AGENDA Rogers Planning Commission June 1, 2026 - 7:00 PM 1. CALL TO ORDER AND PLEDGE OF ALLEGIANCE 2. APPROVE AGENDA Council members may add items to the agenda for discussion purposes or staff direction only. The Council will not normally take official action on items added to the agenda. 3. CONSENT AGENDA These items are considered to be routine and will be enacted by one motion. There will be no separate discussion of these items unless a Councilmember so requests, in which event the item will be removed from the Consent Agenda and placed elsewhere on the agenda. 3.1 Approve Minutes from May 4th, 2026 Planning Commission Meeting 4. OTHER BUSINESS 5. PUBLIC HEARINGS 5.1 Consideration of a Zoning Code Text Amendment Request by Sunshare, LLC to Allow for Community Solar Gardens 6. NEW BUSINESS 6.1 Consideration of a Site Plan Application for the Expansion of the Building at 20615 Commerce Boulevard (Twin City Hose) 7. CORRESPONDENCE AND REPORTS 7.1 Past Planning Commission Items Report 8. ADJOURN Page 1 of 169 STAFF REPORT Meeting Date: June 1, 2026 ROGERS PLANNING Agenda Item: 3.1 COMMISSION Subject: Approve Minutes from May 4th, 2026 Planning Commission Meeting Prepared By: Alec Henderson, City Planner Overview / Background / Analysis Approve Minutes from May 4th, 2026 Planning Commission Meeting Staff Recommendation Approve Minutes from May 4th, 2026 Planning Commission Meeting Financial Impact: NA Source Fund: NA Budgeted? N/A Supporting Documentation A. May 4 2026 Planning Commission Meeting_Minutes Page 2 of 169 City of Rogers Planning Commission Meeting Minutes May 4, 2026 1. CALL TO ORDER AND PLEDGE OF ALLEGIANCE The regular meeting of the Planning Commission of the City of Rogers was called to order by Chair Lohr on Monday, May 4, 2026, at 7:00 PM at Rogers Community Room, 21201 Memorial Drive, Rogers, MN, 55374 and online in theTeams application. Commissioners present: Clark Lohr, Peter Mullin, Aaron Sattersten, Adam Hunt, Sarah Larson, Sean McDermid, Patrick Ruppe Commissioners absent: Nick Auman Staff present: Brett Angell, Community Development Director; Alec Henderson, City Planner Council Liason: Amy Enga Also Present (Joint Session): Shannon Klick, Kevin Julie, Amy Enga, Todd Kussman 2. APPROVE AGENDA Commission Member Mullin moved, Commission Member Larson seconded a motion to approve the agenda. Motion carried 7-0. 3. CONSENT AGENDA The following item was considered on the Consent Agenda: • Approve Minutes from April 6, 2026 Planning Commission Meeting 3.1 Approve Minutes from April 6, 2026 Planning Commission Meeting Commission Member Mullin moved, Commission Member Larson seconded a motion to approve the consent agenda. Motion carried 7-0. 4. JOINT PLANNING COMMISSION - CITY COUNCIL DISCUSSION 4.1 2050 Comprehensive Plan Update Kick-Off Community Development Director Angell introduced Lance Bernard of TC2 (Transportation Collaborative), the lead consultant selected to assist with the City’s 2050 Comprehensive Plan update. The City entered into an agreement with TC2, SRF, and Landform following a request for proposals process earlier in 2026. Bernard provided an overview of the comprehensive plan update process. He explained that the comprehensive plan is a long-range policy and vision document required by state law on a decennial basis, and that Rogers must also meet Metropolitan Council Page 3 of 169requirements under the Imagine 2050 system statements. The City of Rogers is currently guided by its 2040 Comprehensive Plan, adopted in mid-2020. Population projections indicate growth from approximately 13,925 residents (2020 census) to 21,300 by 2040 and 25,200 by 2050. The update process is anticipated to take approximately 18–24 months, with adoption by the City Council targeted for early 2028. Key Metropolitan Council requirements for the 2050 Plan include housing density measures, affordable housing goals, pedestrian connectivity, climate action, and natural systems and water supply planning. Bernard summarized the community engagement plan, which includes three phases of engagement: Phase 1 (April–August 2026) focused on identifying issues and opportunities; Phase 2 (August–December 2026) focused on strengthening the plan; and Phase 3 (January–April 2027) focused on finalizing the plan. Engagement tools include Planning Commission/City Council workshops, community pop-ups, focus groups, an open house, a project website, and online surveys. Discussion topics and commissioner/council member input included: • Commissioner Larson raised the importance of pedestrian infrastructure and traffic safety, particularly as the city grows and connections between neighborhoods must remain safe. • Commissioner Lohr expressed that broad changes in land use have recently encountered community resistance. • Commissioner Hunt emphasized the need to educate residents on how the comprehensive plan guides growth and addresses capacity concerns. • Commissioner McDermid noted the importance of maintaining connections between the city’s existing more rural areas and newer, denser development as Rogers continues to evolve. • Commissioner Mullin identified the need to address commercial land uses and the future of underutilized or vacant commercial space. • Commissioner Hunt raised concerns about the long-term tax and cost implications of growth, emphasizing the importance of fiscally responsible planning for future generations. • Commissioner