of edge drains, daylighting the base course to a drainage swale, or installing a drain tile in a gravel trench leading to a catch basin or other outlet. If persistent wet subgrade conditions are encountered during construction, the contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 22 C.7.g. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous and a 35-year life for concrete. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non -wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance with regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. C.8. Seismic Considerations C.8.a. Seismic Design Category The Seismic Design Category should be selected by the designer based on use, occupancy, and mapped spectral response accelerations modified by the Site Class. According to Figures 1613.2.1 (1 and 2) of the 2018 International Building Code and ASCE 7-16, the design seismic accelerations are S, = 0.050 g and S1= 0.023 g for this site. These values must be modified by the Site Class in accordance with the procedures provided in Section 1613.2 and ASCE 7. Based on the conditions encountered in the soil borings and our understanding of the geological conditions at the site, we recommend using Site Class D, which corresponds to stiff soil profile according to the Site Classification Procedure for Seismic Design, to characterize the site. C.9. Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of shoring, scaffolding, cranes, pumps, lifts, haul roads for material delivery, and other construction equipment prior to mobilization to determine if the exposed materials are suitable for equipment BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 23 support or require some form of subgrade improvement. We also recommend project planning consider the effect that loads applied by such equipment may have on structures they bear on or surcharge — including pavements, buried utilities, below -grade walls, etc. We can assist you in this evaluation. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with an all -terrain vehicle (ATV) core and auger drill equipped with hollow -stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance to ASTM D1586. We used an automatic hammer to drive the sampler that has an energy efficiency of about 80 percent. We collected thin -walled tube samples in general accordance with ASTM D1587 at selected depths. The boring logs show the actual sample intervals and corresponding depths. We collected bulk samples of auger cuttings at selected locations for laboratory testing. We sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH-approved grout. A copy of the sealing records follows the Log of Boring sheets in the Appendix. D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials and present the results of penetration resistance tests performed. The logs also present the results of laboratory tests performed on penetration test samples and groundwater measurements. The Appendix also includes a Fence Diagram intended to provide a summarized cross -sectional view of the soil profile across the site. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project 132403162.03 August 14, 2024 Page 24 D.2.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing The exploration logs in the Appendix note most of the results of the laboratory tests performed on geologic material samples. The remaining laboratory test results follow the exploration logs. We performed the tests in general accordance with ASTM procedures. DA Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes or allowed them to remain open for an extended period of observation, as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses, and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 25 thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation, and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction -related geotechnical engineer -of -record responsibilities. BRAUN INTERTEC Les Schwab Tire Centers SFP-E, LLC Project B2403162.03 August 14, 2024 Page 26 E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. EA Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. BRAUN INTERTEC Appendix BRAUN INTERTEC F:\2024\B24031 11:21:01 AM 1 - T \ � 1 W Z W C7 Z_ z Z W \ � LL <SFq Rogo \ \ • DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING BRAUN INTERTEC The Sclenrn You Build On. 11001 Hampshire Avenue S Minneapolis, MN 55438 952.995.2000 braunintertec.com Project No: B2403162.03 Drawing No: B2403162-03 Drawn By: JAG Date Drawn: 7/11124 Checked By: JG Last Modified: 8/7/24 1.57 Acre Vacant Property Southwest of 1-94 and Fanning Avenue Monticello. 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' ' ' 10 24.5 :. ' ' ' ' 14 934 934 933 933 Fence Diagram Project ID: 32403162.03 Geotechnical Evaluation Vert. Scale: 1"= 5' 1.57-Acre Vacant Property Hor. Scale: NTS Parcel 155011000171 Date: 08/07/2024 Monticello, Minnesota BRAUN INTERTEC The Science You Build On. B RAU N I NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminoloqv sheet for explanation of abbreviations Project Number 132403162.03 BORING: ST-01 Geotechnical Evaluation LOCATION: Captured with RTK GPS. 1.57-Acre Vacant Property DATUM: NAD 1983 HARN Adj MN Wright (US Feet) Parcel 155011000171 Monticello, Minnesota NORTHING: 214217.1 EASTING: 528362.0 DRILLER: M.Hoppe LOGGED BY: M.Kudanovych START DATE: 07/22/24 END DATE: 07/22/24 SURFACE 959.2 ft RIG: 7504 METHOD: 3 1/4" HSA SURFACING: Fill WEATHER: Sunny y Elev./ Description of Materials �, Blows Depth ca (Soil-ASTM D2488 or 2487; Rock -USAGE EM (N-Value) qP MC Tests or Remarks ft 1110-1-2908) is u) Recovery tsf % FILL: SANDY LEAN CLAY (CL), trace Gravel, dark brown, moist It AU 957.2 2-3-4 2.0 FILL: SILTY SAND (SM), fine to medium- �/ grained, trace Gravel, brown, moist (7) 13 P200=15% 955.2 10" 5-7-9 4.0 FILL: POORLY GRADED SAND with SILT (SP- SM), fine to medium -grained, trace Gravel, 5 Z (16) brown, moist 12" 952.2 4-5-6 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, brown, dry to (11) 12" moist, loose to medium dense (GLACIAL OUTWAS H) 3-5-5 10 Z (10) 12" 4-5-6 (11) 12" 4-5-5 15 (10) 12" 4-5-6 20 14" 4-7-7 (14) 934.7 18" Water not observed while drilling. 24.5 END OF BORING 25 Boring then backfilled with bentonite grout 30 B2403162.03 Braun Intertec Corporation Print Date:08/14/2024 ST-01 page 1 of 1 B RAU N I NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminoloqv sheet for explanation of abbreviations Project Number 132403162.03 BORING: ST-02 Geotechnical Evaluation LOCATION: Captured with RTK GPS. 1.57-Acre Vacant Property DATUM: NAD 1983 HARN Adj MN Wright (US Feet) Parcel 155011000171 Monticello, Minnesota NORTHING: 214266.2 EASTING: 528384.1 DRILLER: M.Hoppe LOGGED BY: M.Kudanovych START DATE: 07/22/24 END DATE: 07/22/24 SURFACE 959.1 ft RIG: 7504 METHOD: 3 1/4" HSA SURFACING: Fill WEATHER: Sunny y Elev./ Description of Materials �, Blows Depth ca (Soil-ASTM D2488 or 2487; Rock -USAGE EM (N-Value) qP MC Tests or Remarks ft 1110-1-2908) is u) Recovery tsf % FILL: SANDY LEAN CLAY (CL), trace Gravel, trace roots, dark brown, moist AU 957.1 4-5-6 2.0 FILL: POORLY GRADED SAND with SILT (SP- SM), fine to medium -grained, trace Gravel, (11) 10" brown, moist 5 (14)14) 12" 952.1 4-5-7 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, brown, dry to (12) 4 P200=4% moist, loose to medium dense (GLACIAL 14" OUTWAS H) 3-5-8 10 Z (13) 12" 4-5-6 (11) 12" 3-4-5 15 Z (9) 14" 2-4-5 20 (9) 6 P200=4% 12" 4-5-5 (10) 934.6 12" Water not observed while drilling. 24.5 END OF BORING 25 Boring then backfilled with bentonite grout 30 B2403162.03 Braun Intertec Corporation Print Date:08/14/2024 ST-02 page 1 of 1 B RAU N I NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminoloqv sheet for explanation of abbreviations Project Number 132403162.03 BORING: ST-03 Geotechnical Evaluation LOCATION: Captured with RTK GPS. 1.57-Acre Vacant Property DATUM: NAD 1983 HARN Adj MN Wright (US Feet) Parcel 155011000171 Monticello, Minnesota NORTHING: 214337.8 EASTING: 528226.1 DRILLER: M.Hoppe LOGGED BY: M.Kudanovych START DATE: 07/22/24 END DATE: 07/22/24 SURFACE 960.4 ft RIG: 7504 METHOD: 3 1/4" HSA SURFACING: Fill WEATHER: Sunny y Elev./ Description of Materials �, Blows Depth ca (Soil-ASTM D2488 or 2487; Rock -USAGE EM (N-Value) qP MC Tests or Remarks ft 1110-1-2908) is u) Recovery tsf % FILL: SANDY LEAN CLAY (CL), trace Gravel, trace roots, dark brown, moist AU 958.4 3-4-4 2.0 FILL: SILTY SAND (SM), fine to medium- �/ grained, trace Gravel, brown, moist (8) 11 P200=17% 12" 8-9-13 5—Z(22) 10.. 953.4 3-5-5 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, brown, dry to (10) 12" moist, loose to medium dense (GLACIAL OUTWAS H) 3-4-3 10 Z (7) 14" 4-5-6 (11) 12" 5-6-8 15 Z (14) 12" 4-6-5 20 14" 3-5-6 (11) 935.9 18" Water not observed while drilling. 24.5 END OF BORING 25 Boring then backfilled with bentonite grout 30 B2403162.03 Braun Intertec Corporation Print Date:08/14/2024 ST-03 page 1 of 1 B RAU N I NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminoloqv sheet for explanation of abbreviations Project Number 132403162.03 BORING: ST-04 Geotechnical Evaluation LOCATION: Captured with RTK GPS. 1.57-Acre Vacant Property DATUM: NAD 1983 HARN Adj MN Wright (US Feet) Parcel 155011000171 Monticello, Minnesota NORTHING: 214290.9 EASTING: 528205.4 DRILLER: M.Hoppe LOGGED BY: M.Kudanovych START DATE: 07/22/24 END DATE: 07/22/24 SURFACE 960.5 ft RIG: 7504 METHOD: 3 1/4" HSA SURFACING: Fill WEATHER: Sunny y Elev./ Description of Materials �, Blows Depth ca (Soil-ASTM D2488 or 2487; Rock -USAGE EM (N-Value) qP MC Tests or Remarks ft 1110-1-2908) is u) Recovery tsf % FILL: SANDY LEAN CLAY (CL), trace Gravel, trace roots, dark brown, moist AU 2-3-4 (7) 17 P200=56% 956.5 10" 2-4-6 4.0 FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist 5 (10) 7 P200=14% 10.. 953.5 4-5-5 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, brown, dry to (10) 12" moist, loose to medium dense (GLACIAL OUTWAS H) 4-5-5 10 Z (10) 14" 5-7-9 (1 101, 2-4-6 15 Z (10) 12" 2-5-5 20 (10) 14" 3-4-5 (9) 936.0 12" Water not observed while drilling. 24.5 END OF BORING 25 Boring then backfilled with bentonite grout 30 B2403162.03 Braun Intertec Corporation Print Date:08/14/2024 ST-04 page 1 of 1 B RAU N I NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminoloqv sheet for explanation of abbreviations Project Number 132403162.03 BORING: ST-05 Geotechnical Evaluation LOCATION: Captured with RTK GPS. 1.57-Acre Vacant Property DATUM: NAD 1983 HARN Adj MN Wright (US Feet) Parcel 155011000171 Monticello, Minnesota NORTHING: 214221.2 EASTING: 528267.4 DRILLER: M.Hoppe LOGGED BY: M.Kudanovych START DATE: 07/22/24 END DATE: 07/22/24 SURFACE 959.6 ft RIG: 7504 METHOD: 3 1/4" HSA SURFACING: Fill WEATHER: Sunny y Elev./ Description of Materials �, Blows Depth ca (Soil-ASTM D2488 or 2487; Rock -USAGE EM (N-Value) qP MC Tests or Remarks ft 1110-1-2908) is u) Recovery tsf % FILL: SANDY LEAN CLAY (CL), trace Gravel, Bag sample obtained from trace roots, dark brown, moist AU 1 to 6 feet 957.E 2-3-4 2.0 FILL: POORLY GRADED SAND with SILT (SP- �/ SM), fine to medium -grained, trace Gravel, (7) 7 P200=11 brown, moist 10" 5 (17)17) 12" 952.E 3-4-6 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, brown, dry to (10) 14" moist, loose (GLACIAL OUTWASH) 3-4-6 10 (10) 948.E 12" Water not observed while drilling. 11.0 END OF BORING Boring then backfilled with auger cuttings 15 20 25 30 B2403162.03 Braun Intertec Corporation Print Date:08/14/2024 ST-05 page 1 of 1 B RAU N I NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminoloqv sheet for explanation of abbreviations Project Number 132403162.03 BORING: ST-06 Geotechnical Evaluation LOCATION: Captured with RTK GPS. 1.57-Acre Vacant Property DATUM: NAD 1983 HARN Adj MN Wright (US Feet) Parcel 155011000171 Monticello, Minnesota NORTHING: 214325.3 EASTING: 528410.7 DRILLER: M.Hoppe LOGGED BY: M.Kudanovych START DATE: 07/22/24 END DATE: 07/22/24 SURFACE 959.3 ft RIG: 7504 METHOD: 3 1/4" HSA SURFACING: Fill WEATHER: Sunny y Elev./ Description of Materials �, Blows Depth ca (Soil-ASTM D2488 or 2487; Rock -USAGE EM (N-Value) qP MC Tests or Remarks ft 1110-1-2908) is u) Recovery tsf % FILL: SANDY LEAN CLAY (CL), trace Gravel, dark brown, moist It AU 957.3 2-4-5 2.0 FILL: SILTY SAND (SM), fine to medium- �/ grained, trace Gravel, brown, moist (9) 10 P200=13% 955.3 10" 5-6-7 4.0 FILL: POORLY GRADED SAND with SILT (SP- SM), fine to medium -grained, trace Gravel, light 5 (13) brown, moist 12" 952.3 4-6-7 7.0 POORLY GRADED SAND (SP), fine to medium -grained, trace Gravel, brown, dry to (13) 12" moist, medium dense (GLACIAL OUTWASH) 5-6-7 10 (13) 948.3 101, Water not observed while drilling. 11.0 END OF BORING Boring then backfilled with bentonite grout Water not observed in temporary piezometer when rechecked 24 hours. 15 20 25 30 B2403162.03 Braun Intertec Corporation Print Date:08/14/2024 ST-06 page 1 of 1 B RAU N I NTE RTEC The Science You Build On. LOG OF BORING See Descriptive Terminoloqv sheet for explanation of abbreviations Project Number 132403162.03 BORING: ST-07 Geotechnical Evaluation LOCATION: Captured with RTK GPS. 1.57-Acre Vacant Property DATUM: NAD 1983 HARN Adj MN Wright (US Feet) Parcel 155011000171 Monticello, Minnesota NORTHING: 214385.0 EASTING: 528243.4 DRILLER: M.Hoppe LOGGED BY: M.Kudanovych START DATE: 07/22/24 END DATE: 07/22/24 SURFACE 959.8 ft RIG: 7504 METHOD: 3 1/4" HSA SURFACING: Fill WEATHER: Sunny y Elev./ Description of Materials �, Blows Depth ca (Soil-ASTM D2488 or 2487; Rock -USAGE EM (N-Value) qP MC Tests or Remarks ft 1110-1-2908) is u) Recovery tsf % FILL: SANDY LEAN CLAY (CL), trace Gravel, trace roots, dark brown, moist It AU 957.8 3-4-5 2.0 FILL: SILTY SAND (SM), fine to medium- Agrained, trace Gravel, brown, moist (9) 12 P200=13% 955.8 16" 4-9-8 4.0 FILL: POORLY GRADED SAND with SILT (SP- SM), fine to medium -grained, trace Gravel, 5 Z (17) brown, moist 14" 952.8 4-7-10 7.0 POORLY GRADED SAND (SP), fine to �] medium -grained, trace Gravel, brown, dry to LX� (17) 14" moist, medium dense (GLACIAL OUTWASH) 4-5-7 10 Z (12) 948.8 14" Water not observed while drilling. 11.0 END OF BORING Boring then backfilled with bentonite grout 15 20 25 30 B2403162.03 Braun Intertec Corporation Print Date:08/14/2024 ST-07 page 1 of 1 Minneso WELL OR BORING LOCATION MINNESOTA DEPARTMENT OF HEALTH Seating to Well and Boring H 407316 WELL AND BORING SEALING RECORD Minnesota Unique Well No. County Name• or W-series No - Minnesota Statutes, chapter 1031 W.� 11 � k-1 Township Vem . Township No. Range No. Section N3�L Dale Sealed Dale Well or Boring Constructed t a5 �3 -1 �-4 Zz GPS LOCATION - decimal degrees (to four decimal places) ''�y Depth at Time of Sealing_Z1 _k. Original Depth. Z4 - --n. Latitude Longitude AOUIFER(S) STATIC WATER LEVEL Numerical Street Address or Fire Number and City of Well or Boring Location ❑ Single Aquifer El Multiaquifer ❑Measured Date Measured ❑ Estimated ^� WELUBORING '5p 14 a no If ` ❑ W ter -Supply Well ❑ Env. Well Show exact location of well or boring Skelch map of well or boring ft. []a .slow ❑ above land surface bcation, showing property ��L..!llrrn�����' emP- Boring ❑ Other_— -— in section grid with X' lines, roads, and buildings. N CASING TYPES) ONE wan Nunn Hong {� ❑ steel ❑ Plastic ❑ Tile ❑ Other 11-_JA-- W LLHEAD COMPLETION E Our ❑ Pitless AdapterAlnit ❑ At Grade Inside: 0Basement Onset �ANa ❑ Well Pit ❑ Buried ❑ Well House _ 1 � El Well Pit ❑ Other ❑ Buried 5 -1 IrM1e �� ❑ Other_- For temporary borings, provide additional location information, a site sketch, and geology on a separate page. CASING(S) Set in oversize hole" Annular space initially grouted? Diameter Deptrt �in, from it❑Yes n No El Yes ❑ No ❑Unknown PROPERTY OWNER'S NA OMPANY AME —to in from (0 tt. ❑ Yes ❑ No ❑ Yes ❑ No ❑ Unknown P rty ZMe, s marling address 11 ditieren ll ion address indi�al� ve l� c.a� a in. from_— t0 n. ❑ Yes ❑ No ❑Yes ❑ No Unknown �,^ CX2) SCREEWOPEN HOLE Screen from to h. Open Hole from _ to ft- LL OWNER'S NAMEICOMPANY NAME OBSTRUCTIONS Well ownm's mailing address d afferent than moperty owner's address mdlcaled above ❑ Rods/Drop Pipe ❑ Cheat Valve(s) ❑Debris (] Fill No Obstruction Type of Obstructions (Describe)' - - - - - - - - Obstructions removed? ❑ Yes ❑ No Describe - - - PUMP GEOLOGICAL MATERIAL COLOR BARONESS OR FORMATION FROM TO [] Not Present ❑ Present, Removed Prior to Sealing ❑ Other - - - -- If riot known, indicat estimated formation I fro nearby well or boring. Type 14 Aix- METHOD USED TO SEAL ANNULAR SPACE BETWEEN 2 CASINGS, OR CASING AND BORE HOLE [a.f<Annular Space Exists ❑ Annular Space Grouted with Tremie Pipe [I Casing Perforation/Removal w� 1 Casing Diameter ri ❑Perforated ❑Removed in. irom to _ � - - k. perforated � Removed in.lrom to -- - - Type of Perforator_ -- - - - - _ - - VARIANCE Was a variance granted from the MDH for this well? ❑ Yes o TN# - - GROUTING MATERIAL(S) 1 to ��• yards bags Grouting Materialrom ITom to _ R._ yards_ bags from - to ft._ yards bags OTHER WELLS AND BORINGS ,...,// Other unsealed and unused well or boring on property? El Yes LR No How many? LICENSED OR REGISTERED CONTRACTOR CERTIFICATION This boring was sealed in accordance with Minnesota Rules, Chapter 4725. The information contained in this report REMARKS, SOURCE OF DATA DIFFICULTIES IN SEALING well or is true to the best of my knowledge. Imo. .� A- Licensee Busi/n ss v me Jal License o^rRe/g/+spar on Ala. :5t ` 'd ROep No.afe Certified Representative Signature �u o I �.b3 MINN. DEPT OF HEALTH COPY H 4 0 7 316 Name of Person Seating Well or Boring _ 1171PR HE-01434-17 ID# 63159 B RAU N INTERTEC Th. Sol —You 8uod Dh, Criteria for Assigning Group Symbols and Soil Classification Group S mbol Group Name Group Names Using Laboratory Tests n Gravels Clean Gravels C">-4and 15C<53° GW Well -graded gravel` 'o (More than 50%of (Less than 5%finesc) C"<4and/or (C,< 1 or C,> 3)° GP Poorly graded gravel' c coarse fraction Gravels with Fines Fines classify as ML or MH GM Silty gravely FG v' E w retained on No. 4 c a sieve) (More than 12%finesc) Fines Classify as CL or CH GC Clayey gravel' FG a o Sands Clean Sands C">- 6 and 15 C<<- 3° SW Well -graded sand' Cu <6 and/or (C<<1 or C,> 3I° SP Poorly graded sand ` z o v (50%or more coarse (Less than 5%fines") Efraction passes No. 4 Sands with Fines Fines classify as ML or MH SM Silty sand PG 1 ,.. sieve) (More than 12%fines") Fines classify as CL or CH SC Clayey sandrG1 PI > 7 and plots on or above "A" line' CL Lean clayK L M Silts and Clays Inorganic PI <4 or plots below "A" line ML - Silt (Liquid limit less than Liquid Limit - oven dried Organic clay K rMN .N w 50) 'w m ° � � O Organic <0.75 Liquid Limit - not dried OL Organic silt K L MG ea E PI plots on or above "A" line Fat clayK K M w o d e Silts and Clays Inorganic K L M S o (Liquid limit 50 or Organic Liquid Limit - oven dried <0.75 Organic clay K K MP =' more) Liquid Limit -not dried Organic silt K K M a Highly Organic Soils Primarily organic matter, dark in color, and organic odor MPeat A. B. C. D. E. F. G. H. L. M. N. O. P. Q. Based on the material passing the 3-inch (75-mm) sieve. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded gravel with silt GW-GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay Cu = D60 / D10 Cc = (D30)2 / (D10 x De0) If soil contains>-- 15% sand, add "with sand" to group name. If fines classify as CL-ML, use dual symbol GC -GM or SC-SM. If fines are organic, add "with organic fines" to group name. Sands with 5 to 12%fines require dual symbols: SW-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 If soil contains >- 15% gravel, add "with gravel" to group name. If Atterberg limits plot in hatched area, soil is CL-ML, silty clay. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. If soil contains >-- 30% plus No. 200, predominantly sand, add "sandy" to group name. If soil contains>-- 30% plus No. 200 predominantly gravel, add "gravelly" to group name. PI >- 4 and plots on or above "A" line. PI <4 or plots below "A" line. PI plots on or above "A" line. PI plots below "A" line. For classification of fine-grained soils and fine-grained fraction of coarse -grained soils. aF. Equation of "A"- line Horizontal at PI = 4 to LL = 25.5, then PI = 0.73 (LL- 20) Equation of "U" - line Vertical at LL = 16 to then PI = 0.9 V OH - - ML OR OL 10 7 4 00 10 16 20 30 40 so 60 70 so 90 100 110 LIQUID LIMIT (LL) Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Particle Size Identification Boulders .............. over 12" Cobbles ................ 3" to 12" Gravel Coarse ............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine ................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse .............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium ........... No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine .................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt ........................ No. 200 (0.075 mm) to .005 mm Clay ...................... <.005 mm Relative Proportions',"' trace ............................. 0 to 5% little .............................. 6 to 14% with .............................. z 15% Inclusion Thicknesses lens ............................... 0 to 1/8" seam ............................. 1/8" to 1" layer .............................. over 1" Apparent Relative Density of Cohesionless Soils Veryloose ..................... 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 Blows Approximate Unconfined Cohesive Soils Per Foot Compressive Strength Very soft ................... 0 to 1 BPF................... < 0.25 tsf Soft ........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium .................... 5 to 8 BPF .................. 0.5 to 1 tsf Stiff ........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff ................... 16 to 30 BPF............... 2 to 4 tsf Hard .......................... over 30 BPF................ > 4 tsf Moisture Content: Dry: Absence of moisture, dusty, dry to the touch. Moist: Damp but no visible water. Wet: Visible free water, usually soil is below water table. Drilling Notes: Blows/N-value: Blows indicate the driving resistance recorded for each 6-inch interval. The reported N-value is the blows per foot recorded by summing the second and third interval in accordance with the Standard Penetration Test, ASTM D1586. Partial Penetration: If the sampler could not be driven through a full 6-inch interval, the number of blows for that partial penetration is shown as #/x" (i.e. 50/2"). The N-value is reported as "REF" indicating refusal. Recovery: Indicates the inches of sample recovered from the sampled interval. For a standard penetration test, full recovery is 18", and is 24" for a thinwall/shelby tube sample. WOH: Indicates the sampler penetrated soil underweight of hammer and rods alone; driving not required. WOR: Indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required. Water Level: Indicates the water level measured by the drillers either while drilling ( Q ), at the end of drilling ( 3E), or at some time after drilling ( M ). Laboratory Tests DD Dry density, pcf qP Pocket penetrometer strength, tsf B WD Wet density, pcf q0 Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit I� MC Moisture content, % PL Plastic limit OC Organic content, % PI Plasticity index I Sample symtlals Standard Penetration Test a Rock Core Modified California (MCI . Thinwall (TW)/Shelby Tube (SH) Auger ® Texas Cone Penetrometer Grab Sample V Dynamic Cone Penetrometer 5/2021 BROUN INILK ILL The S,-- You Budd On California Bearing Ratio ASTM D1883 Report Date: 08/14/2024 526 10th St NE, Suite 300 PO Box 485 West Fargo, ND 58078 Phone: 701-232-8701 Client: Les Schwab Warehouse Center, LLC P.O. Box 5350 20900 Cooley Road Bend. OR 97701 Project: B2403162.03 Monticello - 1.57-acre vacant property 45.290915°,-93.773507' Monticello, MN Sample Information Sample Number: 605571 Depth (ft): 1 to 6 Sampling Method: Auger Boring ASTM D1452 Sampled By: Drill Crew Boring Number: ST-05 Location Details: Boring ST-05, V to 6' Sample Date: 07/22/2024 Received Date: 08/04/2024 Lab: 11001 Hampshire Ave S, Bloomington, MN Tested Date: 08/13/2024 Tested By: Vang, Yang Laboratory Data Soaked OrUnsoaked Soaked Method Of Preparation ASTM D698 Number Of Blows Per Lift 10 Surcharge (lbs) 10 Average Molding Moisture Content (%) 12.8 Dry Density Molded (pcf) 112.1 Percent Of Maximum Density 95.0 Swell (%) 0.0 Moisture Content Of Whole Specimen (%) 13.6 Moisture Content Of Top Inch (%) 14.5 Corrected Bearing Ratio At 0.1 inch 5.2 Corrected Bearing Ratio At 0.2 inch 5.7 Corrected Bearing Ratio At 0.3 inch Corrected Bearing Ratio At 0.4 inch Corrected Bearing Ratio At 0.5 inch See 605571.pdf in the documents section at the end of this report. Minimum Specified Final Bearing Ratio (%): 5.7 Soil Classification: SM Silty sand General Results: The test is for informational purposes. Uncertainty was not taken into account in determining whether the test results meet the requirements. The results Page 1 of 2 included in this report relate only to the items inspected or tested. Sampled per project specifications or industry standards. Also, this report is for the exclusive use of the addressed parties. We assume no responsibility to other parties regarding this report. The information indicated in this report shall not be reproduced, except in full, without prior written approval. 