Lohr asked how emergency services would be engaged in the comp plan process. Angell noted that while emergency services is not a required chapter, staff intends to engage those stakeholders. • Commissioner Mullin asked whether incentives for commercial and industrial uses would be addressed. Angell noted that business incentives are addressed through the City’s strategic plan, and that a business subsidy policy also exists. • Commissioner Lohr asked how watershed districts would be incorporated. Bernard confirmed that the plan will need to align with watershed district plans and those entities will have a review role. • Council Member Kevin asked about the transportation chapter, specifically whether the city relies on county modeling. Bernard confirmed the use of Hennepin County traffic data and noted that the transportation chapter is integrated with other plan elements. • Commissioner Lohr asked about transit. Bernard noted there is no anticipated Page 4 of 169 investment in new fixed transit routes, but micro-transit and dial-a-ride options will be explored. • Commissioner Mullin suggested the plan consider opportunities for improved pedestrian crossings over Interstate 94. • Bernard identified the primary challenges as interpreting new Met Council requirements and maintaining a robust public engagement process throughout the planning timeline. Following the joint discussion, Chair Lohr closed the joint Planning Commission and City Council session and called the regular Planning Commission meeting to order. 5. PUBLIC HEARINGS 5.1 Consideration of a Site Plan and Variance Request for a Retail Center at 21355 136th Ave (Lot Adjacent to Maynards) by Cloutier Properties Community Development Director Angell presented the item. In 2025, the City entered into a purchase agreement with Cloutier Properties for the sale of a city-owned 1.31- acre parcel at 21355 136th Avenue, located adjacent to Maynard’s Restaurant. The parcel is zoned Regional Employment Center (RC) and was originally acquired by the City in the early 2000s. The applicant, Theilen and Green and Cloutier Properties, proposed an approximately 9,100 square-foot multi-tenant commercial building with four tenant spaces for quick- service restaurants, take-out, and retail uses. The site plan includes two access points (from the Frontage Road and 136th Avenue), 93 shared parking stalls, a small patio on the north side, and landscaping consisting of trees and shrubs on a site currently devoid of vegetation. The proposed architecture utilizes brick, EIFS, trim, and windows, meeting the city’s architectural requirements. A drive-through aisle is included in the design. The building meets all required building setbacks. Variance Request: The applicant requested a variance from City Code Section 125-57, which requires a 20-foot parking setback. The proposed variance would allow a 10-foot parking setback on the north and south sides of the property and a 0-foot parking setback at the minimum point on the east side. The variance is supported by the irregular shape of the parcel, its multiple street frontages, and the existing right-of-way surrounding the property, which provides a greater effective setback from adjacent travel lanes. Staff noted that the proposed parking distances align with many nearby properties, which also have parking setbacks under 10 feet. Commissioner Discussion: Commissioners raised questions regarding traffic flow and sight lines, parking adequacy, pedestrian and trail connections to the east side of Rogers Drive, and stormwater. In response to questions from Commissioners Lohr and Mullin regarding a trail connection, Angell noted that the applicant would be required to connect to the Page 5 of 169existing crosswalk or provide a connection to the trail on the east side of Rogers Drive as a condition of approval. Commissioner Lohr asked whether stormwater credits would be required for the MnDOT storm pond. Angell confirmed that no credits are needed, noting that the area was included in a 2013 regional stormwater study that accounted for 85% impervious surface buildout of the district. Public Hearing: Chair Lohr opened the public hearing at 7:55 PM. No members of the public were present to speak. Chair Lohr closed the public hearing at 7:56 PM. Commission Member Hunt moved, None seconded a motion to recommend approval of Resolution 2026-49, approving the site plan and variance request for a multi-tenant retail center at 21355 136th Avenue by Cloutier Properties, subject to the conditions set forth in the resolution. Motion carried 7-0. 6. NEW BUSINESS No new business. 7. CORRESPONDENCE AND REPORTS 7.1 Past Planning Commission Items Report Community Development Director Angell reviewed the status of recent City Council actions on items previously considered by the Planning Commission: • Northview Preserve 2nd Addition Preliminary Plat – Approved by the City Council. • Zoning Code Amendments (Section 125-42 Variances; Sections 125-54, 125-55, 125-84 Accessory Structures and Fences) – Approved by the City Council. • Main Street Master Plan – Approved by the City Council. • Cannabis Business Buffer Amendments (City Code Chapter 22-XIV) – Approved by the City Council. • Hawkins Drive Senior Living Facility Concept Plan (Oasis Group) – Reviewed by the City Council. • Little Caesars – Project is no longer moving forward. • Ray J’s Development – Continuing to progress. • Northdale Light Industrial – Entering preconstruction meetings; construction anticipated to begin soon. Developer has made commitments related to landscaping and reduced lighting to address concerns of neighboring residents. 