500 450 400 350 300 -o 250 ro 0 J 200 150 100 50 0: 0 0.1 BRAUN INTERTEC The Science You Build On. CBR Load Graph Load (Ibs) f Linear portion — — —X-axis corrections 0.2 0.3 0.4 0.5 0.6 0.7 Penetration (in) Project Number 132403162.03 % of Maximum 95.0 Classification Sample Number 605571 Molding Moisture (%) 12.8 SM Silty sand, brown Page 2 of 2 RQAHN INILK ItL Th. S,-- You 9.ad On 2908 Morrison Ave. Suite 3 Bismarck, ND 58504 Phone: 701-255-7180 Standard Proctor M-D Relationship ASTM D698 Client: Project: Les Schwab Warehouse Center, LLC P.O. Box 5350 20900 Cooley Road Bend. OR 97701 Report Date: 08/07/2024 B2403162.03 Monticello - 1.57-acre vacant property 45.290915°,-93.773507' Monticello, MN Sample Information Sample Number: 605571 Depth (ft): 1 to 6 Boring Number: ST-05 Sampled By: Drill Crew Sampling Method: Auger Boring ASTM D1452 Location Details: Boring ST-05, V to 6' Sample Date: 07/22/2024 Received Date: 08/04/2024 Lab: 11001 Hampshire Ave S, Bloomington, MN Tested Date: 08/05/2024 Tested By: Vang, Yang ""4 Laboratory Data Proctor ID: P-01-std Maximum Dry Density (pcf): 118.0 Optimum Moisture (%): 12.4 Method: Method B Preparation Method: Moist Rammer Type: Manual Round Specific Gravity: 2.65 Specific Gravity Source: Assumed Passes #200 (%): 26.0 Retained #200 (%): 74.0 Retained On 3/4 (%): 1 Retained On 3/8 (%): 4 Retained On #4 (%): 8 Passing #4 (%): 92 ". D 8 9 10 11 12 1: 14 15 18 1i 18 19 20 Classification: SM Silty sand, fine to medium grained, dark brown General Remarks: The % passing the #200 is for informational purposes only Uncertainty was not taken into account in determining whether the test results meet the requirements. The results Page 1 of 1 included in this report relate only to the items inspected or tested. Sampled per project specifications or industry standards. Also, this report is for the exclusive use of the addressed parties. We assume no responsibility to other parties regarding this report. The information indicated in this report shall not be reproduced, except in full, without prior written approval. BOARD 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 WCA 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❑5 ❑6❑7 ❑8❑9 Replacement 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) ❑X 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)' ❑X Approved' ❑ Denied List Conditions: Decision -Maker for this Application: ❑X Staff ❑ Governing Board/Council ❑ Other: Decision is valid for: X❑ 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): ❑X Summary: The LGU agrees that there are no wetlands within the defined review area. ' 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? ❑X 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) Required on all notices: ❑x SWCD TEP Member: Andrew Grean Andrew.grean@mn.nacdet.net ❑x BWSR TEP Member: Cade Steffenson cade.steffenson@state.mn.us ❑x LGU TEP Member (if different than LGU contact): Angela Schumann, angela.schumann@ci.monticello.mn.us ❑x DNR Representative: James Bedell James. Bedell@state.mn.us ❑ Watershed District or Watershed Mgmt. Org.: NA ❑x Applicant: Joe Radach ❑x Agent/Consultant: Melissa@kjolhaugenv.com )ptional or As Applicable: ❑x 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 )a This notice and ac summary of the a ig apppcation materials may be sent electronically or by mail. The LGU may opt to send a to members of the public upon request per 8420.0255, Subp. 3. BWSR NOD Form — November 12, 2019 2 KjoLHAuGENVIRONMENTAL SERVICES COMPANY 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 Hydrography 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. Approx. Approx. o 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 Hydrology 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 Identified on Percent of normal HydricePresent Soils Field Verification Area NWI or other years with wet Wetland? Pres Required wetland map signatures A No No 20% No No 01 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. 155011000111 7.75-ac aw *"t'l ION III Legend Site Boundary Parcels 155011000171 SecUJ121-11R025 28.38-ac Figure 1 - Site Location VL cs is LL � a� . -LL P ©-Op"enStreetMap (and)ccontributors, CC -BY -SA N 0 500 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate KjoLHAuG FNVIRON N4F.NTAI- SFRVICFS COMPANY and do not constitute an official survey product. fir/ Source: ESRI Streets Basemap 1 _ •� i.� * .. Stormwater ; + ' , ;r • �.•, „ "• �, �,'' Pond • - ', 'a� `,,•. Easement ,�. ti��►,�. y' s- 40. J • 1j i �» .; ' L' �`• ��' • No wetlands identified or delineated n w INC r Legend Site Boundary �o 1 Wright County Lidar 777-1 Figure 2 - Existing Conditions (2021 FSA Photo) N 0 250 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota Note: Boundaries indicated KJOLHAUG F.NVIRON MENTAI. SFR%71CFS COMPANY on this figure are approximate and do not constitute an �✓ Source: MNGEO Spatial Commons official survey product. PEM1C PUBGx UBGx r. s rr PUBGX f•yf�•rtf..•.. »•....• .,. ' ' :ti•. ;lh:.:: 7•...;. 'i; '1+-�, . �gr,raSg � •� �.. ` � . � �i 4.. a 1 \`\ Legend_ V.0 Site Boundary ,. s BGx PUBGxw Figure 3 - National Wetlands Inventory li 4 PEM1 Aj N 0 500 Division 25 LLC Industrial Park (KES 2023-086) 6mmms====1 Feet Monticello, Minnesota Note: Boundaries indicated I IL KTT uu AA T7 TT/��rr joL1 AuG F.NVIRON N4F.NTAI. SFRVICF.S COMIPAN'Y on this figure are approximate and do not constitute an -0%--ftr Source: MNGEO Spatial Commons, USFWS official survey product. 1377B 441 r mod` 1377B Map unit symbol Map unit name Hydric Rating 406 Dorset sandy loam, Oto 2 percent slopes 5 1377B Dorset -Two Inlets complex, 2 to 6 percent slopes 0 D67B Hubbard loamy sand, 1 to 6 percent slopes 3 406 1015 r � • t h S , 'r' 1377B j Legend Site Boundary .. CHydric/Predominantly Hydric 406 U Partially Hydric t Predominantly Non-Hydric/Non-Hydric B- 1379B C' D67B 7• Figure 4 - Soil Survey N 0 250 Division 25 LLC Industrial Park (KES 2023-086) A 6m=:� Feet Monticello, Minnesota Note: Boundaries indicated I IL KTT uu AA rr TT/�1-t on this figure are approximate JOL1 AUG F.NVIRON N4ENTAI. SF.R4'ICF..S COI%, PAID-Y and do not constitute an official survey product. ��/ Source: MNGEO Spatial Commons, USDA, NRCS � 7 s• VIA", 144. 141 Unnamed (86-393 W) l t ?`�.�'} IT R'l ;�1 A , A,•y4 L sb ..' 'I 'e�gt�f' i ��.. �� {� r ��a���4•�` `„t yrt' .`•�: I 0 y Legend Site Boundary - - - Public Ditch/Altered Natural Watercourse Public Watercourse Public Waters Figure 5 - DNR Public Waters Inventory N 0 2,000 Division 25 LLC Industrial Park (KES 2023-086) 6mmmff====1 Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate KJOLHAUG F.NVIRON MENTAI. SFRVICFS COMPANY and do not constitute an official survey product. �`►�✓ Source: MNGEO Spatial Commons, MN DNR dip r - Legend CSite Boundary' Artificial Path 1 � b ' Stream/River T"3 �: "�'`ii►'�r �, '.�. �y ~.�' = : 3; �'��\� Stream/River = R '�•. - °+ a• , aR + Lake/Pond '*s ��` ;A _ Q •1y 10 7F *. ,..' Figure 6 - National Hydrography Dataset N 0 1,000 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota Note: Boundaries indicated AAJA on this figure are approximate KJOLHAUG FNVIRON h4F.NTAI. SFRVIGFS COI%IPAI\-Y and do not constitute an �~'^^ official survey product. _w%--ft✓ M Source: NGEO Spatial Commons, USGS Figure 7 - Offsite Hydrology Assessment Areas (5/2/2023 Google Earth Photo - Wet) A 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet KJOLHAUG F.NVIRON MF.NTAI. SFRVIGFS COMPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. 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 Party Monticello, MN (KESR2023-086) PART ONE: Applicant Information If applicant is an entity (company, government entity, partnership, etc.), an authorized contact person must be identified. If the applicant is using an agent (consultant, lawyer, or other third party) and has authorized them to act an their behalf, the agent's contact information must also be provided. Applicant/Landowner Name: John Johanson, Division 25, LLC Mailing Address: 7601 France Avenue South, Suite 525, Edina, Minnesota 55434 Phone: 612-817-23OZ 11 E-mail Address: JOin.Jofi GysnS oYL @ .LPa.nS W+P.6}flIR. Corn Authorised Contact Ida not complete if same as above): Joe Radach, Contour Civil & Development Mailing Address: Phone: 612-730-2265 E-mail Address: badachlacontourcd.com Agent Name: Melissa Barrett, gjolhaug Environmental Services Mailing Address: 25005hadywood Road, Suite 130, Orono, MN 55331 Phone: 952-388-3752 E-mail Address: melissafelkiolhaugenv.com PART TWO: Site Location Information County: Wright City/Township: City of Monticello Parcel ID and/or Address: 155011000271, and part of 155011000111 Legal Description j5ection, Township, Range): Sec 13, T121, R25 Lat/Long jdecimal 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 jacres) or if a linear project, length jfeetj: —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://www mvo usace army millPortals/57/docs/regul-t-w/ReeulatowD cs/engform 4345 2012oct.odf PART THREE: General Project/Site Information If this application 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 crass 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, aerial 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 an 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 (Nand, lake, tributary etc.) Type of Impact (fill, excavate, drain, or remove vegetation) Duration of Impact Permanent (P) or Temporary (i)r Size of Impart' Overall Size of Aquatic ReSourtes Existing Plant Community Type(s)in Impact Area°of county, Major Watershed It, and Bank Service Area# Impact Area sH impacts are temporary; enterthe duration of the Impacts in days next to the'T% For example, a project with. temporary access fill that would be removed after 220days would be entered "T(220)"- §mpacts 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 0.01 acre. Tributary impacts must be reported in linear feet of impact and an area of impact by indicating first the linear feet of Impact along the Rawlins of the stream Ml lowed by the area In pact in parentheses). For example, a project that impacts 5o feet ofa stream that is feet wide would be reported as 50 n (300 square feet). "This is geneally only applicable if you are applying for a de minimis exemption under MN Rules 8420.0420 Sub F. 8, otherwise enter "N/A". "a Watford Plants and Plant Community Types ofMlnnesom and Wisconsin 3ri Ed. as modified In MN Rules B420.0405 Subp. 2. sealer to Major Watershed and Bank Service Area maps in MN Rules 8420.0522 Be bp. 2. 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 ore -application consultation with the Corps and LGU based on the information you have provided. Regulatory entities will not Initiate aformal application review if this box is checked. By 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: Q&.4 ��`^'"" " - Date: 7,/ %'T'9Z'3 I 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 application. 1 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 Foresees ofthis 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 (KESR2023-086) Attachment A Request for Delineation Review, Wetland Type Determination, or Jurisdictional Determination By submission of the enclosed wetland delineation report, I am requesting that the U.S. Army Corps of Engineers, St. Paul District (Carps) and/or the Wetland Conservation Act Local Government Unit (LGU) Provide me with the fallowing (check 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 Carps will not address the jurisdictional status of the aquatic resources an 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 Jurisdictional Determination. A preliminary jurisdictional determination (PJD) 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 compensatory mitigation requirements, a permit decision made on the basis of a PJD 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. ❑ Approved Jurisdictional Determination. An approved jurisdictional determination (AID) is an official Carps determination that Jurisdictional waters of the United States are either present or absent on the property. A)Ds 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 Engineers Wetland Delineation Manual, any approved Regional Supplements to the 1987 Manual, and the Guidelinesfor Submitting Wetland Delineations In Minnesota (2013). hm://www.mvo.usace.armv.mil/Missions/Regulatory/DelineationIDGutdanc .asa% 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. Figure 8/8/2022 9/l/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 viewill. 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/l/2009 FSA Dry Not normal, Image not used. 5/21/2008 6/l/2008 Google Earth Normal Same image as 2008 FSA with known photo date/Dry. Photo not used. 8/l/2008 8/l/2008 FSA Dry Not normal. Image not used. 5/31/2006 6/l/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: Division 25 Ind Investigator: M. Barrett Date: 7-16-2023 County: W 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 ' 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 'Answer "N/A" if field verification is not required and was not conducted Stormwater Pond Easement C� Area A Legend , Site Boundary r 6-1-2006 google earth.jpg RGB - Red: Band-1 Green: Band-2 �* 11+ �s t � y 0 J - Blue: Band-3 .p w 5/31/2006 Google Earth Photo - Normal lk, N 0 500 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota Note: Boundaries indicated K//�� uuon this figure are approximate joL AuG FNVIP.ONMENTAL SFRVJCES COMPAYY and do not constitute an official survey product. �� Source: MNGEO Spatial Commons IF 7, Stormwater Pond EasementAr , • -� I t � Legend !1, Site Boundary t � � 9/4/2010 FSA Photo - Normal 4F' - 1e N 0 500 Division 25 LLC Industrial Park (KES 2023-086) 1 1 Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate KJOLHAUG F.NVIRON MF.NTAI. SFRL•'IGFS COMPANY and do not constitute an official survey product. �✓ Source: MNGEO Spatial Commons Stormwater Pond Easement Legend Site Boundary 9-23-2012 google earth.jpg RGB - Red: Band_1 Green: Band-2 - 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 I Feet Monticello, Minnesota Note: Boundaries indicated KTT uu AA 77 TT/1 on this figure are approximate JOLt AUG F.NVIRON h4F.NTAI. SF.RL•'1CF.S COI%IPAI�-Y and do not constitute an official survey product. ��/ Source: MNGEO Spatial Commons Stormwater Pond Easement Area A i + r i•r i� 2 P! v y 4w 14. L . • � , ,tit a *t too • r 4 • Legend Site Boundary 7/3/2013 FSA Photo - Wet (included for viewing) 0 It ff. N 0 500 Division 25 LLC Industrial Park (KES 2023-086) I I Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate KjoLHAuG FNVIRON N4ENTAI- SFRVICFS COMPANY and do not constitute an official survey product. ��/ Source: MNGEO Spatial Commons Stormwaterl Pond Easement i ilk s: lb Ob i r LegendVol GSite Boundary -- 9/19/2015 FSA Photo - Wet (included for viewing) N 0 500 Division 25 LLC Industrial Park (KES 2023-086) 1 1 Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate KJOLHAUG F.NVIRON MF.NTAI. SFRL•'IGFS 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 F.NV1RONN4ENTAI. SFRVJCF.S COMPAAY 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 KJOLHAUG FNbIP.ON%4ENTAI. SFRVJCFS COMPAYY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. Stormwater� •� , \` _- , '•` . �� � ;j�t Pond M Easement ••4 i • Legend : w " Site Boundary 'fit+i 7-30-2019 FSA Photo - Normal N 0 500 Division 25 LLC Industrial Park (KES 2023-086) Feet Monticello, Minnesota �Y. A- Note: Boundaries indicated t �1 T u T ���rr on this figure are approximate KJOLHAUG FNVIPONMENTAI 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 Q Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121 N 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&passcou nty=Wright&p... 1 /1 to 7 0 1 /30/23 Precipitation/Climate Conditions Division 25, LLC Industrial Park, July 12, 2023 Site Visit 30 - day rolling total normal precip range jj rV7 Li 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 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: CHELSEAdoaow "D TYPICAL FUTURE ` MONUMENT SIGN (exact positions TBD) 13060 SF MA% SIGN AREA "D" FUTURE MONUMENT SIGNS (future Lots 3-8) 60 SF MAX SIGNAGE AREA PER SIDE Building Materials iL 3 "C" 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 4 "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). N 0 0 0. Z w 00 U) 0 0 LO 00 CO 0 Cfi J 0 IL a w Z Z 0 M W H D U) U) W D Z W a a Z w x 0 wsb September 20, 2024 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: Les Schwab Tire Center — Construction Plans — Engineering Review Big River 445 Second Addition Commercial PUD City Project No. 2024-40 WSB Project No. 023288-000 Dear Mr. Leonard: We have reviewed the Les Schwab Tire Center civil site plans dated August 30, 2024. The applicant proposes to construct a tire retail establishment on a 1.8 acre parcel, one of the six commercial lots of the Big River 445 Second Addition Commercial Development located on Chelsea Road west of Fenning Avenue and south of 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 1. City staff may provide comments 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. Additional comments have been provided directly on the plan sheets. Not all comments on the plans have been summarized in this review letter. Demolition Plan (C002) 4. Show extents of removing existing curb at site entrances. Erosion & Sediment Control Plans (C010-013) 5. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. 6. This site will be considered part of a "common plan of development". The active NPDES/SDS Construction Storm Water General Permit (CSWGP) should be updated and/or modified appropriately. K:\023288-000\Admin\Docs\2024-09-06 Submittal (Les Schwab Site)\_2024-09-20 Big River Dev - Les Schwab Site Plan - WSB Engineering Comments - JLS.docx Les Schwab Tire Center — Construction Plans — WSB Engineering Plan Review September 20, 2024 Page 2 7. A full review of erosion/sediment control and SWPPP will be conducted with the final plat submittal. Complete. a. Stabilization needs to be updated within 7 days due to the site's proximity (within 1 mile) of the river. b. Provide redundant perimeter control around the existing retention basin to limit any sedimentation and erosion during construction. Site Plans (C100) 8. 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. 9. Provide turning exhibits for garbage and delivery vehicles Gradinq and Drainage Plans (C200-202) 10. Label EOF locations and elevations for all low points in paved and green spaces. We will review the freeboard separation of the EOFs with the FFEs of proposed buildings. 11. Label storm sewer pipe material and material grade in the profiles on C201 and C202 Utility Plans (C300) 12. Based on the current design, it appears the applicant will be required to apply for a permit from DLI, provide copies to the City. 13. Call out all water and sanitary sewer service fittings (sweeping 90 degree bends, wyes, etc.) 14. The Fire Marshall will review hydrant coverage and provide comments under a separate cover. 15. Provide castings for curb stops and cleanouts in impervious surfaces. 16. Call out the pipe material grade (SDR 26) of all existing and proposed sanitary sewer services. 17. 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. Les Schwab Tire Center — Construction Plans — WSB Engineering Plan Review September 20, 2024 Page 3 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. Construction Details/Plans (C400-403) 18. Replace Detail 5/C403 with City Standard Detail 3006 — Sanitary Clean -Out Stormwater Management 19. Below are General Stormwater Requirements for the Site: a. The site drains to existing retention ponds. Provide the NWL and HWL for the existing basins on the plans. Show proposed elevations of new storm sewer outlet pipes to verify location into basin. b. The City has an existing regional stormwater ponding system with stubs connected to the site. The regional stormwater basins provide treatment for up to 75% impervious for the site. This site is shown at 73% impervious which is under the provided amount. No additional treatment is required. Rate Control for the portion of the site draining to the regional storm sewer is being met via regional ponding as well. 20. Provide the storm sewer sizing calculations for verification in future submittals. 21. The last structure prior to discharging into an existing stormwater BMP's shall be a sump structure with a minimum of 4'. Identify all pretreatment structures within the site. Traffic & Access 22. The Big River 445 Development Traffic Impact Study (note: this study has been updated in 2024) includes trip generation from this site and proposed adjacent sites. This site is expected to generate 28 AM peak hour trips, 40 PM peak hour trips, and 295 daily trips. Compared to the overall development (over 6,000 new trips), the Les Schwab site will have minimal impacts to Fenning Ave and Chelsea Road. 23. Label property lines and include isolines in the photometric plan. Verify 153.063 Exterior Lighting in Monticello Code of Ordinances are met. 24. Per the Monticello Code of Ordinances, vehicle repair land uses over 10,000 square feet require one parking space per 1,250 square feet. The 34 total parking spaces for the applicable land use are met. The two required accessible parking spaces are also met. 25. Verify that the proposed tree plantings will not block sight lines at both access locations. Wetlands & Environmental 1. There are no wetlands on the site (NOD 21114-000). Les Schwab Tire Center — Construction Plans — WSB Engineering Plan Review September 20, 2024 Page 4 Please have the applicant provide a written response addressing the comments above. Feel free to contact me at 612-419-1549 if you have any questions or comments regarding the engineering review. Sincerely, WSB L James L. Stremel, P.E. Senior Project Manager t ciry of MontieR �o September 17th, 2024 669 Chelsea Road Les Schwab Tire General Comments PHONE:763-295-2711 Fax:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 The city is not responsible for errors and omissions on the submitted plans. The owner, developer, and engineer of record are fully responsible for changes or modifications required during construction to meet the City's standards. The Building Department and Fire Department have the following general comments for the project: • Provide fire truck turning radius on the civil plans. These items may be submitted with the building permit application. Please contact the Building Department with any questions. Sincerely, Af A Ron Hackenmueller Chief Building Official/Zoning Administrator www.ci.monticello.mn.us Planning Commission Agenda — 10/01/2024 2D. Public Hearine - Consideration of a reauest for an Amendment to Bie River 445 Planned Unit Development District and Development and Final Stage Planned Unit Development for Automobile Repair — Minor use. Applicant: Valvoline, LLC Prepared by: Meeting Date: Council Date (pending Grittman Consulting, Stephen 10/1/2024 Commission action): Grittman, City Planner 10/28/2024 Additional Analysis by: Community Development Director, Chief Building Official, Community and Economic Development Coordinator, Assistant City Engineer ALTERNATIVE ACTIONS Decision 1: Consideration of Development & Final Stage PUD of Lot 2, Block 1, Big River Second Addition 1. Motion to adopt Resolution No. PC-2024-43 recommending approval of a Development & Final Stage PUD of Lot 2, Block 1, Big River Second Addition, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-43 recommending approval of a Development & Final Stage PUD of Lot 2, Block 1, Big River Second Addition, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-43. Decision 2: Consideration of Amendment to the Big River 445 PUD Zoning District, Lot 2, Block 1, Big River Second Addition 1. Motion to adopt Resolution No. PC-2024-44 recommending approval of Amendment to the Big River PUD Zoning District, Lot 2, Block 1, Big River Second Addition subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2024-44 recommending approval of Amendment to the Big River PUD Zoning District, Lot 2, Block 1, Big River Second Addition based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2024-44. 1 Planning Commission Agenda — 10/01/2024 REFERENCE AND BACKGROUND Property: Legal Description: Lot 2 Block 1 Big River 445 Second Addition, Wright County, MN PID #: 155283000010 (portion of) Planning Case Number: 2024-41 Request(s): 1. Consideration of a request for an Amendment to Big River 445 Planned Unit Development District 2. Consideration of a request for Development and Final Stage Planned Unit Development for Automobile Repair — Minor use. Deadline for Decision: October 27, 2024 December, 26, 2024 Land Use Designation: Regional Commercial Zoning Designation: Big River 445 Planned Unit Development Overlays/Environmental Regulations Applicable: Freeway Bonus Overlay District Current Site Uses: Vacant Surrounding Land Uses: North: Vacant Commercial — Big River 445 PUD East: Vacant Commercial — Big River 445 PUD South: Institutional/Recreation West: Vacant Commercial — Big River 445 PUD Project Description: The proposed project is a component of the Big River 445 Planned Unit Development District, which consists of eight commercial parcels between Chelsea Road and 1-94, west of Fenning Avenue. The first two parcels are under construction for a coffee shop and quick -service restaurant. This development is proposed for what is now platted as Lot 2, Block 1, Big River 445 Second Addition. The project itself is a drive -through Valvoline Instant Oil Change facility, consisting of a 1,462 square foot building with two drive - through service bays, entering from the north side of the building, and exiting to the south. K Planning Commission Agenda—10/01/2024 ANALYSIS: Zoning. As noted above, the subject site is zoned Big River 445 Planned Unit Development District. The Big River 445 PUD District was adopted with the expectation that the area would permit B-4 (Regional Business) land uses, many of which would be oriented to automobile or freeway -focused commercial. The Big River District included a concept site plan review for the full site and was final platted with the understanding that as each parcel developed, it would require a concurrent Development & Final Stage PUD review and approval, and an amendment to the approved PUD, including the requisite public hearing by the Planning Commission. In the B-4 District, Auto Repair — Minor facilities require a Conditional Use Permit. The PUD aspect of the project accommodates flexibility from the typical standards — those areas of flexibility will be identified as an aspect of the review comments below. The approved development and final stage plans for the Big River 445 PUD anticipated automotive service development of the parcel generally consistent with the proposal. The review of this parcel will incorporate the Development and Final Stage PUD and requested amendment to the Big River 445 PUD, as well as the CUP for Auto Repair — Minor, relying on the conditions listed for facilities of this type as required by the B-4 zoning. Site Design. The project is served by an internal private street which connects to Chelsea Road in two locations, and then through the center of the Big River 445 plat area. The subject property is the middle of three lots between the two access intersections and will gain its access via a shared driveway from the internal street. The use of a private street is an aspect of the PUD flexibility for this site. The project consists of a 1,462 square foot building. As identified above, traffic will enter the site from a common/shared driveway from the internal private street, enter the site on the north side of the building, circulate into the drive -through service bay access points, then exit back to the shared driveway to the internal access road. Circulation around the building is all designed for two-way traffic. The site plan includes 10 parking spaces arrayed along the north edge of the site, and 1 additional accessible space adjacent to the building for a total of 11 parking spaces. The applicants indicate that customers will most commonly remain in their vehicles during service. The applicants did not provide a floor plan, however, there would appear to be limited interior space for other uses — less than one-third of the floor space overall. Waiting vehicles would stack behind each of the service bay doors. There is approximately 60 feet of space, accommodating 6 total vehicles in the waiting spaces for the two doors. The City does not have a specific requirement for stacking at this particular use, however, staff has found that for communities that establish a minimum, 3 stacking spaces per bay is the most common standard. Planning Commission Agenda—10/01/2024 Parking supply is shown at 11 spaces for the building. The applicant has provided a parking breakdown for the use, based on the City's requirements at 8 spaces, plus 1 space/800 square feet of building area, resulting a total requirement of 10 spaces. It is noted in the applicant's narrative that the applicant estimates a parking demand at just 5 spaces, based in part on the standard employee count, and that customers do not typically leave their vehicles. Cross -Access. The City's code provides a requirement for commercial properties that propose to share access to have a Conditional Use Permit approval for that design component. The PUD allowances stand in for the CUP and are an aspect of the original concept review considerations for Big River 445. This cross access to the shared street is an aspect of the PUD flexibility. A declaration of easements has been recorded to support the internal private street condition. In addition to the general access to the internal street, the site plan for the Development Stage Big River 445 PUD illustrated a shared access point between the lots to be platted as Lots 2 and 3 Big River Second Addition. As such, a separate cross access agreement will be required to be executed between the two parcels as part of the Lot 2 Development and Final Stage PUD permit. Building Materials. The submissions illustrate the building elevations for all four sides. The building drawings show a perimeter wainscot cover of brick to 4 feet in height. Above that, up to the 21 foot building height, the building exterior is composed of EIFS (Exterior Insulating Finish System) material, which is a common commercial building material, and specifically permitted as a part of the City's commercial zoning standards. The building design also includes a slightly taller structure on the front, or north -facing wall, consisting of brick and a capped cornice. All materials are consistent with the requirements of the City's zoning materials standards and expectations for PUD. The plans show a trash enclosure consisting of concrete block, painted to mirror the principal building materials. As an additional note, the location of the trash enclosure is near the principal building in the center of the site, a more suitable — and less prominent - location than the original concept plan that showed it near the internal private street. Landscaping. The site is well landscaped and is consistent with the planting totals required of B- 4 commercial uses and parcels. The code requires 10 ACI of canopy tree planting per acre, and 2 shrubs per each 10 feet of building perimeter. The subject property is approximately .64 acres in area, and the building has approximately 156 feet of perimeter wall. This results in a minimum requirement of 7 ACI of canopy tree planting and 32 shrubs. As with any PUD, the City expects additional site enhancements to support and justify the flexibility provided. For the proposed site, the plan shows 4 new canopy trees internal to the site, for a total of 8 ACI, as well as 2 canopy trees along the internal access road, and an 4 Planning Commission Agenda — 10/01/2024 additional canopy tree and 6 understory/ornamental trees along the Chelsea Road frontage. The plans also show 67 shrubs on the site, well over the minimum standard. Finally, while not regulated, the property is shown to be approximately 30% green space, a significant amount for a commercial property. Signage. The applicants provided information related to on -site signage for commercial and directional purposes. The Big River 445 PUD requires that this parcel not have separate freestanding pole signage. Instead, a monument sign is the only permitted freestanding sign on the property. The applicant will also have available space on the Big River common signs. The sign package shows a site monument sign of 8 feet in height and approximately 30 square feet in area. The applicant proposes to display a wall sign on each of the building's four sides. Each of those signs is approximately 45 square feet in area, a total wall sign area of 180 square feet. The allowable sign area for this building, counting two frontages, would be more than 300 square feet. Lighting. The applicants have included a lighting plan with the CUP package. There is some limited light spread onto adjoining roadways, which are also subject to neighboring property lighting and street lighting in the area. None of the off -site spread exceeds the City's maximum of 1.0 footcandles in commercial areas, nor the maximum of 0.5 footcandles at roadway centerlines. The plan shows pole lighting to be 22.5 feet, below the maximum of 25 feet in height. All such lighting is required to be downcast and hooded to avoid direct glare and view of the light source. General Review Criteria. As noted above, while the PUD incorporates the consideration of the CUP provisions that would normally be required, including both the cross access and the Auto Repair -Minor use on the site, the various conditional use permit standards can provide an appropriate measure for considering the specific proposals for this parcel. These are listed below, with a staff comment for each element. (i) The use will not substantially diminish or impair property values within the immediate vicinity of the subject property. Staff Comment: As an allowed use in the district, and with the conditions identified, there is no reason to believe that there will be any negative impacts on neighboring property values. The Big River 445 PUD was established to create development opportunities for travelers and auto -related commercial uses with shared parking and access areas. This request is consistent with that district. (ii) The use will not be detrimental to the health, safety, morals, or welfare of persons residing or working near the use. Planning Commission Agenda—10/01/2024 Staff Comment: The site is contained and meets the general standards of the zoning ordinance and the governing PUD for Big River 445. No detrimental impacts are foreseen. (iii) The proposed use will not impede the normal and orderly development of surrounding property for permitted uses predominant in the area. Staff Comment: The site is consistent with the concept plan that was developed at the outset of the Big River 445 PUD district. The site plans closely follow the original concept, and the support development plans show both consistency with the district requirements, and with the cross -access aspects of the initial project intent. (iv) The use will not pose an undue burden on public utilities or roads, and adequate sanitary facilities are provided. Staff Comment: The site is an allowed use and its utility impacts are included in the City's planning for the Regional Commercial district. Moreover, the site relies on internal privately developed and maintained roadways and has been designed to fit into the transportation planning requirements of the City. (v) The 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: Adequate parking is provided per code, and the site plan accommodates the common requirements for drive-thru stacking for this type of use. Additional stacking would impact internal site use only, and no threat to public streets is foreseen. (vi) The use will not result in any nuisance including but not limited to odor, noise, or sight pollution. Staff Comment: The project complies with the requirements of the code and should not create nuisances. (vii) The use will not unnecessarily impact natural features such as woodlands, wetlands, and shorelines; and all erosion will be properly controlled. Staff Comment: No impacts to any natural features are expected with this project. (viii) The use will adhere to any applicable additional criteria outlined in the Zoning Ordinance for the proposed use. Staff Comment: The applicants have designed the site to illustrate compliance with the requirements and intent of the zoning ordinance. The building materials, landscaping plan, and trash enclosure —are consistent with, or substantially exceed, the City's 11 Planning Commission Agenda—10/01/2024 requirements. With the remaining notes found in Exhibit Z of the staff report, the project is consistent with zoning standards. STAFF RECOMMENDED ACTION Staff recommends approval of the Valvoline Instant Oil Change amendment to the Big River PUD District, and the Development & Final Stage PUD for the proposed project. The plans are fully consistent with the initial Big River 445 concepts, the adopted PUD Zoning District, and the land use plans for the area. The areas of flexibility for this site are limited to those already considered appropriate under the initial PUD review, including the use of private street access and cross -access driveways. SUPPORTING DATA A. Resolution PC-2024-43 B. Resolution PC-2024-44 C. Ordinance No. 8XX, Amendment to the Big River 445 PUD District D. Aerial Site Image E. Applicant Narrative F. Final Plat G. Civil Plan Set, Including: 1. Cover Sheet 2. Overall Site Plan 3. Site Plan 4. Turning Movements 5. Grading Plan 6. Pre -Development Plan 7. Post -Development Plan 8. Drainage Plan 9. Erosion Control Plan 10. Erosion Control Details 11. Utility Plans 12. Photometric Plan 13. Site Landscaping Plan 14. Certificate of Survey 15. H. Building Elevations I. Signage J. Big River 445 Signage Plan, Narrative K. City Engineer's Letter, dated September 20, 2024 L. Chief Building Official's Letter, dated September 13, 2024 7 Planning Commission Agenda — 10/01/2024 Z. Conditions of Approval EXHIBIT Z Conditions of Approval Development & Final Stage Planned Unit Development/PUD Amendment Lot 2, Block 1, Big River 445 Second Addition, Wright County, MN PID #: 155283000010 (portion of) 1. Development of the site is subject to recording of the final plat and development contract of Big River Second Addition. 2. The Big River PUD District is amended to incorporate the approved Final Plans for Lot 2, Block 1. 3. The project is constructed in substantial conformance with the Final approved plans and other applicable code requirements. 4. The applicant incorporates the required cross -access and other shared -use agreements within the Big River445 PUD District. 5. A cross -access agreement between Lot 2 and 3, Block 1 shall be executed and recorded against the properties prior to development of Lot 12. 6. The project and site improvements, including landscaping, is constructed and maintained per plans provided, with incorporation of the recommendations made by the Planning Commission and the staff report. 7. Verify the prepared site plan is based on a certificate of survey or provide a certificate of survey detailing all proposed improvements as part of the building permit package. 8. Compliance with the terms of the City's Engineering Staff letter dated September 20, 2024 9. Compliance with the terms of the Chief Building Official's letter dated September 13, 2024. 10. Comments and recommendations of other Staff and Planning Commission. M CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA e ► ► ► 010 ►] �ll►�ll�*f [@ RESOLUTION NO. PC 2024-43 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A DEVELOPMENT & FINAL STAGE PUD FOR LOT 2, BLOCK 1, BIG RIVER 445 SECOND ADDITION 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 Lot 2, Block 1, of the Big River 445 Second Addition plat; and WHEREAS, the proposed PUD would consist of development opportunity for a 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 an amendment to the City's PUD zoning ordinance to incorporate the approved plans into the Big River 445 PUD District; and WHEREAS, the subject parcel will be consistent with requirements of the City's Zoning Ordinance requirements under the appropriate PUD standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Regional Commercial uses; and WHEREAS, the proposed Development Stage PUD addresses improvements serving the project, as well as site and architectural improvements on Lot 2, Block 1 of the project's Second Addition; and WHEREAS, the Planning Commission has reviewed the application for the Development Stage PUD pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on October 15t, 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 use is consistent with the intent and purpose of the Big River 445 PUD, Planned Unit Development District. 2. The proposed use will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed PUD amendment utilizes existing 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. 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 Development & Final Stage PUD for Lot 2, Block 1, of Big River 445 Second Addition within the Big River PUD District be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. Development of the site is subject to recording of the final plat and development contract of Big River Second Addition. 2. The Big River PUD District is amended to incorporate the approved Final Plans for Lot 2, Block 1. The project is constructed in substantial conformance with the Final approved plans and other applicable code requirements. 4. The applicant incorporates the required cross -access and other shared -use agreements within the Big River 445 PUD District. A cross access agreement between Lot 2 and 3, Block 1 shall be executed and recorded against the properties prior to development of Lot 12. 6. The project and site improvements, including landscaping, is constructed and maintained per plans provided, with incorporation of the recommendations made by the Planning Commission and the staff report. 7. Verify the prepared site plan is based on a certificate of survey or provide a certificate of survey detailing all proposed improvements as part of the building permit package. 8. Compliance with the terms of the City's Engineering Staff letter dated September 20, 2024 9. Compliance with the terms of the Chief Building Official's letter dated September 13, 2024. 10. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 15t day of October, 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 e ► ► ► 010 ►] �ll►�ll�*f [@ RESOLUTION NO. PC 2024-44 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF AN AMENDMENT TO THE BIG RIVER PUD ZONING DISTRICT TO INCORPORATE DEVELOPMENT ON LOT 2, BLOCK 1, BIG RIVER 445 SECOND ADDITION 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 Lot 2, Block 1, of the Big River 445 Second Addition plat; and WHEREAS, the proposed PUD would consist of development opportunity for a commercial retail center as an allowed use in the proposed Big River 445 Planned Unit Development zoning district; and WHEREAS, the site development requires an amendment to the City's PUD zoning ordinance to incorporate the approved plans into the Big River 445 PUD District; and WHEREAS, the subject parcel will be consistent with requirements of the City's Zoning Ordinance requirements under the appropriate PUD standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Regional Commercial uses; and WHEREAS, the Big River 445 PUD District was adopted with the expectation that as individual lots develop, the district would be amended to incorporate and refer to the Final Plans for each lot and phase; and WHEREAS, the Planning Commission has reviewed the application for the Development Stage PUD pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on October 15t, 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 use is consistent with the intent and purpose of the Big River 445 PUD, Planned Unit Development District. 2. The proposed use will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed PUD amendment utilizes existing 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. 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 Big River 445 PUD District be approved, subject to the conditions of Exhibit Z of the staff report, as follows: 1. Development of the site is subject to recording of the final plat and development contract of Big River Second Addition. 2. The Big River PUD District is amended to incorporate the approved Final Plans for Lot 2, Block 1. 3. The project is constructed in substantial conformance with the Final approved plans and other applicable code requirements. 4. The applicant incorporates the required cross -access and other shared -use agreements within the Big River445 PUD District. 5. A cross access agreement between Lot 2 and 3, Block 1 shall be executed and recorded against the properties prior to development of Lot 12. 6. The project and site improvements, including landscaping, is constructed and maintained per plans provided, with incorporation of the recommendations made by the Planning Commission and the staff report. 7. Verify the prepared site plan is based on a certificate of survey or provide a certificate of survey detailing all proposed improvements as part of the building permit package. 8. Compliance with the terms of the City's Engineering Staff letter dated September 20, 2024 9. Compliance with the terms of the Chief Building Official's letter dated September 13, 2024. 10. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 1st day of October, 2024 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION IN ATTEST: Paul Konsor, Chair Angela Schumann, Community Development Director ORDINANCE NO. 8XX CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING TITLE XV, § 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, AMENDING THE BIG RIVER 445 PLANNED UNIT DEVELOPMENT DISTRICT TO INCORPORATE DEVELOPMENT APPROVALS WITHIN THE DISTRICT THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.047, PUD Districts, is hereby amended to read as follows: (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 Planned Unit Development District for mixed commercial land uses. (2) Phased Development. The Big River 445 PUD District will be developed in phases. Each phase shall be subject to review under the requirements of Monticello Zoning Ordinance, 153.028(0)(9), and to the amendment of this ordinance. (3) 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 April 8, 2024, and development agreement dated April 8, 2024, and subject to the conditions of approval imposed by City Council Resolution No. 2024- 32, and to approved Final Stage PUD Development Plans dated , 2024, and development agreement dated September 9, 2024, Big River Second Addition, and subject to the conditions of approval imposed by City Council Resolution No. 2024- 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, 153.028(0)(9)(b) — Planned Unit Developments for Development Stage PUD. (4) 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 Development Plans for each phase. ORDINANCE NO.8XX (5) 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) The specific flexibility and conditions of the Big River 445 PUD District shall be as follows A. The first phase of the District's development will include the construction of the looped private street from the easterly access abutting the west line of Lot 2 to the west boundary of the plat with the T intersections at each end extending to Chelsea Road as depicted in the Plans, together with the Public Improvements, private sidewalks and private utilities serving Lots 1 and 2, as well as private utilities for all parcels proposed to be developed abutting Chelsea Road, and all other improvements identified on the approved Phasing Plan of the Final Stage PUD. B. The PUD provides flexibility from the Subdivision Ordinance requirement that all lots have access to a public street. A legal document shall be recorded with the final plat providing access to the private street and common sidewalks which extend to Chelsea Road, and the management and maintenance of common property including stormwater, signage, landscaping, and easements for Lots 1 and 2 and Outlet A, in a form to be approved by the City. C. An executed and recordable shared parking easement for Lots 1 and 2 shall be recorded with the final plat in a form approved by the City. D. The Final Stage PUD architectural plans for Lot 2 are dated 12/18/2023 as "Option 2", and the architectural plans for Lot 1 are dated 02/23/2023. E. Shared free-standing signage and landscaping shall be as per approved Final Stage PUD Development Plans. F. Flexibility in the total area and location of wall signage for each individual principal building within the PUD shall be as per approved Final Stage PUD Development Plans for each lot. G. The location and widths of internal lot line drainage and utility easements are as per the approved plat of Bir River 445. H. An executed and recordable easement and stormwater maintenance agreement for Lots 1 and 2 and Outlot A shall be recorded with the final plat in a form approved by the City. I. Future phases of the PUD shall be reviewed for additional site amenities, including seating, walking and rest areas. 0A ORDINANCE NO.8XX J. The District will include and incorporate the Final Development Plans for Lot 2, Block 1 of Big River 445 Second Addition, dated 2024 and including condition of approval per City Council Resolution 2024-OXX. K. The District will include and incorporate the Final Development Plans for Lot 4, Block 1 of Big River 445 Second Addition, dated 2024 and including condition of approval per City Council Resolution 2024-OXX. (6) 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. (7) Where there are any conflicts in the allowed uses or required performance standards between the Big River 445 PUD District and the 13- 4 Regional Business District, the requirements of the Big River 445 PUD District and its associated plans shall prevail. (8) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change, the proposer shall apply for an amendment to the PUD under the terms of § 153.028(0)(10). The city may require that substantial changes in overall use of the PUD property be processed as a new project, including a zoning district amendment. Section 2. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 3. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. Section 4. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this day of , 2024. 3 ORDINANCE NO.8XX Lloyd Hilgart, Mayor ATTEST: Rachael Leonard, City Administrator AYES: NAYS: Request for Amendment PUD and Development and Final Stage PUD PID 155283000010 (portion of) 1 721 Chelsea Rd. Created by: City of Monticello City of Monticello Community Development Dept 505 Walnut Street, Suite 1 Monticello, MN 55362 RE: PUD Amendment — Big River 445 Valvoline Instant Oil Change — Monticello, MN 721 Chelsea Road Project Narrative: Valvoline, LLC is proposing to construct a Valvoline Instant Oil Change at 721 Chelsea Road, Monticello, MN 55362. The project is generally located within the recently approved Big River Planned Unit Development District, Lot 2 Block 1 of the proposed Big River 445 Second Addition plat. The project is located approximately 800 feet west of the intersection of Chelsea Rd and Fenning Ave. The site is zoned PUD, following the standards of B-4 Regional Business (with exceptions as approved in the PUD). The PUD and its rezone were approved under resolutions 2024-32 and 2024-33. As part of the PUD approval, each individual lot will require a Development Stage Plan and Amendment application for development. On behalf of Valvoline, CESO respectfully submits the attached Land Use Application for PUD Amendment for the City's approval. This project will include the construction of a new 1,462 S.F., drive -through oil change facility. The 1-story building will also include a lower level where work and service materials are stored. Improvements will also include a dumpster enclosure, asphalt pavement and parking, concrete sidewalk, a free-standing monument sign, and attractive landscaping to be professionally maintained. The building will be constructed using high -quality materials and standards consistent with the overall PUD. There are over 1,500 Valvoline Instant Oil Change locations nationwide. VIOC operations primarily provide quick oil changes as well as other minor automotive preventative services. Services are done entirely within the building, and the majority of services are offered via drive -through, with which customers can remain in their vehicles from start to finish. 100% of materials generated from Valvoline's oil change service is recycled. Employees for a shift usually include 2 per service bay, plus a manager for a total of 5 employees. As such the 11 parking spaces provided are mainly for employees and the occasional customer or corporate visitor. Valvoline's proposed use — auto service minor, oil (quick service) — is consistent with the Big River Planned Development Plan and neighboring commercial/retail properties: Access — Per the Big River PUD, this site will be accessed from a private interior driveway as shown on the plans. This lot will have a shared access drive with the neighboring lot (Lot 3). The entire access drive will be constructed as part of this project. • Trailways/Sidewalks — The proposed Valvoline will maintain the pedestrian and sidewalk access as approved in the Big River PUD • Density — The proposed Valvoline does not change the planned density as approved for the Big River PUD • Imperviousness — The Big River PUD planned an impervious cover of 20,410 S.F for this lot. The proposed Valvoline site will provide 20,018 S.F. of impervious land cover. Stormwater facilities for the entire development cover all stormwater requirements for this project. • Parking — The Valvoline project provides 11 parking spaces, consistent with the approved PUD plan and parking ordinance (8 stalls + 1 space per 800 S.F. of gross floor area over 1,00 S.F.). Parking is setback in accordance with the PUD standards of 6', with exception of lots that have shared parking along lot lines • Signage — Proposed signage is compliant with PUD standards which are compliant with ordinance 153.064(J)(2) of the City Code. The Big River PUD also allows building wall signage on all building facades and for one free-standing monument sign per lot. Valvoline will provide 1 free-standing monument sign and provide wall signage on all sides of the building. • Building Materials — Building materials used for the Valvoline building will be in compliance with requirements as set forth in Section 153.070(D) of the City Code and as approved in the Big River PUD. • Trash Enclosure — A dumpster enclosure will be included in Valvoline's site improvements. It shall be constructed with masonry materials (concrete blocks) with a steel gate in accordance with approved PUD standards and ordinance section 153.092(D)(36). Site plans, signage plans, and architectural elevations with additional information and details are included with this submittal. Developer Acknowledgement of Financial Requirements As developer, Valvoline, LLC acknowledges that the City may require financial guarantees for the installation of certain improvements such as public facilities and utilities and will work with staff to define these obligations. Valvoline, LLC also acknowledges that there may also be associated sanitary, storm, and water trunk fees associated with this project. On behalf of Valvoline, LLC, CESO thanks the City of Monticello for consideration of this application. We are looking forward to receiving responses and feedback regarding this project. If you have any questions or require further information, please do not hesitate to contact us. Regards, Nigel Tate, P.E. Project Manager CESO, Inc 937-401-3917 nigel.tate@cesoinc.com Jim Douthit Construction Project Manager Valvoline, LLC 210-859-3957 james.douthit@valvoline.com BIG RIVER 445 SECOND ADDITION KNOW ALL PERSONS BY THESE PRESENTS: That Big River 445 LLC, a Minnesota limited liability company, fee owner of the following described property situated in the County of Wright, State of Minnesota, to wit: Outlot A, BIG RIVER 445, Wright County, Minnesota. Has caused the same to be surveyed and platted as BIG RIVER 445 SECOND ADDITION. In witness whereof said Big River 445 LLC, a Minnesota limited liability company, has caused these presents to be signed by its proper officer this STATE OF COUNTY OF This instrument was acknowledged before me this day of on behalf of the company. BIG RIVER 445 LLC John J. Johannson, Manager Notary Public, day of 20 20 by John J. Johannson, Manager of Big River 445 LLC, a Minnesota limited liability company, My commission expires County, Minnesota (Signed) (Printed) I Jason E. Rud do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on this plat; that all monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on this plat. Dated this day of , 20 Jason E. Rud, Licensed Land Surveyor Minnesota License No. 41578 STATE OF MINNESOTA COUNTY OF The foregoing Surveyor's Certificate was acknowledged before me this day of , 20 by Jason E. Rud, Licensed Land Surveyor, Minnesota License No. 41578. Notary Public, My commission expires County, Minnesota (Signed) (Printed) CITY OF MONTICELLO PLANNING COMMISSION Be it known that at a meeting held on this day of , 20 , the Planning Commission of the City of Monticello, Minnesota, did hereby review and approve this plat of BIG RIVER 445 SECOND ADDITION. By: , Chairperson By: , Secretary CITY COUNCIL, CITY OF MONTICELLO, MINNESOTA This plat of BIG RIVER 445 SECOND ADDITION was approved and accepted by the City Council of the City of Monticello, Minnesota at a regular meeting held this day of , 20 , and said plat is in compliance with the provisions of Minnesota Statutes Section 505.03, Subd. 2. By: Mayor WRIGHT COUNTY SURVEYOR By: , City Clerk I hereby certify that in accordance with Minnesota Statutes, Section 505.021, Subd. 11, this plat has been reviewed and approved this day of , 20 WRIGHT COUNTY HIGHWAY ENGINEER This plat was reviewed and recommended for approval this WRIGHT COUNTY LAND RECORDS Wright County Surveyor day of Wright County Engineer 20 Pursuant to Minnesota Statutes, Section 505.021, Subd. 9, taxes payable for the year 20 on the land hereinbefore described have been paid. Also, pursuant to Minnesota Statutes, Section 272.12, there are no delinquent taxes and transfer entered this day of Wright County Land Records Administrator WRIGHT COUNTY RECORDER I hereby certify that this instrument was filed in the office of the County Recorder for record on this was duly recorded in Cabinet No. , Sleeve , as Document No. Wright County Recorder day of 20 20 , at o'clock M. and Professional Surveyors SHEET 1 OF 2 SHEETS Northwest corner of the Northwest Quarter of Section 13, w Township 121, Range 25 lox Reference monument to the `--Northwest corner of the Northwest Quarter of Section 13, Township 121, Range 25 w n rrj o co 0 M- ° O z rCo Or, o� O vZ U) U rj a)oa C L � n 1a V I / / O w �z ao �O 0 _jz oQ al 4 U, Q m In C" / BIG RIVER 445 SECOND ADDITION VICINITY MAP nr/\ 1f T1 w 1r 1/ 1 - 1r / Fr �Op \\ I \\ vz Op \ \ \ / lz w� �'� \ I \ 1 OQ E Q�•LO Uz Nry \ \ do \ h�o/ \� \✓ \I eadindo\ _ \\2 ' 631p„w 8a)�M O a z O� 0O 8S o 10 °i °�\ \ � o o = L I \ 1 \ Southwest corner of the `--Northwest Quarter of Section 13, Township 121, Range 25 n, \ \ 1 12 -- -- -T- n`'l L I h oo /11 "� 11 �6' j�6' \ \ <,,; r-, _�- •=- J 1 , Ito \ f)'gos 2Z•8 \ \ / �� ��A~� �� / O ' 53. / V L1- N89*59 45 E __- -1 : 10a IL eos Ln -T- , -- `iJ , 1 O 01 ro r r, `y O O d L1- - 120 NORTH LEGEND DENOTES FOUND PK NAIL \ DENOTES FOUND 1/2 INCH IRON PIPE, , 0 MARKED RLS NO. 58542 \ \ 1 / r�r�: �; \ \ \ \ \ o ` GRAPHIC SCALE DENOTES 1/2 INCH BY 14 INCH IRON PIPE (IN FEET) O 50 0 25 50 100 MONUMENT SET, MARKED RLS NO. 41578 DENOTES WRIGHT COUNTY CAST IRON MONUMENT- - o o DENOTES RESTRICTED ACCESS, AS NOTED I 1 INCH = 50 FEET DENOTES RESTRICTED ACCESS, AS NOTED \ \ O \ \ O N For the purposes of this plat, the West line of the \10, Northwest Quarter of Section 13, Township 121, o Range 25 is assumed to have a bearing of South 00 \ 1 0 a N V, degrees 07 minutes 52 seconds East. \ / <V.CD w �E Z o 3 V) --— — — — — — In \ c L au o \ N O L � V O O L O - a -CU n O LE. (nVv) I 191 Professional Land Surveyors SHEET 2 OF 2 SHEETS UKAVVINU INULA ANU IJbUANUL LUCK SHEET# W I SHEET NAME y 4Q 4 s O 4 0 0 f 0 O C-0J1 ICOVERSHEEr C4.0 JOVERALI SITE PLAN C4.01 ISITE PLAN C4.02 ITURNING MOVEMENTS C5.0 GRADING PLAN C4.0 PRE -DEVELOPMENT PLAN C4.1 POST•DEVELOPMENTPLAN C42 DRAINAGE PLAN C•5.0 EROSION CONTROL PHASE C5.1 EROSION CONTROL PHASE II C5.2 EROSION CONTROL DETAILS C5.0 UTILITY PLAN C5.0 PHOTOMETRIC PLAN L•1.0 SITE LANDSCAPE PLAN ATTACHMENT CERTIFICATE OF SURVEY DUMPSTER ENCLOSURE DETAIL THIS SET OF DRAWINGS IS BASED ON THE 2023 Q4 DESIGN STANDARDS SURVEYOR CERTIFICATE OF SURVEY E.G. RUD & SONS, INC. 6776 LAKE DRIVE NE, SUITE 110 LINO LAKES, MN 55014 (651)361-8200 SURVEYOR'S PROJECT NO.231196PP JOB NO. 763401-01 PUD DEVELOPMENT STAGE PLAN 721 CHELSEA RD MONTICELLO WRIGHT COUNTY, MN 55362 B-2: LIMITED BUSINESS DISTRICT OWNER/DEVELOPER VALVOLINE, LLC CONTACT: JIM DOUTHIT 100 VALVOLINE WAY LEXINGTON, KY 40509 (210) 859-3957 ENGINEER: %V CESO CONTACT: NIGEL TATE 3601 RIGBY ROAD MIAMISBURG, OH 45342 (937) 401-3917 PRE -CONSTRUCTION P.M. Valvoline Instant Oil Change Jim Doulhit 100 Valvoline Way Lexington, KY 40509 Bus: (210) 859-3957 P CESO, Inc. Nigel Tate 3601 Rigby Road, Suite 300 Miamisburg, OH 45342 Bus: (937) 401-3917 n igel. tate®cesoinc.com STRUCTURAL ENGINEER SMBH Structural Engineering Eric Althoff 1166 Dublin Rood, Suite 200 Columbus, OH 43215 Bus: (614) 481-9800 Dir. (614) 643-5584 PUBLIC WORKS Public Works - Engineering Matt Leonard 505 Walnut Street Monticello, MN 55362 Bus: (763) 271-3271 ELECTRIC Xcel Energy Michael Pratt Bus: (763) 273-7963 y r" Y ` SITE LOCATION LOCATION MAP (N.T.S) CONTACTS: CONSTRUCTION P.M. Valvoline Instant Oil Change Jim Doutin it 100 Valvoline Way Lexington, KY 40509 Bus: (210) 859-3957 ARCHITECT CESO, Inc. Adam Wolter 3601 Rigby Rood, Suite 300 Miamisburg, OH 45342 Bus: (937) 240-4109 Adam. Wal ter®cesoinc.com PLANNING & ZONING Development & Planning Hayden Stencisgord 505 Walnut Street Monticello, MN 55362 Bus: (763) 271-3206 STORMWATER Public Works - Engineering Mott Leonard 505 Walnut Street Monticello, MN 55362 Bus: (763) 271-3271 QA5. Centerpoint Energy Jason Kocke Bus: (612) 861-8455 LOBE EQUIPMENT SUPPLIER Devon Industries, Inc. Brian Stoops P.O. Box 270514 Bus: (405) 868-5665 LANDSCAPE ARCHITECT Yellow Springs Design Roger Beal 205 Pork Meadow Dr. Yellow Springs, OH 45387 Bus: (937) 767-8199 ysdesign8300 outlook.com FIRE Building Department Mike Massey 103 Chelsea Road Monticello, MN 55362 Bus: (763) 271-3285 WATER/WASTEWATER Public Works - Engineering Matt Leonard 505 Walnut Street Monticello, MN 55362 Bus: (763) 271-3271 FORTY-EIGHT (48) HOURS BEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 800-252-1166 AND ALL OTHER UNDERGROUNID UTIL TIES AVE INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE Es M M MSFiCI NzaaM COPYRIGHT NOTICE This drawing is the property of the above referenced Professional and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. 108/30/2024 PUD AMENDMENT I PROFESSHINALSEAL r repo" was prepared ny m or uncle direct supemwm and that el am a Licensed Professional Engineer under Print PROFESSIONAL LICENSE NO: 42586 PROFESSNINALINCHARGE JEFFREY AIAN 11BBTrS PROJECT MANAGER NET OUALffY CONTROL DJH DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJEMNUMSER 763401-01 SHEET NAME COVER SHEET SHEErtl C-0.0 EXISTING LEGEND: • — — ® o o ----------------------------------------------------------------------------------- LOT DATA BIG RIVER 44' BIG RIVER 44' SECOND ADDITION ~-- --960----- , r ----- _------� ---_—_ - ' i ___r ____________ __________________________f__� --- - _______________________,._____U__ ___ rl___ _ ------------ CHELSEA RD W • _____________________________________________________________________________________________________________________________________________________-____________________ 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 22.838 48% 27 11 2 CHIPOTLE 0.90 39.291 2,371 28,387 72% 24 10 1 TBD — BANK 0.94 40,921 3,292 28,805 70% 26 8 2 VALVOLINE INSTANT OIL CHANGE 0.64 27.876 2-1092 1.462 20.410 20.018 43% 72% +9 11 5 3 TBD — CARWASH 1.40 61.112 5,224 45,591 75% 22 4 4 TBD — TIRE SHOP 1.80 78.241 10.651 57,224 73% 34 3 5 TBD — RESTAURANT 1.39 60,484 3,719 32,844 54% 44 12 6 TEND — RESTAURANT 1.85 80,504 5,341 52,839 66% 70 13 TOTAL 10.00 435,600 35,143 34,513 288,938 288.546 66% 4f} 258 7 FORTY-EIGHT (48) HOURS 'SteBEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 800-252-1166 AND ALL OTHER AGENCIES WHICH MIGHT UNDERGROUND UTILTIES�� INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE PUD DATA SUMMARY: LAND USE DESIGNATION: REGIONAL COMMERCIAL ZONING: PUD (BASED ON B-4 REGIONAL BUSINESS) PARCEL AREA: 10.00 ACRES STOP LIGHT r� ® CATCH BASIN D ELECTRICAL BOX IELECTRICAL MANHOLE El FIBER OPTIC BOX e GUY WIRE IN HAND HOLE HYDRANT 0 LIGHT POLE ® MISCELLANEOUS MANHOLE POW ER POLE • SANITARY SEWER MANHOLE SIGN ® SOIL BORING LOCATION. (BY OTHERS) Q STORM SEWER MANHOLE 0 TELEPHONE PEDESTAL © UTILITY BOX D4 WATER VALVE ► STORM FLARED END SECTION X FENCE ------------- EXISTING CONTOURS SAN> EXISTING SANITARY SEWER EXISTING STORM SEWER W EXISTING WATER MAIN T - OVERHEAD UTILITY E UNDERGROUND ELECTRIC LINE GAS UNDERGROUND GAS LINE UNDERGROUND FIBER OPTIC LINE EASEMENT LINE CURB LINE »lOxel 642111m: IMLIn110 PROPERTY LINE PROPOSED CURB PROPOSED CURB & GUTTER 03 ® PROPOSED SITE LIGHT, SEE PHOTOMETRIC PLAN OD ® PROPOSED DRAINAGE STRUCTURES (SEE GRADING/DRAINAGE PLANS) ,t PROPOSED SAW CUT SETBACKS: SETBACKS ARE BASED ON B-4 ZONING STANDARDS AND ARE AS FOLLOWS: BUILDING SETBACKS: FRONT: 6 FT INTERIOR SIDE: 6 FT STREET SIDE: 6 FT REAR: 6 FT PARKING SETBACKS FRONT: 6 FT INTERIOR SIDE: 6 FT (ZERO SETBACK WITHIN SHARED PARKING/DRIVE) STREET SIDE: 6 FT (ZERO SETBACK WITHIN SHARED PARKING/DRIVE) REAR: 6 FT GRAPHIC SCALE ( IN FEET ) I inch = 40 ft. E S Y Y YSFiC) NzaaY COPYRIGHT NOTICE This drawing is the property of the above referenced Professional and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. 108/30/2024 PUD AMENDMENT I PROFEMNALSEAL ale, IRPP�gpreids an, osa-ld tan, direct supernslon and t tel smna dory Licensed Professbnal Engineer under the laws of ttate of Minnesot Print Na:::'.yAl i PROFESSIONAL LICENSE N0: 42586 PROFESSNINALINCHARGE JEFFREY AIAN TIBBITIS PROJECT MANAGER NET GUALRY CONTROL DJH DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJECTNUMIER 763401-01 SHEET NAME OVERALL SITE PLAN SNEEFY C-1.0 GENERAL SITE NOTES: �_ ------------------ ------------------------ ----------------------- --T----------------------------------------------------------------- __________ ________________________________________ D 59 A dam g �jg ACCESS ROAD $7 ��� ��� f ___ _ o__ ____ _ _ ___ ------------' Lll_____________________________________' LOT 1 LOT 3 PROPOSED BUILDING ___ _____ _ o _ I__i_ 6 BUILDING !"ARKING I SETBACK I <o �g CHELSEA RD W �zw ---- o - -- ------ -- - - - - - FORTY-EIGHT (48) HOURS BEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 800-252-1166 AND ALL OTHER e� S AGENCIES WHICH MIGHT HAVE UNDERGROUND UTILITIES INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE 1. CONTRACTOR MUST SECURE ALL NECESSARY PERMITS PRIOR TO STARTING WORK. 2. IF THE CONTRACTOR, IN THE COURSE OF THE WORK, FINDS ANY DISCREPANCIES BETWEEN THE PLANS AND THE PHYSICAL CONDITIONS OF THE LOCALITY, OR ANY ERRORS OR OMISSIONS IN THE PLANS OR IN THE LAYOUT AS GIVEN BY THE ENGINEER, IT SHALL BE HIS DUTY TO IMMEDIATELY INFORM THE ENGINEER, IN WRITING, AND THE ENGINEER WILL PROMPTLY VERIFY THE SAME. ANY WORK DONE AFTER SUCH A DISCOVERY, UNTIL AUTHORIZED, WILL BE AT THE CONTRACTOR'S RISK. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL SETBACKS, EASEMENTS, AND DIMENSIONS SHOWN HEREON BEFORE BEGINNING CONSTRUCTION. 4. ALL CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE TO THE STATE AND LOCAL GOVERNMENT AGENCY'S LATEST CONSTRUCTION SPECIFICATIONS AND DETAILS. 5. ALL HANDICAP SITE FEATURES SHALL BE CONSTRUCTED TO MEET ALL FEDERAL, STATE AND LOCAL CODE. 6. NOTIFY THE CITY INSPECTOR TWENTY-FOUR (24) HOURS BEFORE BEGINNING EACH PHASE OF CONSTRUCTION. 7, THE CONTRACTOR SHALL CAREFULLY PRESERVE BENCHMARKS, REFERENCE POINTS, AND STAKES. 8. ARCHITECTURAL PLANS ARE TO BE USED FOR BUILDING STAKE OUT. 9. ALL DIMENSIONS ARE FROM FACE OF BUILDING, CURB, AND WALL UNLESS OTHERWISE SPECIFIED ON PLANS. 10. CONTRACTOR SHALL MAINTAIN THE SITE IN A MANNER SO THAT WORKMEN AND PUBLIC SHALL BE PROTECTED FROM INJURY, AND ADJOINING PROPERTY PROTECTED FROM DAMAGE. 11. CONTRACTOR IS RESPONSIBLE FOR DAMAGE TO ANY EXISTING ITEM AND/OR MATERIAL INSIDE OR OUTSIDE CONTRACT LIMITS DUE TO CONSTRUCTION OPERATION. 12. ALL STREET SURFACES, DRIVEWAYS, CULVERTS, CURB AND GUTTERS, ROADSIDE DRAINAGE DITCHES AND OTHER STRUCTURES THAT ARE DISTURBED OR DAMAGED IN ANY MANNER AS A RESULT OF CONSTRUCTION SHALL BE REPLACED OR REPAIRED IN ACCORDANCE WITH THE SPECIFICATIONS. 13. ALL ROAD WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE STATE AND LOCAL GOVERNMENT AGENCY SPECIFICATIONS. 14. ALL CURB RADII SHALL BE 5' UNLESS OTHERWISE NOTED ON THE PLANS. 15. LOWER LEVEL EXCAVATION REQUIRED TO BE COMPLETED BY CONTRACTOR. SITE KEY NOTES lJ S1 CURB AND GUTTER PER MOC STANDARDS. S6 TAPER CURB FROM 6" TO 0" OVER 10'. S7 LIMITS OF SAWCUT. S8 MATCH EXISTING PAVEMENT ELEVATION. S9 EXISTING PAVEMENT TO REMAIN. 510 STANDARD DUTY ASPHALT/CONCRETE PAVING S11 HEAVY DUTY ASPHALT/CONCRETE PAVING S13 CONCRETE SIDEWALK S14 BLACK "COLOR TOP" CONCRETE SEALER BY SHERWIN WILLIAMS. S15 ADA CURB RAMP S16 DETECTABLE WARNINGS PER ADA REQUIREMENTS S17 MONUMENT SIGN S18 DUMPSTER ENCLOSURE S 1 9 BICYCLE RACK. REFER TO SITE TABLE FOR NUMBER. S20 CONDENSING UNIT S23 ADA ACCESSIBLE PARKING SPACE AND AISLE STRIPING & SYMBOL OF ACCESSIBILITY (TYPICAL -PER ADA AND LOCAL REQUIREMENTS). S24 ACCESSIBLE PARKING SIGN (TYPICAL PER ADA AND LOCAL REQUIREMENTS) VAN ACCESSIBLE PARKING SIGN (TYPICAL -PER ADA AND LOCAL REQUIREMENTS S26 DIRECTIONAL T . FIC ARROW (PER LOCAL CODES) S28 PARKING STALL STRIPING (PE LOCAL CODES) S37 LIGHT POLE (TYPICAL -PER LIGHTING PUN) S38 LANDSCAPE AREA (PER LANDSCAPE PLAN) S39 LANDSCAPE ISLAND (PER LANDSCAPE PUN) S45 "DO NOT ENTER" PAVEMENT MARKING. S66 CONSTRUCTION CAMERA POST S67 SERVICE BELL HOSE S68 TAPER CURB FROM 6" TO 0" OVER 1'. SITE DATA SUMMARY: VALVOLINE TRACT: 0.640 ACRES/ 27,876 SF ZONING PLO (BASED ON B-4, REGIONAL BUSINESS) BUILDING FOOTPRINT 1.462 SF BUILDING GROSS FLOOR AREA 2.673 SF FAR: 1:10.23 LOT COVERAGE: 5.24% (1,462 SF) PARKING REQUIRED: 11 SPACES - PARKING PROVIDED: 11 (1 ACCESS. PARKING SPACES) PERVIOUS COVER: 7,858 SF IMPERVIOUS COVER: 20.018 SF REQUIRED BICYCLE PARKING N/A PROVIDED BICYCLE PARKING 1 2 -8 SPACES + 1 SPACE PER 800 SF OF FLOOR AREA OVER 1,000 (8 SPACES + 1 SPACE ((2,673 GFA - 1,000)/800) = 11 SPACES M�S)Is1�;iPi �+ n SITE LOCATION 77" F., LOCATION MAP (N.T.S) EXISTING LEGEND: -4 STOP LIGHT IN ® CATCH BASIN © ELECTRICAL BOX © ELECTRICAL MANHOLE 0 FIBER OPTIC BOX r/ GUY WIRE 0 HAND HOLE HYDRANT 0 LIGHT POLE ® MISCELLANEOUS MANHOLE POW ER POLE • SANITARY SEWER MANHOLE SIGN 0 SOIL BORING LOCATION. (BY OTHERS) QD STORM SEWER MANHOLE I7 TELEPHONE PEDESTAL © UTILITY BOX DQ WATER VALVE STORM FLARED END SECTION X FENCE _____________ EXISTING CONTOURS SAN> EXISTING SANITARY SEWER EXISTING STORM SEWER W — EXISTING WATER MAIN T OVERHEAD UTILITY - E UNDERGROUND ELECTRIC LINE GAS UNDERGROUND GAS LINE — UNDERGROUND FIBER OPTIC LINE EASEMENT LINE CURB LINE PROPOSED LEGEND: PROPERTY LINE PROPOSED CURB PROPOSED CURB & GUTTER ®® PROPOSED SITE LIGHT, SEE PHOTOMETRIC PLAN OD E] PROPOSED DRAINAGE STRUCTURES (SEE GRADING/DRAINAGE PLANS) PROPOSED SAW CUT PROPOSED STANDARD DUTY ASPHALT PAVEMENT. PROPOSED STANDARD DUTY CONCRETE PAVEMENT. PROPOSED CONCRETE SIDEWALK PAVEMENT. PROPOSED HEAVY DUTY CONCRETE PAVEMENT. ®PROPOSED BLACK "COLOR TOP" CONCRETE SEALER BY SHERWIN WILLIAMS. GRAPHIC SCALE ( IN FEET ) I Inch = 20 ft. 4 S Y Y Y_SFiC(NzaaY COPYRIGHT NOTICE This drawing is the property of the above referenced Professional and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permsson from the Professional. 108/30/2024 PUD AMENDMENT I PROFESSXINALSEAL harems r 'R I, a t�reids an, oeci- dcexmY direct supernwon and t tel smna dory Licensed Professbnal Engineer under be laws of Ne State of Minnesot Print Na:::' yAl i PROFESSIONAL LICENSE NO: 42586 PROFESSO ALIN CHARGE JEFFREY AIAN 11BBTTS PROJECT MANAGER NET OUALOYCONTROL DJH DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJECTNUMIER 76WI-01 SHEET NAME SITE PLAN SHEET C-1.01 EXISTING LEGEND: n ticeasllgtom MN Fire ozo ACCESS ROAD ___________________ LOT 3 PROPOSED BUILDING r----------------- LOT 1 _____ _-------------------------------- ___ 6' BUILDING & PARKING SETBACK N —_wz _ �g CHELSEA RD W �zw ---- o - -- ------ ----1 - - - - FORTY-EIGHT (48) HOURS BEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 800-252-1166 AND ALL OTHER e� S AGENCIES WHICH MIGHT HAVE UNDERGROUND UTILITIES INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE TURNING MOVEMENTS DESIGN VEHICLE f —I 8.00 22.00 PUMPER FIRE TRUCK OVERALL LENGTH 40.00 FT OVERALL WIDTH 8.167 FT OVERALL BODY HEIGHT 7.745 FT MIN BODY GROUND CLEARANCE 0.656 FT TRACK WIDTH 8.1677 FT LOCK —TO —LOCK TIME 5.DO S MAX WHEEL ANGLE 45.00' -4 STOP LIGHT IN ® CATCH BASIN © ELECTRICAL BOX © ELECTRICAL MANHOLE I] FIBER OPTIC BOX GUY WIRE 0 HAND HOLE HYDRANT O LIGHT POLE ® MISCELLANEOUS MANHOLE POWER POLE • SANITARY SEWER MANHOLE SIGN ® SOIL BORING LOCATION. (BY OTHERS) Q STORM SEWER MANHOLE 0 TELEPHONE PEDESTAL IT UTILITY BOX N WATER VALVE Ill STORM FLARED END SECTION X FENCE ------------- EXISTING CONTOURS SAN> EXISTING SANITARY SEWER EXISTING STORM SEWER — W — EXISTING WATER MAIN T OVERHEAD UTILITY E UNDERGROUND ELECTRIC LINE GAS UNDERGROUND GAS LINE —,o — UNDERGROUND FIBER OPTIC LINE EASEMENT LINE CURB LINE PROPOSED LEGEND: PROPERTY LINE PROPOSED CURB PROPOSED CURB & GUTTER ®m PROPOSED SITE LIGHT, SEE PHOTOMETRIC PLAN PROPOSED DRAINAGE STRUCTURES (SEE GRADING/DRAINAGE PLANS) PROPOSED SAW CUT PROPOSED STANDARD DUTY ASPHALT PAVEMENT. PROPOSED STANDARD DUTY CONCRETE PAVEMENT. PROPOSED CONCRETE SIDEWALK PAVEMENT. PROPOSED HEAVY DUTY CONCRETE PAVEMENT. ®PROPOSED BLACK "COLOR TOP" CONCRETE SEALER BY SHERWIN WILLIAMS. GRAPHIC SCALE ( IN FEET ) I Inch = 20 ft. E S Y Y YSFiC(NzaaY COPYRIGHT NOTICE This drawing is the property of the above referenced Professional and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. 108/30/2024 PUD AMENDMENT I PROFESMIGNALSEAL Ile, IRPPgbreids an, oaci-fidcatimy direct superAsion and t teI amna dory Licensed Professional Engineer under the laws of Ne Slate of Minnesot Print Na . yAl � PROFESSIONAL LICENSE NO: 42586 PROFESSNMALIN CHARGE JEFFREY AIAN 11BBITTS PROJECT MANAGER NET OUALffY CONTROL DJH DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJECTNUMIER 763401-01 SHEET NAME TURNING MOVEMENTS SHEET C-1.02 __________________________ c-r-_�_->-_�_ 958.98 El - ACCESS ROAD 958.80 959.30 F, E: _----------------__ LOT 3 PROPOSED BUILDING 1 87 TC I 959,37 G 958.93 Ex 1 :mi. - 1 1 I 961.18 TC ►1 j -- _ 960.68 C960.44 TC 6J Jw� 959.94 C _ __________________________ �__________________________ __________T m I 959 �J a zw aNi a _-_______- __________ ---- -- _.-_______ __________________________. ft 958.43- 95a ' _ __ _____________________________________=mac =___ ___... _....... ' 959.66 TC 959.23 TC 959.60 iC 1 9:27G. 'A 95iC95ese c 95 ec959.02 TC __ 956.51 G 95a5z RIM LOT 2 - a ------------ ---------- 960.2] TC 1 _- r 0.02 9� aon,c 959.86 91' 96D 960.16 l i0.40 G i195 RIM IIISEE ENLARGED PU 1'IFJ 960.40 G VIOC 960.93 iC Q MONTICELLO, MN 96Ga3 c - A = 21,462 SF FFE = 961.00' v PIT LEVEL FE = 952.13' LOT 1 _ -___________________.96a____________- \ \ \ \ \ \ ♦ 95928 RIM <-W1 6` , 59 --rYHI`y50 0.144iC 960.f9r- 959.00 RIM SETBACK __________ _____ _ado T CHELSEA RD W5050101000 so FORTY-EIGHT (48) HOURS BEFORE DIGGING IS TO COMMENCE, THE CONTRA SHALL NOTIFY THE FOLLO AGENCIES: MINNESOTA U PROTECTION SERVICE AT 80(1 252-1188 AND ALL OTAGENCIES WH CH H 'Ste UNDERGROUND UTILITIES INVOLVING THIS PROJECT ARE NONMEMBERS OF UTILITIES PROTECTION SE GENERAL GRADING/DRAINAGE NOTES: I. ALL CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE TO THE CITY LATEST CONSTRUCTION SPECIFICATIONS AND DETAILS. 2. PRIOR TO ANY EXCAVATION OF THE PROJECT SITE, THE CONTRACTOR SHALL NOTIFY THE CITY 48 HOURS PRIOR TO THE START OF CONSTRUCTION. 3. THE CONTRACTOR SHALL CAREFULLY PRESERVE BENCHMARKS, REFERENCE POINTS AND STAKES. 4. ALL INDICATED ELEVATIONS ARE FINISHED ELEVATIONS. 5. FIELD VERIFY LOCATIONS SIZES AND IF APPLICABLE INVERTS OF EXISTING UTILITIES FOR PROPOSED CONNECTIONS PRIOR TO CONSTRUCTION. 6. LOCATE AND PROTECT ALL UTILITIES ASSOCIATED WITH THE PROJECT PRIOR TO CONSTRUCTION. 7. INSTALL SILT CONTROL MEASURES BEFORE BEGINNING SITE WORK. THESE MEASURES SHALL BE MAINTAINED THROUGHOUT CONSTRUCTION. B. MAINTAIN PROPER SITE DRAINAGE AT ALL TIMES DURING CONSTRUCTION. PREVENT STORM WATER FROM RUNNING INTO OR STANDING IN EXCAVATED AREAS. 9. INSTALL ALL APPROPRIATE TREE PROTECTION MEASURES PRIOR TO GRADING. 10. CUT AND FILL SLOPES SHALL HAVE A MAXIMUM SLOPE OF 2:1. 11. ALL EXCAVATION SHALL INCLUDE CLEARING, STRIPPING AND STOCKPILING TOPSOIL, REMOVING UNSUITABLE MATERIALS, THE CONSTRUCTION OF EMBANKMENTS, CONSTRUCTION FILLS, AND THE FINAL SHAPING AND TRIMMING TO THE THE LINES AND GRADES SHOWN ON THE PLANS. 12. ALL TREES, BRUSH, AND ORGANIC TOPSOIL AND OTHER OBJECTIONABLE MATERIAL SHALL BE REMOVED, UNLESS OTHERWISE SPECIFIED, AND DISPOSED OF AT AN OFF -SITE LOCATION, WITH THE EXCEPTION THAT ENOUGH TOPSOIL SHALL BE RETAINED FOR RESPREAD AND GENERAL LANDSCAPING. AREAS WHICH ARE TO BE FILLED SHALL BE COMPACTED TO A MAXIMUM DENSITY OF 95% AS DETERMINED BY THE MODIFIED fASHTO COMPACTION TEST IN THE PAVED AREAS AND 85% IN THE OTHER AREAS. 13. STRIP AND STOCKPILE TOPSOIL. SPREAD FOUR (4) INCHES MINIMUM OF TOPSOIL ON LANDSCAPE AREAS AND REMOVE EXCESS TOPSOIL FROM SITE. PREPARE SUB -GRADE FOR PAVEMENT AND CURBS AND BACKFILL CURBS AFTER CURB CONSTRUCTION. 14. PROVIDE SUPPLY OF TOPSOIL FOR LANDSCAPE CONTRACTOR FOR INSTALLATION IN ALL LANDSCAPE ISLANDS. 15. PROVIDE AND INSTALL TOPSOIL IN DISTURBED AREAS TO BE GRASSED, TO INCLUDE PAVEMENT SHOULDERS AND DETENTION AREAS. E. ALL EARTHWORK AND BASE COURSE FOR THE PARKING AREA SHALL BE COMPACTED TO A MINIMUM OF 95% MODIFIED LABORATORY DENSITY. CERTIFICATION SAID COMPACTION SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER, OR HIS/HER REPRESENTATIVE, PRIOR TO THE PLACEMENT OF THE BASE COURSE MATERIAL. BOTH PROOF ROLLING AND COMPACTION TESTING MUST BE APPROVED AND WITNESSED BY THE ENGINEER OR OWNER REPRESENTATIVE. 17. THE PAVEMENT SUBGRADE AND BASE COURSE MATERIAL SHALL BE INSPECTED AND APPROVED BY THE ENGINEER OR OWNER REPRESENTATIVE PRIOR TO CONSTRUCTING THE BASE AND SURFACE COURSES THEREON. 18. CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE TO ALL INLETS AND CATCH BASINS. AREAS OF SURFACE PONDING SHALL BE CORRECTED BY CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER. 19. IF AREAS ARE DISTURBED BEYOND PROPOSED GRADES BY NEGLIGENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ANY REGRADING OR REPAIR TO MATCH ORIGINAL EXISTING CONDITIONS. 20. SHORING SHALL BE DONE AS NECESSARY FOR THE PROTECTION OF THE WORK AND FOR THE SAFETY OF PERSONNEL. SHORING SHALL BE IN ACCORDANCE WITH ALL O.S.HA AND LOCAL REGULATIONS. 21. STRUCTURES FOR STORM SEWERS SHALL BE IN ACCORDANCE WITH THESE IMPROVEMENT PLANS AND THE APPLICABLE STANDARD SPECIFICATIONS. WHERE GRANULAR TRENCH BACKFILL IS REQUIRED AROUND THESE STRUCTURES, THE COST SHALL BE CONSIDERED AS INCIDENTAL AND SHALL BE INCLUDED IN THE CONTRACT UNIT PRICE FOR THE STRUCTURE. 22. CONFIRM INVERTS OF ALL EXISTING STORM INLETS AND SANITARY SEWER MANHOLES BEFORE COMMENCING CONSTRUCTION. 23. ALL STORM SEWER LINES 18"-54" DIAMETER ARE TO BE REINFORCED CONCRETE PIPE ACCORDING TO ASTM C-76 TYPE III, UNLESS OTHERWISE SPECIFIED ON PLANS. 24. A GEOTEXTILE MATTING (LANDLOCK FIRM 450 OR EQUIVALENT) SHALL BE USED FOR EROSION CONTROL AN ALL SLOPES GREATER THAN 3H:1V. 25. DRAINAGE STRUCTURES AND DETENTION POND SHALL BE MAINTAINED BY PROPERTY OWNERS. 26. CONTRACTOR SHALL ADHERE TO PROPOSED GRADES ALONG CREEKS, ESPECIALLY IN THE AREA OF THE PROPOSED DETENTION POND. IF AREAS ARE DISTURBED BEYOND PROPOSED GRADES BY NEGLIGENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ANY PENALTIES INCURRED. 27. ALL PROPOSED SPOT ELEVATIONS SHOWN INDICATE FINISHED GRADED ELEVATIONS AT EDGE OF PAVEMENT AND/OR GRADE BREAKS, UNLESS OTHERWISE NOTED. 28. LOWER -LEVEL EXCAVATION REQUIRED TO BE COMPLETED BY CONTRACTOR. 29. ADJUST EXISTING STRUCTURES TO PROPOSED GRADE. EXISTING LEGEND: O STOP LIGHT ® 0 CATCH BASIN © ELECTRICAL BOX ® ELECTRICAL MANHOLE © FIBER OPTIC BOX I- GUY WIRE O HAND HOLE HYDRANT 0 LIGHT POLE ® MISCELLANEOUS MANHOLE POW ER POLE SANITARY SEWER MANHOLE SIGN ® SOIL BORING LOCATION. (BY OTHERS) 0 STORM SEWER MANHOLE LO TELEPHONE PEDESTAL © UTILITY BOX Dd WATER VALVE ► STORM FLARED END SECTION X FENCE _____________ EXISTING CONTOURS SAN> EXISTING SANITARY SEWER EXISTING STORM SEWER W EXISTING WATER MAIN T OVERHEAD UTILITY E UNDERGROUND ELECTRIC LINE GAS UNDERGROUND GAS LINE - _ UNDERGROUND FIBER OPTIC LINE ------------- EASEMENT LINE CURB LINE PROPOSED LEGEND: PROPERTY LINE PROPOSED CURB & GUTTER PROPOSED CURB PROPOSED CONTOUR -STM, ,_ PROPOSED STORM SEWER PIPE - DRAINAGE SLOPE AND DIRECTION XXXX RIM RIM ELEVATION XXXX EX EXISTING SPOT ELEVATION _ XXXX TC TOP OF CURB XXXX G GUTTER ENLARGED PLAN - ADA 1 IN=5FT 50.16 TC c ENLARGED PLAN - ADA 1 IN=5FT 50.16 TC c STATE E S Y Y YSFiCl NzaaY COPYRIGHT NOTICE This drawing is the property of the above referenced Professional and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. 108/30/2024 PUD AMENDMENT I PROFESMONALSEAL harems weRp e ereids an, or fider mY direct supernsloq and t teI or na duty Licensed Profe_sl Engineer under the laws of the State of Minnesot Print Na . yAI � PROFESSIONAL LICENSE NO: 42586 PROFESSNINALINCHARGE JEFFREY AIAN PBBITTS PROJECT MANAGER NET OUALITYCONTROL DJH DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PRWECTNUMBER 763401-01 SHEET NAME GRADING PLAN SHEET C-3.0 FOR REFERENCE ONLY NTSWATE 94 T I• e� l /T ---------- — — — ------ --- ----- ----- J \ ..F�ItIF FUTURF MUILDINU I I MINE / 1 `\� '•' \\� \ FFE=1961.0 i FIRE• 0 / .., ��., % \ i \ \ q■ \ 0 40 80 160 FUTIMIE EINY.i \ wE.aNu - LOT 7 nor ■ < SCALE IN FEET > 1 9 Li I Aor aM*1±'I LEGEND ■oEEEEEomm CATCHMENT LINE 0 CATCHMENT ACOLLECTION POINT ES rH MY�YS�iCINLL'NlYeie COPYRIOHTNOTICE This draw ng s the property of the above referenced Professorial and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. 108/30/2024 PUD AMENDMENT I PROFESSIONALSEAL Print PROFESSIONAL LICENSE NO: 42586 PROFESSIONALIN CHARGE JEFFREY ALAN 11BBITIS PROJECT MANAGER NET OIIALRY CONTROL DJH DRAWN BY LRK PROJECT NAME i NOTES O'NNER PROJECT SHEET I C �� CONTOUR DIVISION 25, LLC 7601 FRANCE AVE. S., SUITE 525 BIG RIVER 445 FIGURE 3 PROPOSED CONDITIONS r CIVIL DES 1 G IV EDINA,MN 55435 MONTICELLO, MINNESOTA DRAINAGE MAP FORTY-EIGHT (48) HOURS BEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 800_252-1166 AND ALL OTHER AGENCIES WHICH MIGHT eE t UNDERGROUND UTILITIES AVE INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE lama er under VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJECTNDMBER 763401-01 SHEET NAME PRE - DEVELOPMENT PLAN SHEET# C-4.0 ICI LOT 3 PROPOSED BUILDING aNi a --- _ ■ ----------- 9All _--- _ _________________________________ ACCESS ROAD , FORTY-EIGHT (48) HOURS tBEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 8OG-262-1166 AND ALL OTHER ENCIES WH CH MIGHT AG UNDERGROUNID UTILTIESVE INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE ■ VIOC MONTICELLO, MN A = 21,462 SF FFE = 961.00' PIT LEVEL FE = 952.13' i <-WlS f 95e" __________= y===-=------=======°° "_ LOT 1 I� I� ------ ----------------------------------- - - - - - - - - - - - - .116 �g CHELSEA RD W i� STORMWATER COMPLIANCE: STORMWATER MANAGEMENT FOR THE VALVOLINE INSTANT OIL CHANGE SITE IMPROVEMENTS IS PROVIDED BY THE REGIONAL STORMWATER FACILITIES LOCATED TO THE NORTH SIDE OF THE SITE. STORMWATER NARRATIVE: PROJECT DESCRIPTION AND EXISTING DRAINAGE: SITE IS COVERED BY A PROPOSED STORMWATER DETENTION BASIN TO THE NORTH OF THE SITE DESIGNED BY CONTOUR CML DESIGN — STORMWATER MANAGEMENT REPORT DATED 03/11/2024. BASIN COVERS SITE FOR DUALITY AND QUANTITY TO A COMPOSITE ON OF 86. PROPOSED DRAINAGE AND STORMWATER COMPLIANCE: PROPOSED IMPROVEMENTS WILL ROUTE STORMWATER TO THE PROPOSED STORM NETWORK ON THE NORTHERN PART OF THE SITE. THE PROPOSED DEVELOPMENT IS IN COMPLIANCE WITH THE CONTOUR CIVIL DESIGN — STORMWATER MANAGEMENT REPORT WITH AN ACTUAL ON OF 84. STORMWATER COMPLIANCE CALCULATIONS: CONTOUR CIVIL DESIGN - ITEM STORMWATER MANAGEMENT POST -DEVELOPED REPORT PERWOUS AREA, GRASS, GOOD (HSG A/B; ON = 50) [SF] 7,906 7,858 IMPERVIOUS AREA (HSG A; ON = 98) [SF] 19 970 20,018 TOTAL AREA 27.876 27,876 TOTAL AREA (ACRE) 0.64 0.64 WEIGHTED ON 84 84 EXISTING LEGEND: O STOP LIGHT ® ® CATCH BASIN © ELECTRICAL BOX ® ELECTRICAL MANHOLE © FIBER OPTIC BOX E S I- GUY WIRE O HAND HOLE MM M_=Gifil HYDRANT ewoNe oa�ass esea a. 6 LIGHT POLE ® MISCELLANEOUS MANHOLE COPYAIGHTNOTICE POWER POLE This drawing is the property of the SANITARY SEWER MANHOLE above referenced Professional and is SIGN not to be used for any purpose other than the specific project and site ® SOIL BORING LOCATION. (BY OTHERS) names herein, and cannot be Q STORM SEWER MANHOLE reproduced in any manner without the LO TELEPHONE PEDESTAL express written permission from the © UTILITY BOX Professional. N WATER VALVE ► STORM FLARED END SECTION X FENCE _____________ EXISTING CONTOURS SAN> EXISTING SANITARY SEWER EXISTING STORM SEWER W EXISTING WATER MAIN T OVERHEAD UTILITY — E UNDERGROUND ELECTRIC LINE GAS UNDERGROUND GAS LINE — _ UNDERGROUND FIBER OPTIC LINE ----------- EASEMENT LINE DATE ISSUE CURB LINE 08/30/2024 PUD AMENDMENT PROPOSED LEGEND: PROPERTY LINE PROPOSED CURB & GUTTER PROPOSED CONTOUR STn1 - PROPOSED STORM PIPE. DRAINAGE DIRECTION ■ ■ DRAINAGE BASIN BOUNDARY X—)( DRAINAGE BASIN ID X.XX DRAINAGE BASIN AREA (ACRE) PROFESSNINALSEAL GRAPHIC SCALE ( IN FEET ) 1 inch = 20 ft. Print PROFESSIONAL LICENSE NO: 42586 PROFESSNMALIN CHARGE JEFFREY AIAN 11BBITFS PROJECT MANAGER NET DUALITY CONTROL DJH DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJECT NUMBER 763401-01 SHEET NAME POST - DEVELOPMENT PLAN SHEETS C-4.1 aNi a r _________________________ _ D ,NVS <NtlS �S <NVS <NVS <NHS <NV 3<NHS V.v wawm W— W GI w w� `—W ACCESSROAD ___________________ --_ _ N GI Z pp --------------- __ ___________1'===__--rrRrrrrrrrrrrr__rr_�= D ssa. ,NVS <NVS <NVS <NVS <NVS <NVS "--_<NVS <NVS W—W—W W W wW—W—�W—1 ran-___-. G3 15 HDPE O O.SOR p i 1 77.3 LF G3 1 c yy1S 12 HOPE 0 2.90R I X2 CB C1� c-y'13 g RIM 958.68 c,l 2X2 CB 6 as INV IN. 953.27 (12° HOPE SE` "EIC 1 `P �� INV IN. 953.27 (12" HOPE SW) S R INV 09u8. \ \ INV OUT. 953.27 (15" T. HDPE NE) G3 1 91.3 LF {�^, LOT 2 12 HOPE O 2.53% LOT 3 '� 6' 4.,I -- _____ 0-�____ ______________---F 1 I � I 1 r � 1 PROPOSED I BUILDING 1 ti r SUMP PUMP MANHOLE G33 2X2 CB 1 RIM 960.95 G10 RIM 959.83 INV IN. 950.95 (4" PVC S) r-: N. 955.58 (12' HDPE SW) INV OUT. 957.00 (6" PVC NW) N. 955.58 (6" PVC SE) INV OUT. 955.58 (12" HOPE NE) G26 8" I.00% IN cC� C25 13�C31 111117-77 VIOL MONTICELLO, MN 56.8 LF A = i1.462 SF G3 12 HDPE O 0.50% FFE = 961.00L I ' 1 PIT LEVEL FE = 952.13' m G4 RIM 49603H 1 G31 INV IN. 955.87 (12" HOPE S) INV OUT. 955.87 (12" HOPE NE) Jw ¢ r yso._ w ___ G3 12 HOPE H ____J_ � _________________________ ________ ___/`___ 0. ____________FO____________ ________T" � FO (12° HOPE LOT 1 6" PVC 11.00% MIN. G3 1 G33 SUMP PUMP MANHOLE 2X2 CB G10------------ RIM 960.89 RIM 99.7 59 -------960------------ 1 INV IN. 950.95 (4" PVC NE) ''INV IN. 956.49 (6- PVC Ni \ INV OUT. 957.00 (6" PVC SE) INV OUT. 956.49 (12" HOPE W) �1S F <Wygf 1 � <-W1 86.4 LF f 12° HDPE O 0.50% ______ __L_____ __________ 1 2X2 CB G10________F� _________ m FO _�__�__________F—________________ Fo _______ _ IM 959.2 _°'L -------------------- I INV IN. 956.06 (12" HDPE E) • ______ -- -_ — — INV OUT. ---- (12° HOPE IN _ FO 3 FO (A FO FO FO m FO FO FO �r 3 ca o� ¢ � w __________ QFo w w ¢ W- w- W- o o W W- W W W W ism i5ssz.s� W lsj- VVVV`: - — W y— VV W} ss CHELSEA RD W �zI ----- -- ---- -- m jg� m <NVS (�r51�<I Ce a <NVS < < <NVS < N < VR <NVS <NVC <NHS N< HC MC FORTY-EIGHT (48) HOURS tBEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 800-262-1166 AND ALL OTHER ENCIES WH CH MIGHT AG UNDERGROUNID UTILTIESVE INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE EXISTING LEGEND: -O STOP LIGHT ® 0 CATCH BASIN © ELECTRICAL BOX ® ELECTRICAL MANHOLE DiFIBER OPTIC BOX I- GUY WIRE O HAND HOLE HYDRANT 6 LIGHT POLE ® MISCELLANEOUS MANHOLE POWER POLE SANITARY SEWER MANHOLE SIGN ® SOIL BORING LOCATION. (BY OTHERS) Q STORM SEWER MANHOLE to TELEPHONE PEDESTAL © UTILITY BOX Dd WATER VALVE ► STORM FLARED END SECTION X FENCE _____________ EXISTING CONTOURS SAN> EXISTING SANITARY SEWER EXISTING STORM SEWER W EXISTING WATER MAIN T OVERHEAD UTILITY E UNDERGROUND ELECTRIC LINE GAS UNDERGROUND GAS LINE UNDERGROUND FIBER OPTIC LINE ------------- EASEMENT LINE CURB LINE PROPOSED LEGEND: PROPERTY LINE PROPOSED CURB & GUTTER PROPOSED CONTOUR PROPOSED STORM PIPE. >` DRAINAGE SLOPE AND DIRECTION GRADING KEY NOTES IT GI MATCH EXISTING PAVEMENT ELEVATION. G2 LIMITS OF SAWCUT AND PAVEMENT REMOVAL G3 STORM SEWER (SEE NOTE FOR TYPE, SIZE AND SLOPE) G4 STORM SEWER MANHOLE G10 GRATE INLET. SEE NOTE FOR GRATE TYPE. G25 DOWN SPOUTS - PER ARCH. PLANS (SEE NOTE FOR NUMBER AND SIZE) G26 CONNECT DOWN SPOUTS UNDERGROUND TO STORM PIPE (SEE NOTE FOR NUMBER AND SIZE). G27 CONNECT TO EXISTING STORM DRAIN PIPE. MANHOLE, STUB -OUT, OR INLET. (CONTRACTOR TO FIELD VERIFY LOCATION AND ELEVATION) G31 FOUNDATION DRAIN G33 FOUNDATION SUMP PUMP MANHOLE STRUCTURE GRAPHIC SCALE ( IN FEET ) 1 inch = 20 ft. E S M M M_SFiCl NzaaM COPYRIGHT NOTICE This drawing is the property of the above referenced Professional and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. 108/30/2024 PUD AMENDMENT I PROFEMNALSEAL I here r�d "`P�reids an, oeci-fidcatimY direct supemw- and t tel smna dory Licensed Profe.—I Engineer under th laws of Ne SWte of Minnesot Pnrd Na yAl PROFESSIONAL LICENSE NO: 42586 PROFESSNMALIN CHARGE JEFFREY AIAN 11BBITTS PROJECT MANAGER NET OUALffY CONTROL DJH DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJECTNUMBER 763401-01 SHEET NAME DRAINAGE PLAN SHEET C-4.2 GENERAL EROSION NOTES EXISTING LEGEND: LOT 3 PROPOSED BUILDING a�I a All--------------- _-�_-�_�_-�_�_-�_ IP_ __________________________________________________1«���«___________ _________________ _ __________________________________ _____�Y___ ft r"� w z — ACCESS ROAD P _ g 9 5a'-� 0 8SF— / CWA o 20' LOT 2 I TS PS ---- psa I I g I I oQz Jw o---____-_______.ytl0------------- v___t i Y_ Will Will h SF CHELSEA RD W 1 t� — — — — — — FORTY-EIGHT (48) HOURS 'SteBEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 80G-252-1166 AND ALL OTHER AGENCIES WHICH MIGHT UNDERGROUND UTILTIES�� INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE SF ova , a � zw �g SOIL EROSION/SEDIMENTATION CONTROL OPERATION TIME SCHEDULE NOTE: GENERAL CONTRACTOR TO COMPLETE TABLE WITH THEIR SPECIFIC PROJECT SCHEDULE CONSTRUCTION SEQUENCE JAN FEB MAR APR MA JUN JUL AU SEP OCT NO DEC JAN FEB MA APR MA JUN JUL AUG SEP OCT NOVDEC TEMPORARY CONTROL MEASURES STRIP & STOCKPILE TOPSOIL STORM FACILITIES TEMPORARY CONSTRUCTION ROADS FOUNDATION / BUILDING CONSTRUCTION SITE CONSTRUCTION PERMANENT CONTROL STRUCTURES FINISH GRADING LANDSCAPING/SEED/FINAL STABILIZATION LOT 1 PROPOSED BUILDING A. ALL CONTRACTORS AND SUBCONTRACTORS INVOLVED WITH STORM WATER POLLUTION PREVENTION SHALL OBTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION PLAN AND THE STATE OF MINNESOTA NPDES AND SPS PERMITS FOR STORM WATER DISCHARGES AND BECOME FAMILIAR WITH THEIR CONTENTS. B. THE TEMPORARY PARKING AND STORAGE AREA SHALL ALSO BE USED AS THE EQUIPMENT MAINTENANCE AREA, EQUIPMENT CLEANING AREA, EMPLOYEE BREAK AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES. THE EXACT LOCATIONS SHALL BE COORDINATED WITH THE OWNERS CONSTRUCTION MANAGER. C. ALL WASH WATER (CONCRETE TRUCKS. VEHICLE CLEANING. EQUIPMENT CLEANING. ETC.) SHALL BE DISPOSED OF IN A MANNER THAT PREVENTS CONTACT BETWEEN THESE MATERIALS AND STORM WATER THAT IS DISCHARGED FROM THE SITE. D. MAINTAIN ON THE SITE OR HAVE READILY AVAILABLE SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL SPILLS AND LEAKS, E. DUST ON THE SITE SHALL BE CONTROLLED BY SPRAYING WATER ON DRY AREAS OF THE SITE. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. F. NO RUBBISH, TRASH. GARBAGE, OR OTHER SUCH MATERIALS SHALL BE DISCHARGED INTO DRAINAGE DITCHES OR WATERS OF THE STATE. G. ALL STORM WATER POLLUTION PREVENTION MEASURES PRESENTED ON THIS PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE INITIATED AS SOON AS PRACTICABLE. H. NEW OR AFFECTED CUT OR FILLED SLOPES MUST BE AT AN ANGLE THAT CAN BE RETAINED BY VEGETATIVE COVER, AND MUST BE PROVIDED WITH A GROUND COVER SUFFICIENT TO RETAIN EROSION WITHIN 21 CALENDAR DAYS OF COMPLETION OF ANY PHASE (ROUGH OR FINAL) OF GRADING. I. A PERMANENT GROUND COVER, SUFFICIENT RESTRAIN EROSION, MUST BE PROVIDED WITHIN THE SHORTER OF 15 WORKING OR 90 CALENDAR DAYS (IF IN A HIGH QUALITY ZONE, THE SHORTER OF 15 WORKING OR 60 CALENDAR DAYS) AFTER COMPLETION OF CONSTRUCTION OR DEVELOPMENT ON ANY PORTION OF THE TRACT. J. IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENT TO REMOVE THE MAJORITY OF DIRT OR MUD, THEN THE TIRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBLIC ROAD. IF WASHING IS USED. PROVISIONS MUST BE MADE TO INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFORE IT IS CARRIED OFF THE SITE. THE EXACT LOCATIONS SHALL BE COORDINATED WITH THE OWNERS CONSTRUCTION MANAGER. K. ALL MATERIALS SPILLED, DROPPED. WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. L. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT IN THE DETENTION POND AFTER THE STABILIZATION OF THE SITE AND ANY SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS. CONTRACTORS OR SUBCONTRACTORS WILL ALSO BE RESPONSIBLE TO CLEAN THE SWALE FROM ANY SEDIMENT IF NECESSARY. M. IF SOIL STOCKPILING IS EMPLOYED ON THE SITE. SILT FENCES SHALL BE USED TO HELP CONTAIN THE SEDIMENT. N. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION. 0. SEDIMENT BASINS ARE ATTRACTIVE TO CHILDREN AND CAN BE VERY DANGEROUS. IN ALL CASES. LOCAL ORDINANCES AND REGULATIONS REGARDING HEALTH AND SAFETY MUST BE ADHERED TO. P. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE DISPOSED OF WITHIN 30 DAYS AFTER FINAL STABILIZATION. FINAL STABILIZATION HAS OCCURRED WHEN ALL SOIL DISTURBING ACTIVITIES ARE COMPLETED AND A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70" OF THE COVER FOR UNPAVED AREAS AND AREAS NOT COVERED BY PERMANENT STRUCTURES HAS BEEN EMPLOYED. 0. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION CONTROL MEASURES (SILT FENCES, SILT DIKES, ETC,) TO HELP PREVENT EROSION AND STORM WATER POLLUTION. R. ALL OFF -SITE CONSTRUCTION SHALL BE STABILIZED AT THE END OF EACH WORKING DAY, THIS INCLUDES BACKFILLING OF TRENCHES FOR STORM DRAINS & UTILITY CONSTRUCTION AND PLACEMENT OF GRAVEL OR BITUMINOUS PAVING FOR ROAD CONSTRUCTION, BMP MAINTENANCE NOTES ALL MEASURES STATED ON THIS SITE MAP, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABILIZATION OF THE SITE, ALL EROSION AND SEDIMENTATION CONTROL MEASURE SHALL BE CHECKED BY A QUALIFIED PERSON IN ACCORDANCE WITH THE CONTRACT DOCUMENTS OR THE APPLICABLE PERMIT, WHICHEVER IS MORE STRINGENT, AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING OR DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED, WATERED, AND RESEEDED AS NEEDED. 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES ONE-HALF OF THE SILT FENCE. 4, THE VEHICLE TRACKING CONTROL SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRED PERIODIC TOP DRESSING OF THE CONSTRUCTION EXITS AS CONDITIONS DEMAND. 5, THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REWIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AREA AS CONDITIONS DEMAND. 6. PRIOR TO LEAVING THE SITE, ALL VEHICLES SHALL BE CLEANED OF DEBRIS. ANY DEBRIS AND/OR SEDIMENT REACHING THE PUBLIC STREET SHALL BE CLEANED IMMEDIATELY BY A METHOD OTHER THAN FLUSHING. SURFACE STABILIZATION MEASURES KEY PRACTICE DESCRIPTION NOTES DISTURBEDAREA Temporery pm 111 for Ill lurbetl areaa;iman erns traw - tan acre,[on acre„ o er . -Ions acre, O STABILIZATIDNMI retaNant mverwhen tempasry gressing is in�PPlicable. (35 glacrel. Com stalky(4E tonslacrej, or NefaMlatslChemiral atabif ars ePPlicede MULCHING ONLY) DISTURBEDARFA Planfing rapid -growing annmlgresras, small greina, May -Aug.: German mlllet(401bs.lac), AugAec.: Ryegraln(1201MA,), T$ STABILIZATION(W/ arlegumes Wpmideiridat kmporary cover for Jan:May: Miqure of Rya gnni(120lbsJac) and Kobe le,Padwze(501bs.lac) TEMP. SEEDING) no —dual on dislorbetl areas. 750(1006 M.fa Fall)Ibslaa of 10-10-10 fertilizer DISTURBEDAREA C-11ing rural and preventing erosion by establishing eemp ez 10_10rio fedif a5enJ 4,0001beJ raillme PS STABIU—ION(W/ a perennial vegetative —wire seed `May -Aug.: Add 101bslac German millet PERM. SEEDING) I 'Oat.-Fab.d 101bs.laP Rya grain $D DISTURBEDAREA STABILIZATION(W/ Trensplentirg vegetative sections of plant materials to Promptly stabilize areas rent are subject W erosion. Warm Season: Hybrid Bmmotla mm, Z.0.grass, Cenlipetle grass, or St Augusline gmss PERM. SODDING) Cool Seas on: Tall bwaue .lucky Huagress O STOP LIGHT ® 0 CATCH BASIN © ELECTRICAL BOX 0 ELECTRICAL MANHOLE © FIBER OPTIC BOX I- GUY WIRE O HAND HOLE HYDRANT 6 LIGHT POLE ® MISCELLANEOUS MANHOLE POW ER POLE SANITARY SEWER MANHOLE SIGN 0 SOIL BORING LOCATION. (BY OTHERS) 0 STORM SEWER MANHOLE LO TELEPHONE PEDESTAL © UTILITY BOX Dd WATER VALVE ► STORM FLARED END SECTION X FENCE _____________ EXISTING CONTOURS SAN> EXISTING SANITARY SEWER EXISTING STORM SEWER W EXISTING WATER MAIN T OVERHEAD UTILITY E UNDERGROUND ELECTRIC LINE GAS UNDERGROUND GAS LINE UNDERGROUND FIBER OPTIC LINE ------------- EASEMENT LINE CURB LINE PROPOSED PROPERTY LINE —XXXX— CONTOUR ELEVATIONS X — TEMPORARY CONSTRUCTION FENCE (SEE SWOOP DETAIL SHEETS) CLOD— LIMIT OF DISTURBED AREA KEY NOTES VTC VEHICLE TRACKING CONTROL —SF SF SEDIMENTATION/SILT FENCE WITH WIRE SUPPORT ® CWA CONCRETE WASHOUT AREA ® TS TEMPORARY STORAGE AREA SSA STABILIZED STAGING AREA PROJECT INFORMATION THE PROPOSED PROJECT WILL CONSTRUCT A VEHICLE SERVICE STATION CONSISTING OF A 1 0 S.F. BUILDING AND ASSOCIATED PARKING AREA ACREAGE OF SITE IS 0,640 ACRES. DISTURBED ACREAGE OF SITE (INCLUDING OFF -SITE WORK) IS 0,= ACRES. ANTICIPATED CONSTRUCTION START DATE IS SPRING 2025 AND COMPLETION DATE IS FALL 2025. VALVOLINE'S CONTRACTOR TO TAKE APPROPRIATE MEASURES TO KEEP SEDIMENT FROM ESCAPING SITE AND ALL ACCUMULATED SEDIMENT SHALL BE CLEANED OUT AND REMOVED FROM SITE. SEQUENCE OF CONSTRUCTION PHASE I 1. INSTALL STARILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT ME SILT FENCES ON THE SITE. 4. INSTALL ALL PERIMETER SEDIMENT MEASURES. 5. INSTALL ALL TEMPORARY EROSION & SEDIMENT CONTROLS AS NEEDED. PHASE II 6. BEGIN DEMOLISHING SITE. 7. BEGIN GRADING ME SITE. & START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES, UNDERDRMNS, STORM SEWERS II. INSTALL INLET/F UME PROTECTION DEVICES 12. PREPARE SITE FOR PAVING. II PAYE SITE. 14. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING, SODDING, AND PERMANENT WTRNG BLANKET. 15. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED. E S *W!; iEINv_CvWW PHONE:a COPYRIGHT NOTICE This drawing is the property of the above referenced Professional and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. 108/30/2024 PUD AMENDMENT I PROFESMONALSEAL Ihars rtNyPet�Wids an, oea-fidcaBmy direct superAsloq and t teI amna dory Licensed Professional Engineer under the Iowa ofth State of Minnesot Print Na yt PROFESSIONAL LICENSE NO: 42586 PROFESSNWALIN CHARGE JEFFREY AIAN 11BBITTS PROJECT MANAGER NET DUAL ffY CONTROL DJH DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN 24 HR EMERGENCY CONTACT: PIKUECTNUMIIER 763401-01 JIM DOUTHIT-(210) 859-3957 SHEET NAME EROSION GRAPHIC SCALE CONTROL PHASEI SHEET#IN /� 1 inch FEET inchO) I. C-5.0 ICI -------------- ------------ - ------------------ ----------------------------- ------------ r twin ACCESS ROAD ___________________ ____________________ LOT 3 PROPOSED BUILDING -4 aNi a r IP_ ------ _________--------- ___ _____________________1� __________ __ ___ a•���«________ ________ z _ IP 95a' 1.4 2I' LOT 2 III VIOL MONTICELLO, MN A = 21,462 SF FEE = 961.00' PIT LEVEL FE = 952.13' -rNLL`9d — - SF SF SF SF z a CHELSEA RD W 1 FORTY-EIGHT (48) HOURS 'SteBEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 800-252-1166 AND ALL OTHER AGENCIES WHICH MIGHT UNDERGROUND UTILTIES�� INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE LOT 1 w --_________---------------- 9pg ____________. SO S IP On 9§9 " ___________________ ___ ____ SF SF -"--"- IP <�o E SOIL EROSION/SEDIMENTATION CONTROL OPERATION TIME SCHEDULE NOTE: GENERAL CONTRACTOR TO COMPLETE TABLE WITH THEIR SPECIFIC PROJECT SCHEDULE CONSTRUCTION SEQUENCE JAN FEB MA APR MA JUN JUL AUG SEP OCT NO DEC JAN FEB MAR APR MA JUN JUL AU EP OCT LOV DEC TEMPORARY CONTROL MEASURES STRIP & STOCKPILE TOPSOIL STORM FACILITIES TEMPORARY CONSTRUCTION ROADS FOUNDATION / BUILDING CONSTRUCTION SITE CONSTRUCTION PERMANENT CONTROL STRUCTURES FINISH GRADING LANDSCAPING/SEED/FINAL STABILIZATION GENERAL EROSION NOTES A. ALL CONTRACTORS AND SUBCONTRACTORS INVOLVED WITH STORM WATER POLLUTION PREVENTION SHALL OBTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION PLAN AND THE STATE OF MINNESOTA NPDES AND SDS PERMITS FOR STORM WATER DISCHARGES AND BECOME FAMILIAR WITH THEIR CONTENTS. B. THE TEMPORARY PARKING AND STORAGE AREA SHALL ALSO BE USED AS THE EQUIPMENT MAINTENANCE AREA, EQUIPMENT CLEANING AREA, EMPLOYEE BREAK AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES. THE EXACT LOCATIONS SHALL BE COORDINATED WITH THE OWNERS CONSTRUCTION MANAGER. C, ALL WASH WATER (CONCRETE TRUCKS. VEHICLE CLEANING. EQUIPMENT CLEANING. ETC.) SHALL BE DISPOSED OF IN A MANNER THAT PREVENTS CONTACT BETWEEN THESE MATERIALS AND STORM WATER THAT IS DISCHARGED FROM THE SITE. D. MAINTAIN ON THE SITE OR HAVE READILY AVAILABLE SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL SPILLS AND LEAKS, E. DUST ON THE SITE SHALL BE CONTROLLED BY SPRAYING WATER ON DRY AREAS OF THE SITE. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. F. NO RUBBISH, TRASH. GARBAGE, OR OTHER SUCH MATERIALS SHALL BE DISCHARGED INTO DRAINAGE DITCHES OR WATERS OF THE STATE. G. ALL STORM WATER POLLUTION PREVENTION MEASURES PRESENTED ON THIS PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE INITIATED AS SOON AS PRACTICABLE. H. NEW OR AFFECTED CUT OR FILLED SLOPES MUST BE AT AN ANGLE THAT CAN BE RETAINED BY VEGETATIVE COVER, AND MUST BE PROVIDED WITH A GROUND COVER SUFFICIENT TO RETAIN EROSION WITHIN 21 CALENDAR DAYS OF COMPLETION OF ANY PHASE (ROUGH OR FINAL) OF GRADING. I. A PERMANENT GROUND COVER, SUFFICIENT RESTRAIN EROSION, MUST BE PROVIDED WITHIN THE SHORTER OF 15 WORKING OR 90 CALENDAR DAYS (IF IN A HIGH QUALITY ZONE, THE SHORTER OF 15 WORKING OR 60 CALENDAR DAYS) AFTER COMPLETION OF CONSTRUCTION OR DEVELOPMENT ON ANY PORTION OF THE TRACT. J. IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENT TO REMOVE THE MAJORITY OF DIRT OR MUD, THEN THE TIRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBLIC ROAD. IF WASHING IS USED. PROVISIONS MUST BE MADE TO INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFORE IT IS CARRIED OFF THE SITE. THE EXACT LOCATIONS SHALL BE COORDINATED WITH THE OWNERS CONSTRUCTION MANAGER. K. ALL MATERIALS SPILLED, DROPPED. WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. L. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT IN THE DETENTION POND AFTER THE STABILIZATION OF THE SITE AND ANY SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS. CONTRACTORS OR SUBCONTRACTORS WILL ALSO BE RESPONSIBLE TO CLEAN THE SWALE FROM ANY SEDIMENT IF NECESSARY. M. IF SOIL STOCKPILING IS EMPLOYED ON THE SITE. SILT FENCES SHALL BE USED TO HELP CONTAIN THE SEDIMENT. N. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION. 0. SEDIMENT BASINS ARE ATTRACTIVE TO CHILDREN AND CAN BE VERY DANGEROUS. IN ALL CASES. LOCAL ORDINANCES AND REGULATIONS REGARDING HEALTH AND SAFETY MUST BE ADHERED TO. P. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE DISPOSED OF WITHIN 30 DAYS AFTER FINAL STABILIZATION. FINAL STABILIZATION HAS OCCURRED WHEN ALL SOIL DISTURBING ACTIVITIES ARE COMPLETED AND A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70% OF THE COVER FOR UNPAVED AREAS AND AREAS NOT COVERED BY PERMANENT STRUCTURES HAS BEEN EMPLOYED. 0. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION CONTROL MEASURES (SILT FENCES, SILT DIKES, ETC.) TO HELP PREVENT EROSION AND STORM WATER POLLUTION. R. ALL OFF -SITE CONSTRUCTION SHALL BE STABILIZED AT THE END OF EACH WORKING DAY, THIS INCLUDES BACKFILLING OF TRENCHES FOR STORM DRAINS & UTILITY CONSTRUCTION AND PLACEMENT OF GRAVEL OR BITUMINOUS PAVING FOR ROAD CONSTRUCTION, BMP MAINTENANCE NOTES ALL MEASURES STATED ON THIS SITE MAP, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABILIZATION OF THE SITE, ALL EROSION AND SEDIMENTATION CONTROL MEASURE SHALL BE CHECKED BY A QUALIFIED PERSON IN ACCORDANCE WITH THE CONTRACT DOCUMENTS OR THE APPLICABLE PERMIT, WHICHEVER IS MORE STRINGENT, AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING OR DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED, WATERED, AND RESEEDED AS NEEDED. 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES ONE-HALF OF THE SILT FENCE. 4, THE VEHICLE TRACKING CONTROL SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRED PERIODIC TOP DRESSING OF THE CONSTRUCTION EXITS AS CONDITIONS DEMAND. 5, THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REWIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AREA AS CONDITIONS DEMAND. 6. PRIOR TO LEAVING THE SITE, ALL VEHICLES SHALL BE CLEANED OF DEBRIS. ANY DEBRIS AND/OR SEDIMENT REACHING THE PUBLIC STREET SHALL BE CLEANED IMMEDIATELY BY A METHOD OTHER THAN FLUSHING. SURFACE STABILIZATION MEASURES KEY PRACTICE DESCRIPTION NOTES M DISTURBED AREA STABILI2ATION(WI MULCHING ONLY) Tampaary pmtecdon for disWrbed areas; asanemsio retardant cover when temporary grassing is lnapplicedl. Straw(1-2 Lana con), Wood chlpl(SB ton.4aare)„Wood fib., ps-1 unwo cre), Bark (35 cylacre), Can atalks(4a IonsIam), or Nw,ufM1wVChe1ic1l stabilizers applimb. T$ DISTURBEDAREA STABIUZATION(Wl TEMP. SEEDING) Planting rapldgrewing annual grasses, small grans, or legumes na pmvke initial, tempoary mverfor mntrol on disturbed areas. May-A.:German milW(401b®.lec), Aug:aa. D: Rye grain(120 Aw.lac), Jan:May:MiHureof Ry,g,i,(1201MJc),nd Kobelespe (501bs.lac) ]50 toad Ro.-far Fall) LaJaa of 10-10-10 farilizer P$ DISTURBEDAREA STABIUZATIONVU PERM. SEEDING) Contrdlagrunofl and preventing ema,n by establiahing a perennial vegetative co —with seed. MiMure of Tall fescue(BO lbs.lac)antl Kobelespetleza (401belac)wAM1 10001bs.lac of 10-10-10 AudlMerand 4,0001bslac of lime May -Aug.: Add 10 IMJw German millet ' OM: Feb.: Add 40lb,.lac Ry, ami $D DISTURBED AREA STABILLEATION(WI PERM. SODDING) Tnwa,a ing vaXaaI- sections of plats materials M wapubatabili same unalresublecttoercaion, Warm Season: Hybrid Bermuda gas,, Zaysiagraaa, Centipede grass, or St Augustine grass Cool Season: Tall fesc.9.rtuchy Wagress EXISTING LEGEND: O STOP LIGHT ® ® CATCH BASIN © ELECTRICAL BOX ® ELECTRICAL MANHOLE © FIBER OPTIC BOX I- GUY WIRE O HAND HOLE HYDRANT 6 LIGHT POLE ® MISCELLANEOUS MANHOLE POW ER POLE SANITARY SEWER MANHOLE SIGN ® SOIL BORING LOCATION. (BY OTHERS) Q STORM SEWER MANHOLE LO TELEPHONE PEDESTAL © UTILITY BOX Dd WATER VALVE ► STORM FLARED END SECTION X FENCE _____________ EXISTING CONTOURS SAN> EXISTING SANITARY SEWER EXISTING STORM SEWER W EXISTING WATER MAIN T OVERHEAD UTILITY E UNDERGROUND ELECTRIC LINE GAS UNDERGROUND GAS LINE UNDERGROUND FIBER OPTIC LINE ------------- EASEMENT LINE CURB LINE PROPOSED PROPERTY LINE —XXXX— CONTOUR ELEVATIONS — X — TEMPORARY CONSTRUCTION FENCE (SEE SWPPP DETAIL SHEETS) —LOD— LIMIT OF DISTURBED AREA KEY NOTES VTC VEHICLE TRACKING CONTROL —SF — SF SEDIMENTATION/SILT FENCE WITH WIRE SUPPORT ® CWA CONCRETE WASHOUT AREA ® TS TEMPORARY STORAGE AREA O SSA STABILIZED STAGING AREA PROJECT INFORMATION THE PROPOSED PROJECT WILL CONSTRUCT A VEHICLE SERVICE STATION CONSISTING OF A 1.668 S.F. BUILDING AND ASSOCIATED PARKING ARE0. ACREAGE OF SITE IS 0,640 4 ACRES. DISTURBED ACREAGE OF SITE (INCLUDING OFF -SITE WORK) IS Q.60 ACRES. ANTICIPATED CONSTRUCTION START DATE IS SPRING 2025 AND COMPLETION DATE IS FALL 2025. VALVOUNE'S CONTRACTOR TO TAKE APPROPRIATE MEASURES TO KEEP SEDIMENT FROM ESCAPING SITE AND ALL ACCUMULATED SEDIMENT SHALL BE CLEANED OUT AND REMOVED FROM SITE. SEQUENCE OF CONSTRUCTION PHASE I 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA 1 CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL ALL PERIMETER SEDIMENT MEASURES. 5. INSTALL ALL TEMPORARY EROSION & SEDIMENT CONTROLS AS NEEDED. PXASE II 6. BEGIN DEMOLISHING SITE. 7. BEGIN GRADING THE SITE. & START CONSTRUCTION O BUILDING PAD AND STRUCTURES. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES. UNDERDRNNS. STORM SEWERS. 11. INSTALL INIET/FLUME PROTECTION DEVICES 12. PREPARE SITE FOR PAVING. 11 PAVE SITE. I4. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND RANTING, SODDING, AND PERMANENT MATING BLANKET. 15. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE 5 STABILIZED. E S M M YSFiCl FITrti'SY COPYRIGHT NOTICE This drawing is the property of the above referenced Professional and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. 108/30/2024 PUD AMENDMENT I PROFEMNALSEAL I harems certify e t�reids an, oeci- dceUmY direct supernsloq and t tel amna dory Licensed Professi—I Engineer underVr the laws of Ne SWte of Minnesot PmX Na yAl PROFESNONAL LICENSE NO: 42586 PROFESSID ALIN CHARGE JEFFREY AIAN PBBITTS PROJECT MANAGER NET DUAL RY CONTROL DUN DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN 24 HR EMERGENCY CONTACT: PRWECTNUMBER 763401-01 JIM DOUTHIT-(210) 859-3957 SHEET NAME EROSION GRAPHIC SCALE CONTROL SHEETN ( IN FEET ) 1 inch = 20 IL C-5.1 • —A Idi� L' I b CESO Y luoul- s cal —al. — —clsae COPY HTNOTICE This drawing is the property of the come referenced Professional and is t" L. to be used for any purpose other not than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. 34 A It! Ilk. u 2 X S 7, C-11 "I I I M— DATE ISSUE 08/30/2024 PUD AMENDMENT 0 Na 'R 1n, r. role Commercial Gravel T.0.: Inlet Protection Residential Building Standard Plate Library Grate Inlet Cover Erosion Control Construction Entrance Standard Plate Library Standard Plate Library City of Monticello Date; Plate No. City of Monticello City of Monticelk) D"l 03-05 06-14 Dait.� 03-07 Plate N RW—d: 6002 6005 03-15 03-15 C P"', Nj606 PROFESSIONALSEAL Idirect - "don' or re,=Tp2,' k . on . .. r."dr Licensed bnal 4',ir..r-mhd-.r 1t I of Na tate fM t a a "l PnM Na Sign Date: egis ion No. PROFESSIONAL LICENSE NO: 42586 PROFESSIO ALIN CHARGE JEFFREY ALAN TIBBITTS PROJECT MANAGER NET QUALITYCONTROL DJF1 DRAWN BY LRK PROJECT NAME is VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJECTN MINER 763401-01 SHEET NAME EROSION CONTROL nFTAII R SHEET# C-5.2 ;NI r , � r D Z p _ � __________1'____o -_---- __________ ___ D --`t r rr <NVS <NVS '-S <NVS <NVS <NVS <NV 3<NVS -- A <NVS <NVS <NVS <NVS 71<NVS <NVS <NtlS <NVS W— W—��m—W— W—W W WT W W—W W W�W W--rN-r`W l U62 z U21 U60 LBO z ACCESS ROAD N N L5, (,56 0 __ ____________________________ __ ___ __ _________ U60 U9 1 ~ k,�RIM 959.38 INV IN. 946.02 (6" SAN) INV OUT. 946.02 (6" SAN) 1 I LOT 3 I 1 Iml PROPOSED I '^ BUILDING 1 I1�1 CI �I )I I __ ____J_ _________________________ ______________________ � 0 W FO FO o FO U18 Fo 3 3 W— VV WFo— W- o a m W W- 51!<NVS - -S��VS<" �N6 <NV`S U27 U60 U70 `kyls 3 U37 r ' LOT 2 U38 6" CO LOT 1 RIM 959.74 US r (INV 951.23 (6- SAN) INV OUT. 951.23 (6" SAN) �n� i 1" TYPE-K U13 CAPPER 11 r � do tig U1 55.5 LF 6" PVC a SAN 0 9.SOR a?6 U48 I� U50 D U2 NV. 56.U46111111117 / 50 U11 VIOC U26 cCa o MONTICELLO, MN U22 A = t1,462 SF U53 U55 m FFE = 961.00' e PIT LEVEL I = 95 .13c ■ m U66 i■ m II - U63 cWlS f < = 1MY MMME U63 _______________________________ _______ 6' BUILDING & PARKINGL___Fo Fo SETBACK FO FP Fo m FO FO FO �r N W W WW W Wl�j--W W—oZW W—WT W} CHELSEA RD W z c — ! — m �<JBS <NAS <N � <NVC < HC <NHC —.— <nlHc �n wlAon,a, on i I Z use ua7 I� I� -E E E E E— E E E E E E E E E E E E E E E y g - FORTY-EIGHT (48) HOURS BEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFY THE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 80(1 252-1166 AND ALL OTHER e� S AGENCIES WHICH MIGHT HAVE UNDERGROUND UTILITIES INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE GENERAL UTILITY NOTES: 1. CONTRACTOR IS TO VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION AND ENSURE NO CONFLICTS EXIST WITH PROPOSED IMPROVEMENTS. NOTIFY ENGINEER IMMEDIATELY IF UTILITIES ARE LOCATED DIFFERENTLY THAN SHOWN. THE CONTRACTOR SHALL COORDINATE WITH EACH RESPECTIVE UTILITY COMPANY IN ORDER TO RELOCATE IF NEEDED IN CONFORMANCE WITH THEIR GUIDELINES. 2. CONTRACTOR SHALL NOTIFY AND COORDINATE WITH THE APPROPRIATE UTILITY COMPANY PRIOR TO THE REMOVAL OF INDICATED UTILITIES ON SITE SEE DEMOLITION PLAN). CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY PERMITS REQUIRED FOR DEMOLITION AND HAUL OFF FROM THE APPROPRIATE AUTHORITIES. 3. AUTHORIZATION MUST BE OBTAINED FROM THE CITY OF MONTICELLO TO CONSTRUCT, ALTER OR MODIFY A WATER OR SEWER LINE. CONSTRUCTION OF WATER AND SEWER INFRASTRUCTURE WILL BE AUTHORIZED BY THE WATER SYSTEM UPON: - APPROVAL OF SUBMITTED PLANS. - NOTIFICATION OF THE WATER SYSTEM AT LEAST 24 HOURS PRIOR TO STARTING CONSTRUCTION. 4. AT THE COMPLETION OF THE WATER AND/OR SEWER CONSTRUCTION AND PRIOR TO RECORDING THE FINAL PLAT, THE CONTRACTOR WILL FURNISH THE WATER SYSTEM INSPECTOR RECORD DRAWINGS OF THE PROJECT. 5. BUILDING CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH THE GAS COMPANY FOR THE CONSTRUCTION OF THE GAS LINE BETWEEN METER AND MAIN. 6. BUILDING CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH THE POWER COMPANY FOR THE CONSTRUCTION OF ELECTRICAL CONDUIT TO PROVIDE SERVICE TO THE TRANSFORMER. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING, PRIOR TO CONSTRUCTION, ALL EXISTING LOCATIONS AND INVERT ELEVATIONS OF SANITARY SEWERS, STORM DRAINAGE, AND WATER MAINS. IF ANY INVERT ELEVATION VARIES MORE THAN 0.1 FT. FROM RECORD ELEVATIONS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY. WORK SHALL NOT PROCEED UNTIL THE CONTRACTOR IS NOTIFIED BY THE ENGINEER. 8. CONNECT TO EXISTING UTILITIES AND INSTALL UTILITIES IN COMPLIANCE WITH REQUIREMENTS OF APPROPRIATE JURISDICTIONAL AGENCIES. 9. COORDINATE WITH BUILDING PLANS TO ASSURE ACCURACY OF UTILITY CONNECTIONS AND COMPLIANCE WITH LOCAL CODES. 10. ALL SEWERS TO BE MAINTAINED THROUGHOUT CONSTRUCTION, INCLUDING CLEANING OF ANY SILT OR DEBRIS ACCUMULATED IN STRUCTURES. 11. ALL SURPLUS EXCAVATED MATERIAL FROM THE TRENCH SHALL BE DISPOSED OFF THE SITE BY CONTRACTOR. 12. COORDINATE EXACT TRENCHING, ROUTING, AND POINT OF TERMINATION WITH ALL UTILITY COMPANIES. 13. ALL WATER LINES SHALL HAVE AT LEAST FOUR AND ONE HALF (4.5) FEET ABOVE GROUND COVER FROM THE TOP OF THE PIPE TO THE FINISHED GROUND SURFACE. 14. ALL WATER LINES 2" OR SMALLER SHALL BE TYPE K-COPPER. 15. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING UTILITY LOCATES. UTILITY KEY NOTES OO U1 SANITARY SEWER (SEE NOTE FOR TYPE, SIZE AND SLOPE) U2 SANITARY SEWER POINT OF ENTRY (PER MEP PLANS) U3 SANITARY SEWER POINT OF CONNECTION U5 SANITARY SEWER CLEAN -OUT U9 CONNECT TO EXISTING STUB -OUT. (CONTRACTOR TO FIELD VERIFY LOCATION AND ELEVATION) U,1 OIL -WATER SEPARATOR (PER MEP/ARCH. PLANS) U13 DOMESTIC WATER LINE (SEE NOTE FOR TYPE AND SIZE) U18 EXISTING FIRE HYDRANT U21 WATER VALVE (SEE NOTE FOR SIZE). U22 BACKFLOW PREVENTER. U26 WATER LINE POINT OF ENTRY U27 WATER LINE POINT OF CONNECTION U37 MAINTAIN MIN. ,8" VERTICAL SEPARATION U38 MAINTAIN MIN. 10" HORIZONTAL SEPARATION U39 LIGHT POLE LOCATIONS (SEE LIGHTING PLAN FOR DETAILS) U46 ELECTRIC SERVICE POINT OF ENTRY (PER MEP PLANS) U47 ELECTRIC SERVICE POINT OF CONNECTION U48 UNDERGROUND TELEPHONE SERVICE (INSTALL TWO 2" CONDUITS) U50 TELEPHONE SERVICE POINT OF ENTRY (PER MEP PLANS) U51 TELEPHONE SERVICE POINT OF CONNECTION. CONTRACTOR TO BRING UTILITY WITHIN 5' OF PROPERTY. U52 GAS SERVICE LINE. CONTRACTOR SHALL COORDINATE WITH GAS COMPANY FOR THE INSTALLATION OF THE GAS SERVICE LINE. U53 GAS METER U55 GAS LINE POINT OF ENTRY (PER MEP PLANS) U56 GAS LINE POINT OF CONNECTION. DEVELOPER TO BRING UTILITY WITHIN 5' OF PROPERTY. U60 CONTRACTOR TO VERIFY EXISTING UTILITY LOCATIONS PRIOR TO CONSTRUCTION. U62 LIMITS OF FULL DEPTH SAWCUT AND PAVEMENT REMOVAL. U63 ADJUST MANHOLE RIM TO MATCH FINISH GRADE. U66 ELECTRIC SERVICE LINE. CONTRACTOR SHALL COORDINATE WITH ELECTRIC COMPANY PRIOR TO ANY EXCAVATION OR INSTALLATION OF CONDUITS. NO OTHER UTILITIES ALLOWED IN ELECTRIC DITCH. CONTRACTOR SHALL INSTALL TWO (2) - 4" SECONDARY CONDUITS FROM THE TRANSFORMER TO THE BUILDING. (SEE MEP PLANS). U70 WATER LINE REDUCER 6"xl" EXISTING LEGEND: O STOP LIGHT ® ® CATCH BASIN © ELECTRICAL BOX (E)ELECTRICAL MANHOLE © FIBER OPTIC BOX E S GUY WIRE Y Y_sFia NzaaY I O HAND HOLE Y HYDRANT a. 0 LIGHT POLE ® MISCELLANEOUS MANHOLE COPYAIOHTNOTICE POWER POLE This drawing is the property of the SANITARY SEWER MANHOLE above referenced Professional and is SIGN not to be used for any purpose other than the specific project and site ® SOIL BORING LOCATION. (BY OTHERS) names herein, and cannot be Q STORM SEWER MANHOLE reproduced in any manner without the DO TELEPHONE PEDESTAL express written permission from the © UTILITY BOX Professional. IN N WATER VALVE ► STORM FLARED END SECTION X FENCE _____________ EXISTING CONTOURS SAN> EXISTING SANITARY SEWER EXISTING STORM SEWER W EXISTING WATER MAIN T OVERHEAD UTILITY E UNDERGROUND ELECTRIC LINE - GAS UNDERGROUND GAS LINE UNDERGROUND FIBER OPTIC LINE ------------- EASEMENT LINE DATE ISSUE CURB LINE 08/30/2024 PUD AMENDMENT PROPOSED LEGEND: PROPERTY LINE PROPOSED CURB & GUTTER PROPOSED CURB G GAS LINES — T — TELEPHONE LINES SAN> SANITARY SEWER LINES — W — WATER LINES UE UNDERGROUND ELECTRIC LINES CLEAN OUT @ �p ® PROPOSED DRAINAGE STRUCTURES (SEE GRADING/DRAINAGE PLANS) a ® LIGHT POLES PROFESSONALSEAL GRAPHIC SCALE ( IN FEET) I Inch = 20 ft. B er under dr Print PROFESSIONAL LICENSE NO: 42586 PROFESSIONALINCKARGE JEFFREY AIAN RBBITFS PROJECT MANAGER NET OUALOYCONTROL DJH DRAWN BY LRK PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJECTNUMISS 76WI-01 SHEEF NAME UTILITY PLAN SHEEf0 C-6.0 ass ACCESS ROAD D.D ---------------- a____________________ ________________ ___________________- 1 b.l 3 b. 2 -,r 7.1' RSX1 LED D4 40Y R4 MH: 22.5 �0Irr .2 �b'4 .9 .2b.6 I�.6 1.0 �.5 1.] 2.1 2.6 2.6 2 i.] 1.5 i.lLOT 23 1.9 1.3 1.2 T).9LOT 3 b.4 1.1 1.3 1.3 1.3 1.3 1.2 1.0 0.8.3.1.q *b. 0.9 1.0 1.0 b.9 0.7 .3 .0 i.) i.i i. .2 i.o b.7 1.3 PROPOSED BUILDING a. .9 1.3 1.7 1.0 .6 1.2 b.7 J.3 O • 1.2 2.] 3 3 1.9 1.1' 1. K■,1.8 �i.8 3� 8 2.] 1.6.7 @) 1XWl J.0 Ir TFTM VDG MH: 13 0 MH: 13 MONTICELLO, MNH.1 3.8 2.5IA = 21462 SF XWl TFTM FFE - 961.00' S.s : 13 1'2PIT LEVEL FE = 952.13" 3.e 2.5 .8 DSXWl Tex DSXW1 TFTM .s 5.2aa.611. .5 3.8 3.9 2.6 1.4 1Y� 1.3 1.8 1.] 2.2 3.9 2.5 1.8 1.8 1.3 2.3 b.5 b.8 b.9 b.8 1.1 1.3 1.0 D b.7 b.6________________________________________________________________________1.21 +6' BUILDING & PARKING�SETBACKCHELSEA RD W -o -- o ------------------------- Calculation SummaryLabel CsIaType Units Avg MaxMin AvglMin Max/MinPavement Area Illuminance Fe 1.82 6.4 0.1 18.2064.00Honz Spill@ Prop Line Illuminance Fc 0.35 1.2 0.0 N.A. N.A.SidewalkArea Illuminance Fc 4.72 9.8 1.5 3.156.53 Luminalre Schedule Symbol City Label Arrangement Description LLF Luminalre Luminalre Mounting LumensWattsHeight DSXW1 TFTM Single DSXW1 LED 20C 1000 40K TFTM5 1.000 7711 73.2 10.5,13 MVOLT 1 RSXI LED P440K R4 Single RSXI LED P440K R4 1.DO0 16573 133.14 22.5 FORTY-EIGHT (48) HOURS BEFORE DIGGING IS TO COMMENCE, THE CONTRACTORS SHALL NOTIFYTHE FOLLOWING AGENCIES: MINNESOTA UTILITIES PROTECTION SERVICE AT 811 OR 800-252-1166 AND ALL OTHER AGENCIES WHICH MIGHT UNDERGROUND UTILTIES��INVOLVING THIS PROJECT AND ARE NONMEMBERS OF STATE UTILITIES PROTECTION SERVICE REFER TO LUMINAIRE SCHEDULE ON THIS SHEET 4" SQ. AL.POLE- HEIGHT = 22.5' LITHONIA LIGHTING POLE SSS 22.5 4G DM19AS DDBXD: DARK BRONZE SH GRADE z.s' LIGHTPOLE FIXTURE DETAIL N.T.S. EXISTING LEGEND: O STOP LIGHT ® ® CATCH BASIN D ELECTRICAL BOX QE ELECTRICAL MANHOLE EI FIBER OPTIC BOX IN GUY WIRErS0 HAND HOLE GHYDRANT ti7 LIGHT POLEMISCELLANEOUS MM M_S[MIC) KzaaM MANHOLE a.POWER POLE'HONE: oa>_sseseaSANITARY COPYRIGHT NOTICE SEWER MANHOLE SIGN This drawing is the property of the SOIL BORING LOCATION. (BY OTHERS) OD STORM SEWER MANHOLE above referenced Professional and is nottobe used for any purpose other than the specificproject and site 0 TELEPHONE PEDESTAL names herein, and cannot be © UTILITY BOXreproduced N WATER VALVE 10- STORM FLARED END SECTION in any manner without the express written permission from the Professional. X FENCE _____________EXISTING CONTOURS SAW EXISTING SANITARY SEWER EXISTING STORM SEWER W EXISTING WATER MAIN T OVERHEAD UTILITY E UNDERGROUND ELECTRIC LINE GAS UNDERGROUND GAS LINE UNDERGROUND FIBER OPTIC LINE ------ EASEMENT LINE CURB LINEMTE ISSUE SITE LIGHTING CRITERIA 08/30/2024 PUD AMENDMENT PARKING LOT: 1-2 FOTOCANDLES FOR ALL PARKING SPACES PROPOSED LEGEND: PROPERTY LINE PROPOSED CURB & GUTTER PROPOSED CURB LIGHT POLES RSXI LED D-Series Size 1Area Luminaire LED Wall Luminalre UA p.�y- PROFESSXINALSEAL 6AA I1 tloduetionspectflc.tIons Ntrodue8onrakesbl'e+ex4cir,Rc�r"icr.t ar,a•,y aavinga. or[p Lunn-i,. Hack How(:39W, E2OWC) T•,a D.Seres'bsaII rna ,. M a q'V... n/y JShstdk"--I Therebyr dNy that t.h an, oeeispxiFications altdPLhlayu. TFe FSxl ae �.2,s r u 7(a to 1.,OCJ - w,yw,:"1- .1.:stil-t-%afuresa AI-obry dwip.dire suPerui one nd t telama.]I•TNz,E[ Lts1110-:':Nr' 4`4OUNY 111) ,� E10wC ,_L+a 'yenyneeadap.A& sing t•IRLicensed PrefessbnalEngineer under w.-. - awsofNeStateof_3 o)dPkLy::NS:Jc0 t-"rlur,iv^t•,at alwaty amif[r. wb.-an1W p '... M" •.•,e aWcofne eptinfe.tal[iead pwf-. Prntc.I-i^ paucrr. F s'•c r4v1: 3•lia 1:,, tsokfion la-4en aTni=N-11,e f vn¢. A•. z ® 'NP,e•u:;,:d:-f:[wrYn Y:, d:a.r 20y:-�Nvl Sign o'+1}R: - cic4%i 1f11 W mo i g,ac t%.a cr:.': +-ly MOate:egisionocc-parmlc_A�Jrsi'[sM. .,R-l.r.r:[v VAII1 .-4.16%SPAmo..o. 720 x114a .�1 sR s:-zlic .. • -.> vr�.ySIMr'9 aokabn f.t pladu�asMtMt Mr. eA Wic-4i -natr_. PROFESSIONAL LICENSE NO: y-sar:--Ka _.42586EJUM/L[t DSIIWI LkU iDC 100M a0K T3M MV(LT DOKT)M)W4reW 1f)YiMpSiwlpgnN,y'S JEFPROFREYALAN CHARGE h, T"-,w,na a.vktr[_wlJEFFREY AIAN OBBITfS PROJECT MANAGER NET FJfAMPLE: RSX1 L1SD P440K RB kIVOLT SPA DDtilm OUALITYCONTROL ••I,i, a,,, n •+ela,:allnr Rr' DJH ISM)q DRAWN UY LRK W( 'nn4PROJECT NAME rr1^r !q [1fe NW later L<aHrru,r !KiKrq:,1•' i,N7,[ fN ., n,r qM IM�:N:,V' M :fWb,N Y:• •,. C0 U.0........ VALVOLINE INSTANT OIL CHANGE wu[u ;nc+•MONTICELLO, MN .11i` I,ArN4YM' S,i,NM'rf[Y.im�Idlc.,wM N [r Naa•,a 'PROJECT NUMBER763401-01 SHEET NAME PHOTOMETRIC GRAPHIC SCALE PLAN BNEET.IN p1 nch FEE Oft. C-U.O b.9 9. 2.9 2.0 1.0 2.3 3.2 9.6 9.8 3. 2.9 1.8 SEr TOP OF FOOTBALL 2" ABOVE FINISH GRADE REMOVE ROPES/STRAPS AT TOP OF ROOTBALL. PEEL BACK WIRE BASKET AND BURLAP FROM TOP 1/3 OF HALL REMOVE EXCESS SOIL FROM TOP OF ROOT COLLAR (IF PRESENT) MULCH, 3" MIN. DEPTH, 1/2"AT TRUNK FINISH GRADE III III -III II III CREATE SOIL SAUCER W BACKFILL I- l 11 yI/ CIE=III-n r�^' iglgll..l nlm PLANTING SOIL MIX (SEE PLANTING NOTES) NOTE: ALL PUNT MATERIAL SHALL BE SUFFICIENTLY WATERED TO WET THE ENTIRE ROOT HALL 2 TO 4 HOURS PRIOR TO PUNTING. II 1� ROOTBALL DETAIL SCALE: TITS SET TOP OF FOOTBALL 2" ABOVE FINISHED GRADE MULCH - 1/2" DEEP AT STEM, 3" DEEP BETWEEN PLANTS. CREATE SOIL SAUCER W/ TOPSOIL MINIMUM DEPTH OF 12" PUNTING SOIL FOR PERENNAL BED. EXCAVATE ENRRE BED SPECIFIED FOR PERENNIAL BED. AMEND SOIL FILL BED AREA EVENLY WITH QUANTMES OF PLANTS NOTED ON PUN FINISHED GRADE (SEE GRADING PLAN) --� `-PREPARED PLANTING SOIL AS SPECIFIED. - - - NOTE: WHEN PERENNIALS AND SHRUBS ARE USED IN MASSES, ENTIRE BED IS TO BE EXCAVATED TO RECENE PLANING SOIL AND PUNT MATERIAL OSHRUB & GROUNDCOVER PLANTING SCALE: NITS SOIL & ROOT LAYER TO BE LEVEL WITH TOP OF PAVEMENT 6" OF EASING SOIL THOROUGHLY MIXED W/ 4" DEPTH OF TOPSOIL ROLL SOD & WATER THOROUGHLY 1/2" EDGER TO BE SMOOTH CLEAN & PARALLEL TO PAVEMENT M AS SPECIE] PAVEMENI'a, INDISNRBED SUBGRADE 3 SOD EDGE DETAIL SCALE: TITS b BIODEGRADABLE STRAPS (3) AT PLAN a 120' APART. ATTACH IN A BRANCH CROTCH APPROX. 1/3 THE HEIGHT OF THE MAIN STEM, OR AT FIRST AVAILABLE BRANCH CROTCH ABOVE THAT POINT SET PLANT WITH 1/8 HEIGHT OF ROOTBALL ABOVE EXISTING GRADE MULCH, 3" MIN. CREATE SOIL SAUCER W/ TOPSOIL STAKES 2"X2" WOODEN STAKES OR METAL ANCHORS. CUT STAKES LONG ENOUGH FOR SECURE GRIP IN SUBGRADE. ANGLE STAKES 20-3TOFF VERTICAL. USE 3 STAKES PLACED EQUAL DISTANCE APART. 4 STAKES MAY BE NECESSARY FOR TREES GREATER THAN 4" CAJPER. FINISHED GRADE L �L' _u R00TBA(BEE FOOTBALL il II IIIIJ�~ ]I PR DETAIL) PLANTING SOIL MIX UNDISTURBED SUBGRADE. NOTE: STRAPS, WIDE, SOFT, BIODEGRADABLE MATERIAL MANUFACTURED FOR THE PURPOSE OF TREE ANCHORING. DO NOT USE HOSE AND WIRE. w 1� DECIDUOUS TREE STAKING SCALE: NTS LANDSCAPE CODE DATA LANDSCAPE PLAN PER TME'OVERALL TREE PLANTING PLANPREPARED BY 'INSIDE OUTSIDE ARCHITECTURE, INC.'; PERMIT SET 04-29-2024. SITE TREE5 A5 SHOWN PER APPROVED PLAN 34 BUILDING FOUNDATION 5HRU55 REQUIRED 34 SHRUBS A5 SHOWN PLANT MATERIALS LIST QTY. PLANT NAME MINIMUM INSTALLED 51ZE SHADE TREES 2 SWAMP WHITE OAK - Quercus bicolor 2" -1. BIB 3 BOULEVARD LINDEN -Tdia americana 'Boulevard' 2" cal. 13/13 2 1 PRINCETON ELM - Ulmus americana 'Princeton' 2" cal. 13/13 ORNAMENTALTREES 6 SPRING SNOW CRABAPPLE - Malus x'5prmg Snow' 1-1/2" cal. 13/13 SHRUBS 5 GOLDEN MOP CYPRESS - Chamaecyparis pisdera 'Golden Mop' 9 ANNABELLE HYDRANGEA - Hydrangea arborescens 'Annabelle' # 3 Cont. 6 PRINCE OF WALES JUNIPER- Jumps— hor—tahs'Prince of Wales' # 3 Cont. 33 KALLAY5 COMPACT JUNIPER - Jum erns x itzeriana 'Kalla 's Compact' # 3 Cont. 8 6,W 5PIREA - 5 —a x bumalda 'Anthony Waterer' # 3 Cont. 6 NEON SPLASH 5PIREA - Spirea x bumalda'Neon Splash' # 3 Cont. LANDSCAPE REQUIREMENTS I . LAND5CAPIf PLANS ARE FOR THE LOCATION AND IDENTIFICATION OF PLANT MATERIAL ONLY. NO OTHER WORK IS TO BE PERFORMED BASED ON THESE PLANS. 2. QUANTITIES ON THE PLANT SCHEDULE ARE PROVIDED FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR HIS/HER OWN QUANTITY CALCULATIONS. IN THE EVENT OF A DISCREPANCY BETWEEN THE LANDSCAPE PLANS AND THE PLANT 5CHEDULE, THE LANDSCAPE PLAN WILL TAKE PRECEDENCE. THE CONTRACTOR SHALL INFORM THE VALVOLINE'5 PROJECT MANAGER IMMEDIATELY UPON DISCOVERING ANY QUANTITY DISCREPANCIES. 3. THE CONTRACTOR 5UB5TITUTION OF PUNT VARIETIES OR SPECIES WITH PRIOR WRITTEN APPROVAL FROM THE VALVOLINE'5 PROJECT MANAGER 15 PERMITTED. 4. CONTRACTOR SHALL TAKE 3 REPRESENTATIVE 50IL SAMPLES OF EACH PROPOSED PLANT BED AND SUBMIT COPIES OF THE RESULTS TO THE VALVOUNE'5 PROJECT MANAGER PRIOR TO BEGINNING WORK. 5. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE OF ALL PLANTING HOLES AND PLANT BEDS PRIOR TO INSTALLATION. G. STUMP5 LABELED FOR REMOVAL SHALL BE EXCAVATED, NOT GROUND. REMOVE ANY DEBRIS FROM THE HOLE FILL WITH TOP SOIL COMPACT AND RAKE SMOOTH PRIOR TO INSTALLING NEW PLANT MATERIAL. 7. TOPSOIL WILL NOT BE STOCKPILED FOR RE -USE IN LANDSCAPE WORK. CONTRACTOR SHALL IMPORT TOPSOIL AS REQUIRED TO COMPLETE LANDSCAPE WORK, ALL BEDS SHALL HAVE A G' DEPTH OF TOPSOIL. PROVIDE NEW TOPSOIL THAT 15 FERTILE, FRIABLE, NATURAL LOAM, SURFACE SOIL, REASONABLY FREE OF ROOTS, STUMPS AND LARGE STONES AND FREE OF BRU5H, WEEDS, LITTER, AND OTHER EXTRANEOUS OR TOXIC MATTER HARMFUL TO PLANT GROWTH. OBTAIN TOP501L FROM LOCAL SOURCES OR FROM AREA5 HAVING SIMILAR SOIL CHARACTERISTICS TO THAT FOUND AT PROJECT SITE. OBTAIN TOPSOIL ONLY FROM NATURALLY, WELL DRAINED SITES WHERE TOPSOIL OCCURS IN A DEPTH OF NOT LESS THAN 4 INCHES. DO NOT OBTAIN FROM BOGS OR MARSHES. PLANT MATERIAL SHALL BE PLACED AS SHOWN ON THELAND5CAPE PLANS. 8. PLANTING SOIL MIX FOR TREES, SHRUBS, AND PERENNIALS SHALL CONSIST OF THE FOLLOWING: 80% TOPSOIL 20% PREPARED ADDITIVES (BY VOLUME AS FOLLOWS): - 3 PARTS - ORGANIC 501L CONDITIONER (NATURES HELPER OR EQUAL) I PART - STERILIZED COW MANURE (OR EQUAL) - COMMERCIALLY AVAILABLE STARTER FERTILIZER Q RATES SPECIFIED BY MANUFACTURER LIME (AS RECOMMENDED IN SOIL ANALYSIS) 9. QUALITY OF PLANT MATERIAL: ALL PLANTS SHALL CONFORM TO THE CURRENT VERSION OF THE AMERICAN STANDARD FOR NURSERY STOCK (ANSI ZGO. 1). PLANT MATERIAL SHALL BE FREE OF DI5EA5E AND/OR INSECTS, AND SHALL HAVE A HEALTHY ROOT SYSTEM WITH NO CIRCLING OR KINKED ROOTS. CONTAINER PLANTS SHALL NOT BE ROOT BOUND. TREES SHALL HAVE STRAIGHT TRUNKS, DENSE CANOPIES AND STRONG BRANCHING WITH GOOD CROTCH ANGLES. ALL PLANT MATERIAL SHALL BE SUFFICIENTLY WATERED TO WET THE ENTIRE ROOT BALL WITHIN TWO HOURS OF PLANTING. 10. INSPECTION AND APPROVAL OF PLANT MATERIAL : ALL PLANT MATERIAL SHALL BE INSPECTED AND APPROVED BY THE VALVOLINE'5 PROJECT MANAGER UPON DELIVERY TO THE SITE, PRIOR TO INSTALLATION. CONTRACTOR SHALL GIVE VALVOLINE'S PROJECT MANAGER AT LEAST LEAST ONE WEEK NOTICE PRIOR TO PLANT DELIVERY. I I . MULCH ALL PLANT BED5 AND TREE RINGS WITH FRESH, HARWOOD MULCH TO A MINIMUM DEPTH OF THREE 13) INCHES. DO NOT PILE MULCH AROUND THE BASE OF PLANTS OR TREE TRUNKS. ALL MULCH EDGES SHALL BE NEATLY TUCKED. ALL STRING AND/OR BAILING WIRE SHALL BE REMOVED. PLACE WEED BARRIER IN ALL SHRUB BEDS: 5 OZ. WOVEN, NEEDLE -PUNCHED, POLYPROPYLENE FABRIC, OVERLAPPING THE SEAMS 12. CONTRACTOR SHALL REMOVE ALL PLANT TAGS AFTER APPROVAL OF PLANT INSTALLATION BY VALVOLINE'S PROJECT MANAGER. MULCH ALL PLANT BED5 AND TREE RINGS WITH FRESH, CLEAN HARDWOOD MULCH TO A MINIMUM DEPTH OF THREE (3) INCHES. DO NOT PILE MULCH AROUND THE BASE OF PLANTS OR TREE TRUNKS. ALL MULCH EDGES SHALL BE NEATLY TUCKED. ALL STRING AND/OR BAILING WIRE SHALL BE REMOVED. 13, 50D INSTALLATION: ALL LAWN AREAS WITH PROJECT LIMITS SHALL BE SODDED. REMOVE EXISTING VEGETATION WITHIN THE APPROVED BEDUNE. IF THE EXISTING SOIL 15 COMPACTED OR OTHERWISE UNSUITABLE FOR PLANTING, REMOVE THE TOP 4 INCHES OF SOIL. TILL 5UBGRADE TO A MINIMUM DEPTH OF G INCHES. REMOVE LARGE STONES, STICKS, ROOTS, RUBBISH, AND OTHER EXTRANEOUS MATERIAL. SPREAD 2 INCHES OF TOPSOIL OVER THE PREPARED BED AND TILL INTO THE TOP 4 INCHES OF LOOSENED 5U5GKADE. SPREAD THE REMAINING 2 INCHES OF TOPSOIL, RAKE SMOOTH AND ROLL COMPACT. BEDS SHALL BE FINISHED WITH A SLIGHT CROWN AT THE CENTER TO ALLOW WATER TO SHEET FLOW TO THE SIDES. WATER THE BED IMMEDIATELY BEFORE LAYING THE 50D 50 THAT THE TOP INCH OF SOIL 15 MOIST. ALLOW WATER TO PERCOLATE SO THERE 15 NO STANDING WATER. LIMIT PREPARATION TO AREAS THAT WILL BE SODDED THAT SAME DAY. 14. MAINTENANCE: CONTRACTOR SHALL MAINTAIN ALL PLANT MATERIAL FROM THE TIME IT IS INSTALLED UNTIL FINAL ACCEPTANCE OR WHEN THE OWNER TAKES OVER MAINTENANCE, WHICHEVER OCCURS FIRST. MAINTENANCE SHALL INCLUDE, BUT NOT BE LIMITED TO, MOWING, EDGING, WEEDING, WATERING, PRUNING, FERTILIZING, ETC. 15. WARRANTY: CONTRACTOR SHALL PROVIDE A TWO-YEAR WARRANTY ON ALL PLANT MATERIAL AND LABOR. WARRANTY PERIOD SHALL BEGIN UPON FINAL COMPLETION OR WHEN THE OWNER TAKE5 OVER MAINTENANCE, WHICHEVER OCCURS FIRST. THE CONTRACTOR SHALL MAKE PERIODIC INSPECTIONS OF THE PROJECT DURING THE WARRANTY PERIOD TO ENSURE THAT THE ESTABLISHMENT RATE OF GROWTH 15 ADEQUATE. ANY METHODS OR PRODUCTS DEEMED NOT NORMAL OR DETRIMENTAL TO GOOD PLANT GROWTH SHALL BE REPORTED TO IN WRITING TO VALVOINE'S PROJECT MANAGER. FAILURE TO INSPECT AND REPORT WILL BE INTERPRETED AS APPROVAL, AND THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL REPLACEMENTS. I G. MAINTENANCE OF LANDSCAPED AREA5. ALL LANDSCAPED AREAS SHALL BE MAINTAINED BY THE OWNER OF THE PROPERTY. ALL SUCH AREAS SHALL BE KEPT FREE OF DEBRIS AND LITTER AT ALL TIME5. DAMAGE TO 10% OR MORE OF THE PLANT MATERIAL FOR ANY REASON, INCLUDING DISEASE, SHALL REQUIRE REPLACEMENT OF ALL SUCH DAMAGED PLANT MATERIALS. 17. TO ENSURE THAT ALL LANDSCAPED AREAS ARE PROPERLY MAINTAINED, THE OWNER OF THE PROPERTY SHALL PROVIDE THE TOWN PRIOR TO THE RECEIPT OF AN OCCUPANCY PERMIT, A LETTER OF CREDIT, BOND OR PENN5YLVANIA APPROVED CORPORATE 5URETY OR APPROVED SECURITY IN THE AMOUNT OF 10% OF THE C05T OF THE PLANT MATERIALS WITHIN THE LANDSCAPED AREAS. 3 <NVS <NVS <NVS < eS NVs <NVS M M M a 1 (U BOUL VARD LINDEN — —---------- -- —---------- rt---- r SOD ------- \ �--- / --- ----------- ------ 3 I ¢ 3I \ wls I I \ 1 I r--- I I I I I I I I I I I I I L---1 / lJ 1 95,91 <NVS <NVS <NVS <NVS <NV <NIVS — z M—M M M—M MtF�' M I 3 r-00 BOULEVARD LINDEN 3 0 3\ v r F / (1) PRINCETO ELM ( I ) PRINCETON ELM I M (I) GOLDEN MOP CYPRESS }} (3) ANNABELLE HYDRANGEA I A (9) KALLAY5 COMPACT JUNIPER VIOC SOD MONTI ELLO, MN I N ' A = 31,668 SF I FFE = 961.00' PIT LEVEL FIE = 952.13' (3) ANNABELLE HYDRANGEA (I) GOLDEN MOP CYPRESS U SOD (G) NEON 5FtNSH ® 5PIREA (3) PRINCE OF WALES 501) JUNIPER m N (3) PRINCE OF WALES JUNIPER (3) ANNABELLE HYDRANGEA -.: (10SWAMP WHITE OAK I (1) SWAMP WHITE OAK (3) GOLDEN MOP CYPRESS r(2) AW 5PIREA (G) SPRING SNOW CRABAPPLE " r(24) KALLAT5 COMPACT JUNIPER (ZAW SPEA� I R ------------ — W — W — W W + W I DENOTES 3" DEPTH OF RIVER ROCK MULCH 13ED;1 .5" DIAMETER GRANITE RIVER ROCK ON FILTER FABRIC. I v � / T iT--- I I I I I I I L --J 1 1 7(1) ------- —�`------- -------------LEVARD LINDEN W— W— W--7 W W W W— W— W— W IA - SITE LANDSCAPE PLAN SCALE: 1" = 16' 16 0 16 32 GRAPHIC SCALE (IN FEET) LANDSCAPE DESIGN: /1� YELLOW SPRINGS DESIGN ��PO Box 472205 PARK MEADOWS DR. YELLOW SPRINGS, OHIO 45381 (0)937.76-199 (M)937.654.8199 yellow,ngsaesignQbiz h-com k4 CESO fI1N M s1Esl Ms -sr COPYRIGHT NOTICE This drawing is the property of the above referenced Professional and is not to be used for any purpose other than the specific project and site names herein, and cannot be reproduced in any manner without the express written permission from the Professional. PROFESSIONAL SEAL PROFESSIONAL LICENSE NO: 42586 PROFESSIONAL IN CHARS JEFFREY AIAN TIBBDTS PROJECT MANAGER NEr WAUTY CONTROL DJH DRAWN BY REB PROJECT NAME VALVOLINE INSTANT OIL CHANGE MONTICELLO, MN PROJECT NUMBER 763401-01 SHEET NAME SITE LANDSCAPE PLAN SHEET # L-1.0 CERTIFICATE OF SURVEY for- DIVISION 25, LLC A \ -of- PART OF LOTS 17, 18, & 19, AUD. SUB. NO. 1 R N°rthwest corner of [he ` --Northwest Quarter of Section 13, Township 121, Range 25 EXISTING PARCEL DESCRIPTION 3 z That part of Lots 17, 18 and 19, Auditors Subdivision No. One, lying West of Wright County Highway Right of Way Plat Number 14 and lying Southwesterly of the Southwesterly right of way " of Interstate Highway No. 94 being art of the Northeast Quarter of Section 13, Township 121, Range 25, Wright Count Minnesota. Which also lies northeaster) of the following described Im° o 9 Y 9 P P 9 9 Y, Y 9 line: ° 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 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 3 a g / 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. / (Abstract Property) NORTH .q5°.3 •qn.6 \ GRAPHIC SCALE 1 0 q . \ loo o so lo0 200 I VICINITY MAP SEC. 13, TWP. 12L RNG. 25 5� i 5� WRIGHT COUNTY, MINNESOTA (NOT TO SCALD ... '... 959.4. „ 9 s.e _ 1 INCH - 100 FEET N9 9sa .gsq.3 ..... M BENCHMARK A.. 958.... .-.... 6... \ INNESOTA DEPARTMENT OF TRANSPORTATION GSID STATION #85903 ........._! s.z;/ 957'..,..vs *°-� - gs9.o. ppy...Rw ELEVATION: 969.17 (NAVD 88) 9se 9 ..... r. r .::. r. ., .. sse .9@9" S88131 . q,e �+ - �--------- - \\- 2316,j sss z 9se z .gse.4 North lneof Lot IS,�O -9se.e .P� s 9ss SI \ s `-NO. ON R'S SUBDIVISION :. NO. ONE ress.e '�. :'� -9ses �d mot !ayrof Ng¢ \ .............:9s9.0 `'bgsq.o S3 ° "en hwa Y rS¢ 6 �. r Po \ sB'� °f0. -958...... _........ P. _.._........97e ° .......... se-•' > nr 95a.5 95..6 a 9 95/ 4 - ----_ 101.27 --- RrG 6., q 3. N55 48 11 W Nro \ 'h¢3 o°j+n-OprPi° \,9se.o> ea ofv ,, . J �sP"ena°as � ; i,; � , �'°'qc ...•�.::'.!. t e 9n.o .gsza .9 ..._.. 9s . gse.z � 12\ sss3 ..... �9sea 4ztoy ae,.oan°4 `' 9s9z 6a �rc`y, d�P w°"°lp Rtyh 94 \ \ z -7. .95e a v9s6 $ tOt n, i/Ze9. �cc�a 4 �n .. H\` v.. s .qn.4 ^ M 9sa.s '�. GENERAL NOTES >33. q35 9 9. q , p 2B>� M, o"h ° ..3 ,.. q5°3 �:qm oo>°""ems`- ,...,, q .p ^9sfgm °t O r etlHY `! i q<,.egy�>�e \c ^sss3 0 .....:� i'mm=zso:o.'n. ................ .95e.4 I 6 r:D : . . P i` h` gg545e3 t °or 1. Fee ownership is vested m Monticello Industrial Park, Inc., a Minnesota corporation. a \ 586........ . 9sa9 ° . q5 94 s -ea ",,d . ^�R 562g/i' 3�a8e 9sq.z ql a -959.a 959.4 Parcel ID Number: 155011000171. .._........ . ., .... .s.,.. qq 2. Per Wright County Tax Records, the surveyed property's address is unassigned. `` F-Oesc `yam-.a.t0 e.a 9h�ty 959qsq., q alp S n:<, f 959./ qsq. � 8' ' �gsAa I ` m 959 t :a�i3 - B ".c5rgr,� _ . 3. Bearings shown hereon are based on the Wright County Coordinate System. ' /" " A 95 .9s9e 9 9 ty Y � ° ` , z o� 4s. \ `s 9 '^ `s�-. � \¢ J' � { � .q6o s ''moo J' � 36.0.'..q q60° ...... y60........_......,(6 `e6.4:�... e°th e ing to 41. 4 Flood InsupanCeisRa[ehMap Commi un ty--Panel Number1270534 0015AB by [herFeide al EmergencyeManagemen� Agency, effective date""^�"°e�c �"� r„s �1. 3e3 �V9,s51' 96D'9 ioj,�"�'` qsq w " q qsq"' / 9a n��ate 9ryf°f Surveyed c r a °m August 4, 1988. .96°e o '•.-960'0 .9sea sa. '�' °hor"e!vhwa y / a" 6o.t d oZ e!se v° g6og9 s®a'...........9s9s es®q a �� gyOA asa.e nreo'r +ss9.o 5. Boundary area of the surveyed premises: i1,184,396 sq. f[. (t27.19 acres). ` ;' '�' ,'�,'� I�� '4r zq O� . t 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 property is currently zoned IBC. For additional information regarding zoning and setbacks, Contact the Development and Planning Department at the City of Monticello. B. No buildings were observed on the surveyed property at the time of the survey. 9. No parking stalls were observed on the surveyed property at the time of the survey. 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 OS 2023 or were taken from utility plans provided b the City of Moniticello. All underground P // YP P Y Y 9 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, lackin excavation the exact location of underground features cannot be accurate) completely, and reliably depicted. In addition Gopher State One Call locate 9 9 Y, P Y. Y P P and other similar utilitylocate requests from surveyors may be ignored or result in an incomplete response. Where additional or more detailed information is q Y Y P P required, the client is advised that excavation may be necessary. 9 Y 11. Subsurface and environmental conditions were not examined or considered during process the 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. 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 Insurance Company, Schedule B, Part II survey related items are shown hereon. DRAWN BY: KCM JOB NO: 231196PP I DATE: 1/05/2024 CHECK BY: KCM FIELD CREW: DT/CT 1 3126124 PER TITLE �Uy" 2 I hereby certify that this survey, plan 3 or report was prepared by me or under No. DATE DESCR-ON my direct supervision and that I am a duly Registered Land Surveyor under the laws of the /State of Minnesota. esr.,9n Professional Land Surveyors KevinC. ain www.egrud.Com 6776 Lake Drive NE, Suite 110 Date: 1/05/2024 License No. 58542 Lino Lakes, MN 55014 Tel. (651) 361-8200 Fax (651) 361-8701 of Hii . ... --a9s9.z _._........_.... „ q P 9 6 z'.®6e810 qe,. -a 1se tz so .6 ss9.4 ®se/9° �aa �t2 a"a ®qse°is q6o. >gsq.3 9se.4 9. 4118gJa�erT_tltl4H// ° ... gsq.4 Qx„mPaieg5, 2 °ma°ti .9s9.e g tlfNoaglO LEGEND 959, 95e.9 jaer . � E y q' h J 2 • DENOTES IRON MONUMENT FOUND AS LABELED c \ \ °a4' i sase� O DENOTES IRON MONUMENT SET, MARKED RLS# 58542 s �'•� "s..o"A 'F�BP ®959 .s .9s9.z' w Itiyt@ro ♦ A DENOTES FOUND PKNAIL DENOTES SET PKNAILa N" r "o.>s '\ fc' >d9 o m,-0y' wm -°aooro 'w,,:.., ^ O 9se.e W 9hf o"f9s6 ^ 9hfofgcoo°f'ys/Nss �o -0 DENOTES WRIGHT COUNTY SECTION MONUMENT DENOTES STOP LIGHT 'a v e ,,.,. , qm ' _ ti,rrry 'qy� _ q,s � s ..P' „� /�Y n a ge o, gzletlf a�°d4Hhz 9 .9s NA fg awtl r h w .6 a o y ❑ DENOTES CATCH BASIN....q�9se./ °aJs,J ooc9• e z yh, © DENOTES ELECTRICAL BOX se°s'O ,qu39sr.3 i DENOTES ELECTRICAL MANHOLE K - 9s4.T 2 DENOTES EXISTING SPOT ELEVATION - f ""*T "'�:ase':ggo 9 9533 s ^ El DENOTES FIBER OPTIC BOX ,. .. DENOTES EXISTING CONTOURS a ;`l�?:Y„Yq m 4gox°� ' miFpEYT«n^mod q L� DENOTES GUY WIRE o - o DENOTES RESTRICTED ACCESS, AS NOTED- ", / ss, es� ¢ fF 3s,4 q j m OF �\ 'w'asr ® DENOTES HAND HOLE DENOTES RESTRICTED ACCESS, AS NOTED ° \fl{ c��,g 99 i's� •95' la V DENOTES HYDRANT > DENOTES EXISTING SANITARY SEWER `-'' %� o "®5,y 6' \ e` 4 DENOTES LIGHT POLE » DENOTES EXISTING STORM SEWER - hr%w'�,9 7rt7 \c • s�'L s^'g"s°s R DENOTES MISCELLANEOUS MANHOLE DENOTES EXISTING WATER MAIN DENOTES POWER POLE arvu DENOTES OVERHEAD UTILITY \ OO DENOTES SANITARY SEWER MANHOLE E DENOTES UNDERGROUND ELECTRIC LINE s DENOTES SIGN cos DENOTES UNDERGROUND GAS LINE ® DENOTES SOIL BORING LOCATION. (BY OTHERS) BBFR DENOTES UNDERGROUND FIBER OPTIC LINE G 01 DENOTES STORM SEWER MANHOLE DE NOTES TELEPHONE PEDESTAL _ L r_-1 DENOTES BITUMINOUS SURFACE L=-J DENOTES CONCRETE SURFACE °ea 4L 19 DENOTES UTILITY BOX 1 34 N DENOTES WATER VALVE °.�,ax DENOTES ADJACENT PARCEL OWNER INFORMATION NBJ'p9 DENOTES FENCE (PER WRIGHT COUNTY TAX INFORMATION) -�I a° oas 9hf `�z f IY 'v"",bmehf Y y j s'4g' 305 iIn �5a E - Q Y c3tim z LL�IL O _ rc ci i U S:\RUD\CAD\23PR03\231196PP\PRELIMINARY\SIMPLE SUBDIVISION\231196PP-SIMPLESUB 231196PP CERTICATE.DWG WASH - PITCH TO DRAIN CONT. 8" BOND COURSE W/ (1) #5 BAR - GROUT SOLID 8" SPLIT FACE CMU WALL W/ HORIZ. JOINT REINF. @ 16" O.C. VERT. AND #6 BARS AT ENDS, CORNERS & 16"O.C. STWN. GROUT BLOCK SOLID AT REINF. SEE PLAN FOR LOCATIONS. oIn I �6" P PIPE BOLLARD -SEE DETAIL 6/A-10.1 6" CONC. SLAB W/ 6x6 W2.9xW2.9 W W F ON COMPACTED 6" CRUSHED STONE 1/2" EXPANSION JOINT W/ URETHANE SEALANT PROVIDE 3/4 DIAx 1 4 LG SMOOTH BAR W/o BURRS @ MID -DEPTH OF SLAB @ 12" g A-10.1 O.0 W/ PAINT AND OIL ON ONE END ONLY #6 DOWELS @ EA. VERT. REINFORCED CELL w N I I I 10'144 o"CMU - GROUT ALL CELLS SOLID CONT. _ w 3 ' BELOW GRADE T&B 24 #4 DOWEL; @ 24" O.C. ONC. FOOTING WITH (4) CONT#4 ' AT TOP AND BOTTOM #4 @ 12" O.C. TYP 1 SECTION @ TRASH ENCLOSURE A-10.1 Scale: 3/4" = 1'-0" 4 DUMPSTER ENCLOSURE REAR ELEVATION A-10.1 Scale: 1/2" = 1'-0" FOR REFERENCE ONLY DOME CONC. TOP 3"x1/8" STL. STRIP CLOSURE DOME CONIC. TOP PLATE. CORRUGATED DECK 5" STEEL GATE POST - SEE DETAIL NOT SHOWN. SEE 3/A10.1 2/A-10.1 HINGE SEE DETAIL - 2"x2"x3/16" TS FRAME 7/A-10.1 NOTE: UPPER MOST COLLAR MAY BE DELETED SO THAT HINGE - SEE DETAIL 3"x1/8" STL. STRIP CLOSURE GATE IS REMOVABLE IN 7/A-10.1 PLATE. CORRUGATED DECK FUTURE. VERIFY WITH OWNER. NOT SHOWN. SEE WAWA O NOTE: UPPER MOST COLLAR MAY BE 2"x2"x3/16" TS DELETED SO THAT GATE GATE SEE DETAIL IS REMOVABLE IN HORIZONTAL RAIL 2/A-10.1 FUTURE. VERIFY WITH ' OWNER. 5" 0 SCHEDULE 40 PIPE. SEE Di 6/A-10 FOR SIMILAR CONSTRUCTION 3/16"x2" STL FLAT BAR HINGE -SEE DETAIL ¢ BRACES WELDED TO FRAME 7/A-10.1 w DOME TOP OF 3"xl/8" STL. STRIP CLOSURE CONIC. FOOTING (1") PLATE. CORRUGATED DECK HINGE SEE DETAIL NOT SHOWN. SEE 3/A10.1 7/A-10.1 * ` TOP OF PAVEMENT p � ( I I I I I I 8" 3" CLR STL. POST & FOUNDATION (TYP.) L J I WASH O DRAIN) CE CMU (TYP.) I I I I I I I o a I I I I m o l I I I o o I STL. POST & FOUNDATION (TYP.) L J L 0 J_ FOOTING �5:) TYP. DUMPSTER ENCLOSURE SIDE ELEVATION A-10.1 Scale: 1/2" = 1'-0" 0 F 8 1 T-4" CMU WALL 4 8"1 6 REBARS AT EACH -10.11V END, EACH CORNER NOTE: & AT 16" O.C. GATES SHALL BE EQUIPPED WITH DROP (CANE) BOLTS, HEAVY DUTY HINGES AND " DIX PIPE BOLLARD - LATCHES (WITH PADLOCK) DRILL HOLES 2" DEEP IN CONC.I PAVING TO ALLOW DROP SEE DTL 6/A-10.1 BOLTS TO HOLD GATES INCLOSED POSITION AND AT AN OPEN POSITION OF 90", POSITION VERTICAL HOLD TO KEEP CANE BOLTS FROM DRAGGING CONIC. Q —SPLIT FACE CMU WALL 17'-4" 22 GA. GALV. B DECK 2'-0" 8'-O" 4'-0" 2'-0" 8'-3" 1" a. 1. � U w "GONG. SLAB W/ 6"x6"W2.9XW2SW W F RECYCLE BIN 'a O DUMPSTER ON COMPACTED 6" rn CRUSHEDSTONE STEEL GATES AND GATE POSTS PAINTED 5 HOMESTEAD BROWN'. 1/2" EXP. JOINT W/ SEE DETAIL2rA-10.1 -10.1 FOR NAL URETHANE SEALANT INFORMATION 5" CONC. FILLED GATE POST. SEE I/A-10.1 1 ATE TO SWING 160 1 I _ DEGREES TO PREVENT BOLTS FROM DRAGGING ON CONCRETE DUMPSTER ENCLOSURE FRONT ELEVATION A-10.1 Scale: 1/2" = 1'-0" CIVIL DI FOR PAD DIMENSIONS 1 DRILL HOLES IN CONC/ 101 101 PAVEMENT FOR CANE BOLTS. HOLES SHALL BE PLACED TO HOLD GATES IN CLOSED POSITION AND AN OPEN POSITION OF90 DEGREES DUMPSTER ENCLOSURE PLAN TYP AT ALL GATES A-10.1 Scale: 1/4" = 1'-0" (2_� TRASH ENCLOSURE GATE DETAIL A-10.1 Scale: 3/4" = 1'-0" 0 ww W.greenberglarrow.00m 92 East Main Street 3N 1/8" STL. PLATE DECK Suite 410 CLOSURE WELDED TO Somerville, NJ 08876 FRAME ON THREE SIDES t: 732 537 0811 (SEE ELEV.) COPYRIGHT NOTICE 2"x 2"x 3/16" TS FRAME TYP. This drawing is the property of the above OF3-SEE ELEV.) referenced Professional and is not to be TOP/CENTER/BOTTOM used for any purpose other than the FRAME specific pr Ject and site names herein, and cannot be reproduced in any manner 2N 3/16" STL. PLATE without the express written permission DIAGONAL STRAP BRACING from the Professional. (SEE ELEVSJ 1 1/2" x 22 GA. GALV. STL. B DECK GATE SECTION A-10.1 Scale: 3" = 1'-0" DATE ISSUE 5"0 CONIC. FILLED SCHED. 40 PIPE ##/##/#### OWNER REVIEW SET HINGE SLEEVE 1 1/2" Is 22 GA. GALV. B DECK DOMETOP OF CONCRETE ") @ BOLLARD (1so o g d ¢ g Om " CIA, SCHEDULE 40 ° m ¢ GALVANIZED STEEL PIPE, SOLID IN CONCRETE. PRIME ¢ 4 2 x 3/16" DIAGONAL BRACE y & PAINT VALVOLINE RED. WELDED TO FRAME NZNI/4" PLATE WELDED TO o @ DOME TOOF CONCRETE P FOOTING 0 PLAN VIEW HINGE SLEEVE AND GATE FRAME 2 x 2 x 3/16" TS FRAME PEASE FITTING PROFESSIONAL SEAL V) co 3 m Q ¢ r —PAVEMENT AS O PEASE FITTING FLAT ROOF u - NOTED ON CIVIL NZNI/4"PLATE WELDED TO 4 ❑ PIPE BELOW GRADE CENTER IN CONCRETE HINGE SLEEVE AND GATE FRAME @ 18' DIAMETER, 4000 HINGE SLEEVE PSI, AIR ENTRAINED J (TYP.) CONCRETE BASE ATE FRAME ' COARSE STONE, HAND COMPACTED IETAIL PIPE COLLAR - 'OST - 1 UNDISTURBED OR COMPACTED SUBGRADE fJ FIELD WELD TO POST "O CONIC. FILLED SCHED. 40 PIPEE PROFESSIONAL LICENSE NO: Professional License Number CERTIFICATE OF AUTHORIZATION NO: #### PROFESSIONAL IN CHARGE ELEVATION VIEW NOTE: (2) HINGES REQUIRED PER POST (TYP.) SEE DETAIL 2/A-10 1 PROF. IN CHARGE FULL NAME PROJECT MANAGER PM INITIALS QUALITY CONTROL QC INITIALS (_6 BOLLARD DETAIL HINGE DETAIL DRAWN BY A-10.1 Scale: 1" = 1'-0" A-10.1 Scale: 3" = 1'-0" PROJECT NAME P1.1 EXTERIOR FINISHES SPLIT FACE CMU AND MORTAR: FIELD PAINT: PR-1 FOLLOWED BY TWO COATS OF FINISH PAINT AS FOLLOWS: -GRADE TO 2'-B"A.F.F.: SHERWIN WILLIAMS SW-7515(HOMESTEAD BROWN) - 2'-8" A.F.F. TO TOP OF ENCLOSURE: SHERWIN WILLIAMS SW-2822 (DOWNING SAND) BOLLARDS/GUARD POSTS: FIELD PAINT: PR-2 FOLLOWED BY TWO COATS OF PT-4 (VALVOLINE RED) GATES & GATE POSTS: FIELD PAINT: PR-2 FOLLOWED BY TWO COATS OF SHERWIN WILLIAMS SW-7515 (HOMESTEAD BROWN) GENERAL NOTES: - ALL MASONRY SURFACES SHALL BE TREATED W/ SEALER. REFER TO SPECS. - ALL EXTERIOR TRASH ENCLOSURE STEEL SHALL BE GALVANIZED PRIOR TO PAINTING. VALVOLINE INSTANT OIL CHANGE PROJECT NAME CITY, ST. EXTRA LINE EXTRA LINE PROJECT NUMBER SHEET NAME DUMPSTER ENCLOSURE 3HA-10.1 0 00 0 N N m I �1 of IN I MN EXTERIOR ELEVA Scale: 1/8" = V-0" Scale: 1/8" = V-0" ENCLOSURE ELEVATIONS Scale: 1/8" = V-0" T.O. TOWER C 1 EXTERIOR ELEVATION (REAR) Scale: 1/8" = V-0" T.O. TOWER Scale: 1/8" = V-0" EXTERIOR FINISHES - BRICK / EIFS / CMU EXTERIOR INSULATED DRYVIT (SANDPEBBLE FINE) PREFABRICATED AWNEX INC. "SEATTLE" DESIGN STOREFRONT SYSTEM: 2x4 1/2" KAWNEER TRIFAB VG 451T SERIES CLEAR FINISH SYSTEM: COLOR #1: #113 AMARILLO WHITE METAL CANOPY: PREFINISHED TO MATCH PAC -CLAD "SILVER" ANODIZED ALUMINUM STOREFRONT SYSTEM W/ 1" INSULATED GLAZING. THIN BRICK #1 (WAINSCOT AND TOWER): GLEN-GERY "MODULAR BAXTER BROWN WIRECUT" SPLIT FACE CMU FIELD PAINTED SHERWIN- PARAPET CAP ALUMINUM BREAK METAL TRASH ENCLOSURE: WILLIAMS SW-7515 "HOMESTEAD BROWN" FLASHING: PREFINISHED TO MATCH PAC -CLAD "SILVER" AND SW-2822 "DOWNING SAND". PROVIDE MORTAR: LEHIGH STANDARD KIT - "BEIGE" MOCK-UP AND VERIFY COLOR W/ OWNER. TOWER SOFFIT PAC -CLAD SNAP EDGE EXTENDED FASCIA (12-12") FIELD PAINTED SHERWIN-WILLIAMS SW-7515 ALL MASONRY SURFACES SHALL BE AND FASCIA: PREFINISHED TO MATCH PAC -CLAD "SILVER" GATE SYSTEM: "HOMESTEAD BROWN". PROVIDE MOCK-UP AND MASONRY SEALER: TREATED w/ SEALER. VERIFY COLOR W/ OWNER. THRU-WALL ALUMINUM BREAK METAL - PREFINISHED TO MATCH O.H. DOOR FINISH: CLEAR ANODIZED ALUMINUM SCUPPER: DIMENSIONAL METALS, INC. - "BEIGE" ACCESS PANEL: STAINLESS STEEL C O L) W cc W M N N W Q C Project No: 763401-01 Valvoline. LOCATION: I fl- A) 45/SF1G1/ 4r) 45 -S QLOG L SIGN `� \\B)-EXIT-SIGN. OP MF�TS�c 0 °Ni�v• •• V 40cq Chelsea Rd near Fenning Ave NE, Monticello MN I APPROVED BY: DATE: A) 45 SF LOGO WALL SIGN EXTERIOR ELEVATION (RIGHT) 2 Sc.,;o 1 s- 1 0- A) 45 SF LOGO WALL SIGN 4, EXTERIOR ELEVATION (LEFT) umob: 1,8, = 1'.0" A) 45 SF LOGO WALL SIGN T.O. TOWER 24-.(' ® T.O. PARAPET C) BAY INDICATORS '®' I T.O. ACCENT BAND i. y o K-(' B.O. ACCENT BAND i \ TO. WAINSCOT ===M\ O =1 =E UPPER LEVEL 0' • 0' 1 EXTERIOR ELEVATION REAR vB-=r0. 3 EXTERIOR ELEVATION FRONT swla: ,_ = r 0.. A) 45 SF LOGO WALL SIGN LOCATION: Chelsea Rd near Fenning Ave NE, Monticello MN APPROVED BY: DATE: VIOC45sf FLAT WALL SIGN (INDIVIDUAL MOUNTED LETTERS ON OPAQUE BACKGROUND) m ELEVATION Scut: 1/2'-t'-0' TT I, _ 5• {_ /16 t•� SECTION 2. Sour 112,-t.-V r 5; / 2'%1 1/2'%t/6' luau. u1Cl£ 2' 7'-4' 13 1'%7/16' %07 5-10' BOLT THRU 0j' HARDWARE.063 ALUM. e-BENT (6) POINTSINTS —I NOTCHED ANTE �— — — — — — +OUTLET — — — — y !•_ INSTALLATION DETAILS / 3/8' RIV NUT J LOCATION: Chelsea Rd near Fenning Ave NE, Monticello MN APPROVED BY: DATE: VIOC Secondary Signage (Non -Illuminated) AN END VIEW SCALE- 1" = 1'-W 5 k .1 Ln 06 T 1 i-Ow Q• 7-3/4" Q• Eo 2 FRONT VIEW SCALE: 1" = V-0" d" END VIEW SCALE: 1" = V-0" 2'2" Valvoline �,rarai.yw LOCATION: Chelsea Rd near Fenning Ave NE, Monticello MN APPROVED BY: DATE: VIOC 27.5 SF MONUMENT @ 8'OAH 2'-4 7/8" N rHFI '�FA Rn w 21 3' 2'-6" LOCATION: Chelsea Rd near Fenning Ave NE, Monticello MN APPROVED BY: DATE: EXHIBIT D-1 rtarrnnw C.Mn LA •OAO M .D" TYPICAL FUTURE MONUMENT SIGN (oxact position-. TRI-) �o er wAx j i1GN ARi/1 t S� "U" FUTURE MONUMENT SIGNS (future Lots 3.8) 60 SF MAX SIGNAGE AREA PER SIDE SIGNAGE PLAN_ VA LVO L I N E T IV MULTI -TENANT MONUMENT SIGN 'C' PROPOSED MONUMENT SIGN (shared for Lots T and 2) 60 SF SIGNAGE AREA PER SIDE TPANELS v is �i { s "A" MULTI TENANT PYLO I SIGN 35' OVERALL HEIGHT 275 SF SIGIIAGE AREA R SIDE _ Z ; 5. o W W OQ a � -B' MULTI -TENANT MONUMENT SIGN a v 2' 2OVERAL HEIGHT a ra 13S SF SIGNAGE AREA PER SIDE LOCATION: Chelsea Rd near Fenning Ave NE, Monticello MN APPROVED BY: DATE: 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: CHELSEAdoaow "D TYPICAL FUTURE ` MONUMENT SIGN (exact positions TBD) 13060 SF MA% SIGN AREA "D" FUTURE MONUMENT SIGNS (future Lots 3-8) 60 SF MAX SIGNAGE AREA PER SIDE Building Materials iL 3 "C" 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 4 "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). N wsb September 20, 2024 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: Valvoline Instant Oil Chage — Construction Plans — Engineering Review Big River 445 Second Addition Commercial PUD City Project No. 2024-41 WSB Project No. 023288-000 0 Dear Mr. Leonard: 0 Z 00 We have reviewed the Valvoline Instant Oil Change civil site plans dated August 29, 2024. The applicant proposes to construct an oil change establishment on a 0.64 acre parcel, one of the six commercial lots of the Big River 445 Second Addition Commercial Development located on o Uhelsea Road west of Fenning Avenue and south of 1-94. Co ,It The documents were reviewed for general conformance with the City of Monticello's general Lo M 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. Lo General Z 1. City staff may provide comments under separate cover � 2. The building department and/or Fire Marshall will review required fire hydrant location(s) o and emergency vehicle access/circulation. a a Z 3. Provide a demolition or removal plan showing the existing curb, bituminous, and sidewalk Z removed with the project. 0 4. Provide Site and Utility Details 0 co � 5. Additional comments have been provided directly on the plan sheets. Not all comments D on the plans have been summarized in this review letter. U) LU Site Plans/Turning Movements (C-1.0, C1.00-1.02) z Lu 6. The building department and/or Fire Marshall will review required fire hydrant location(s) Q and emergency vehicle access/circulation. a Z X 7. Provide access agreements between Lots 2 and 3 0 8. Shift directional arrow in conflict with the do not enter sign K:\023288-000\Admin\Docs\2024-09-06 Submittal (Valvoline Site)\_2024-09-20 Big River Dev - Valvoline Site Plan - WSB Engineering Comments.docx Valvoline Instant Oil Change — Construction Plans — WSB Engineering Plan Review September 20, 2024 Page 2 9. Provide an additional `do not enter' sign for when pavement markings are snow covered Gradinq Plans (C3.0) 10. 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. Utility Plans (C4.2-C6.0) 11. Based on the current design, it appears the applicant will be required to apply for a permit from DLI, provide copies to the City. 12. Other than foundation drains, where is sump pump water coming from? If sump pump water is coming from the pits should it be discharged to the sanitary sewer instead 13. The Fire Marshall will review hydrant coverage and provide comments under a separate cover. 14. Provide Ford Al castings for cleanouts in impervious surfaces. Adjust sanitary sewer alignment to shift cleanouts out of curblines 15. Call out the pipe material grade (SDR 26) of all existing and proposed sanitary sewer services. 16. Provide assumed top and bottom of pipe elevations at all utility crossings a. Provide minimum 18" vertical separation b. Insulate when separation between storm sewer and water is less than 36" 17. Add general notes to the utility plans to the effect of: Complete. 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. Erosion & Sediment Control Plans (C5.0, C5.1, C5.2) 1. The proposed project will disturb less than one acre. NPDES permit and swppp requirements are not triggered by this project. However, this site will be considered part of a "common plan of development". The active NPDES/SDS Construction Storm Water General Permit (CSWGP) should be updated and/or modified appropriately. Valvoline Instant Oil Change — Construction Plans — WSB Engineering Plan Review September 20, 2024 Page 3 2. Note street sweeping on adjacent impervious is required as directed by the city engineer. Stormwater Management 3. Below are General Stormwater Requirements for the Site. The City has an existing regional stormwater ponding system with stubs connected to the site. The regional stormwater basins provide treatment for up to 75% impervious for the site. This site is shown at 72% impervious which is under the provided amount. No additional treatment is required. Rate Control for the portion of the site draining to the regional storm sewer is being met via regional ponding. 4. Provide the storm sewer sizing calculations for verification in future submittals. 5. The last structure prior to discharging into an existing stormwater BMP's shall be a sump structure with a minimum of 4'. Identify all pretreatment structures within the site. Traffic & Access 6. The Big River 445 Development Traffic Impact Study includes trip generation from this site and proposed adjacent sites. This site is expected to generate 9 AM peak hour trips, 14 PM peak hour trips, and 120 daily trips. Compared to the overall development (over 6,000 new trips), the Valvoline site will have minimal impacts to Fenning Ave and Chelsea Road. 7. Show the existing two-way left -turn lane on Chelsea Road through the west access point. 8. Turning Movements for Fire Truck design vehicle are shown. 9. Include light levels in the northwest parking spot for the site and include isolines in the photometric plan. Verify 153.063 Exterior Lighting in Monticello Code of Ordinances are met. 10. Per the Monticello Code of Ordinances, auto repair land uses require 8 parking spaces plus one additional space for each 800 square feet of floor area over 1,000 square feet. The required 11 total parking spaces for the applicable land use are met. The one required accessible parking space is also met. Wetlands & Environmental 11. 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 ;� L James L. Stremel, P.E. Senior Project Manager CITY OF Monticello September 13t", 2024 721 Chelsea Road VALVOLINE INSTANT OIL CHANGE PHONE:763-295-2711 FAX:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 The Building Department and Fire Department have the following general comment for this project: • Provide a fire hydrant at the entrance near the U21 water valve. (UTILITY PAGE) This fire hydrant will serve both addresses. (721 and 677 Chelsea Road) These items may be submitted with the building permit application. Please contact the Building Department with any questions. Sincerely, 10-M M"4-tlw� Ron Hackenmueller Chief Building Official www.ci.monticello.mmus Planning Commission Agenda — 10/01/24 4A. Community Development Director's Report Council Action on/related to Commission Recommendations • Consideration of a Request for Amendment to the Conditional Use Permit for Planned Unit Development District for a Restaurant as a Principal Use and Drive -Through Services as an Accessory Use in the B-4, Regional Business District. Applicant: HAZA Foods Approved on the consent agenda of the City Council on September 23, 2024. Consideration of an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Section 153.124 — Enforcement Applicant: City of Monticello Approved on the consent agenda of the City Council on September 23, 2024. Data Center Workshop Follow -Up The City Council, Planning Commission and Economic Development Authority held a joint workshop for purposes of receiving a broad information overview on the use and impacts of data centers on September 23, 2024. A future workshop of the City Council will focus on the utility impacts that might expected with a data center use, as well as financial tools and impacts that might be used or expected. Staff will advise the Planning Commission of that future date if Commissioners wish to attend. It is expected that future amendments to the 2040 Plan as well as the city's zoning ordinance will be forthcoming for Planning Commission review in the coming months. Planning Commission Vacancy Following Chair Konsor's announcement of his intention to resign from the Commission, the open seat was posted to the City's website. The posting will be open until October 25, 2024. Candidate interviews are tentatively scheduled for immediately prior to the November Planning Commission meeting. View the posting here: Planning Commission Member (Volunteer) I Job Details tab I Career Pages (governmentjobs.com) The Commission's recommendation can be considered at the regular November 4th meeting and will be forwarded to the City Council for appointment at their first meeting in November. Decisions for appointment of officers will be made at the regular January meeting. Planning Commission Agenda — 10/01/24 Commission Meeting Schedule — Upcoming 10/1/24: Joint Workshop with City Council on Cannabis Ordinance Development 11/4/24: Interviews for Planning Commission vacancy 11/4/24: Regular Planning Commission meeting (rescheduled from 11/5/24) Development Status Current status update through September is attached. MONTICELLO DEVELOPMENT PROJECTS 88 acre parcel bounded by The Meadows to the North, Highway 25 to the West, 85th Street N E to the South, and the Featherstoe Residential Concept Stage review for a planned unit development for a multi -phase Medical Office Joint City Council and Plannine Project Commercial/Light Industrial neighb.hood to the East Buildings on roughly 25 acres, with subsequent phases of private development to follow. Commission review on 3/25/24 On hold Joint City Council and Plannine General Equipment Industrial 13 acre parcel a long CSAH 39 and West Chelsea Road Concept Stage review for planned unit development for Machirxy/Truck Pepsi rand Sales Commission revie on]/2/24 Post Concept Stage PUD, Pre -Development Stage PUD Application Submittal JPB Land/Meadowbrook Residential 44 acre parcel a long Edmpnspn Avenue Concept Stage review for planned unit development for single-family residential Reviewed in Joint PC/CC on 913124 Concept Stage PUD Submittal Tamarack/The Meadows at Pioneer Park Residential 68 acre parcels a long Fallon Avenue Concept Stage review for planned unit developmentforsingle-family residential Reviewed in Joint PC/CC on 9/16/24 Concept Stage PUD Submittal Pe,dIng Lund Us, Application Projects Project Type Addrcs/L.,.t,.n Near the Southeast corner of 85th Street NE and Fallon Ave NE, Also South of Descr pt on Concept Stage review for a planned unit development for a 298-unit residential App—ro Dtte & Into Progress Report Reviewed by P Ian nine Commission on Prelim na ry Plat, Rezoning and Development Stage PU D Application Haven Ridge West Residential 85th Street NE between Eislele Ave NE and Edmonson Ave NE development with various lot sizes and townhome section 8/6/20- Approved; Neat Submittals fo Final Plat and PUD 6321E. Broadway Street bound by Interstate 94 to the North and East Development Stage PUD and preliminary plat for a]6-room hotel, 15,000 square -toot event Reviewed by Planning Commission on Preliminary Plat, Rezoning and Development Stage PUD Application Broadway Plaza PUD Commercial Broadway Street to the South cen16,800 square -foot restaurant, and a 6,000 square -foot post -frame building. ]224 Submitted; Council review pending 1.46 acre vacant lot along the West side of Fallon Ave NE between Washburn Development Stage review fora planned unit development of a vacant site for an Industrial Reviewed by Plannine Commission on Development Stage PU D Application Submittal approved; pending Final Mastercrak Outdoors PUD Industrial Computer Group and Nprland Truck Sales Service use 7224 Stage and Rezoning Savanna Vista Apartments Residential Southeast area of The Pointes at Cedar 2100 unit multi -family apartments 12/13/2021 Fi rst Building CO; continued construction Twin Pines Apartments Residential South Side of5chool Blvd. East of Wal-Mart 96 multi -family unit apartment building 22820" yet to Break Ground/Received Plat Ext. on l/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 lstfloor commercial ] 11 2022 Received Temporary CO/Residenial Units Being Rented/Office User CO Featherstone 6th Addition Residential North of S5th St NE and West of Highway 25 21 Single-family lots with commercially guided outlotsforfuture development 412512022 Under Construction (Last New Const. Permit Pulled) Haven Ridge 2nd Addition Residential South of Farmstead Ave and West of Fallon Ave NE 59 Single -Family Lot Development Reapproved 8/28/2023 Site Grading Commenced (Building Permits Being Issued) Headwaters West Development Residential Along South side of 7th St W between Elm St and Golf Course Rd 82 Twinhomes Senior 55+Development 4222024 Under Construction 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 (Permitted Use) Completed Jimmy Johns/Baskin Robbins Commercial So utheast Cc rner of Oa kwood Drive E a nd Cedar Street NewConstructio In of quick Service Resta u ra nt with Drive-Thro ugh Service 1222024 Commenced Vacant property north of Chelsea Rd, south of Interstate 94, and west of PUD for New Construction of two commercial lots for a quick -service restaurant and Big River Commercial Fermin Avenue coffee shop, with 6lots platted for subsequent commercial development. i a 8 202a Commenced, Chipotle and Starbucks Permitted New Construction of a Panera Bread Location (Restaurant and Drive -through service) in the Panes Bread Commercial Vacant Lot west of Mattress Firm/AT&T location on E. Jth Street B-4, Regional Business District 5 28 2024 Permitted Holiday Store EV Charging Stations Commercial 110 Oakwood Drive E. Installation of up to 12 Electric Vehicle Charging Stations in Lot behind Building = 5 28 2024 Permitted Preliminary & Final Plat of Cedar Street Storage, Dev. & Final Stage PUD for expansion of StorageLink(Dundas Site) PUD and Plat Commercial 36 Dundas Road (Southeast corner of Dundas Road and Cedar Street) permanent storage area 6242024 Approved; Not Started Conditional Use Permit Request for Wrecker & Towing Service as a Principal Use in the B-3, Bob's Towing Conditional Use Permit Commercial 219 Sandberg Road Highway Business Distritt 6242024 Approved Development Stage Permit (CUP) for construction of a 98-room hotel and restaurant in the Development Stage permit approved; pending conditions resolution and GoodNeighbor- Pointes at Cedar Development Commercial Along south side of Chelsea Road directly north of Deephaven Apartments northern"Populus" biome of the Pointes at Cedar District 7222024 building permit Wendy's CUP Commercial Near Highland Way, Union Crossings Conditional Use Permit for Amendment to PUD and accessory drive -through 9232024 Approved