8. ADJOURN Commission Member Mullin moved, Commission Member Hunt seconded a motion to adjourn at 8:01 PM. Motion carried 7-0. Page 6 of 169Respectfully Submitted, Alec Henderson, City Planner Page 7 of 169 STAFF REPORT Meeting Date: June 1, 2026 ROGERS PLANNING Agenda Item: 5.1 COMMISSION Subject: Consideration of a Zoning Code Text Amendment Request by Sunshare, LLC to Allow for Community Solar Gardens Prepared By: Brett Angell, Community Development Director Overview / Background / Analysis Sunshare, LLC (the "Applicant") has submitted a zoning text amendment application for the city to consider amendments to certain sections of the Rogers City Code to allow for the future installation of community solar gardens within the city. The proposed text amendment request comes in advance of future approvals that would be required for a community solar garden. As community solar gardens are not currently permitted, a text amendment is required in advance of any approvals for a specific solar garden. To note, amendments to the city code would apply to all properties under the specific zoning designation, if an amendment is approved. Currently, city code allows for solar energy systems as an accessory use only within all zoning districts except for the SB- Service Business district. As an accessory use, there are size restrictions and property requirements that are not conducive to community solar gardens. A draft ordinance is attached for review and consideration. An overview/highlights of the ordinance can be found below: • Amending City Code Section 125-102 to add a definition for Community Solar Garden; • Amending City Code Section 125-50 Table 4 to add Community Solar Garden as an interim use within the R1-Rural Residential zoning district only. • Amending City Code Section 125-93(a) to clarify the section is for accessory solar and fix some existing codification efforts in the code. • Adding City Code Section 125-93(b) corresponding to Community Solar Gardens as an interim use. The proposed addition to 125-93(b) sets the anticipated standards community solar gardens. The proposed code would restrict an IUP to up 30 years, set a maximum size of 5 mW (approximately 20-30 acres), define the setbacks, placement and landscaping requirements, and define the decommissioning process/sureties. Generally speaking, high-growth cities across the extended Twin Cities metropolitan Page 8 of 169area are pretty split on whether community solar gardens are a use that is permitted (whether via IUP or outright) or not. Of the cities that do allow for community solar gardens, most are permitted through an IUP and specific to the more agricultural or rural areas of the city. Public Hearing Requirement Per state statute, amendments to a city's zoning code require a public hearing. A public hearing notice was published within the Crow River news and public hearing notices were sent to nearby properties for the Applicant's desired future location, if the amendment is approved. Dependent on if the amendment is approved and how it is structured, additional public hearings specific to each community solar garden would be required. Potential Options for the City Zoning and subdivision ordinances are one of the areas in which the city has the most discretion. Zoning ordinances should follow the provisions of the comprehensive plan. Potential options for this zoning code text amendment include the following: 1. Recommend approval of the draft ordinance as written; 2. Recommend approval of the draft ordinance with changes as deemed appropriate by the Planning Commission; or 3. Recommend denial of the zoning code text amendment request and keep the current code structuring. Staff Recommendation Staff recommend the Planning Commission hold a public hearing on this item and provide a recommendation to the City Council on the proposed zoning text amendment request to allow for community solar gardens. Financial Impact: Not applicable. Source Fund: Not applicable. Budgeted? N/A Supporting Documentation A. Draft Ordinance for Community Solar Gardens B. Applicant Narrative C. Concept Site Plan Page 9 of 169 CITY OF ROGERS ORDINANCE NO. 2026-XX AN ORDINANCE AMENDING THE CITY OF ROGERS CITY CODE SECTION 125-102, 125-50 AND 125-93 RELATED TO COMMUNITY SOLAR GARDENS THE CITY COUNCIL OF THE CITY OF ROGERS, MINNESOTA, HEREBY ORDAINS: SECTION 1. Section 125-102 of the City Code is hereby amended by adding the following definitions in their appropriate place in alphabetical order. The strikethrough text indicates removal of text and the underlined text indicates added text: Community Solar Garden means a community solar energy system that generates electricity by means of a ground mounted or building-integrated solar energy system and that provides retail electric power (or a financial proxy for retail power) to multiple households or businesses residing or located off-site from the location of the solar energy system in accordance with the requirements of Minnesota Statutes 216B.1641 or successor statute. A community solar garden may be either a principal or accessory use. SECTION 2. Section 125-50 of the City Code is hereby amended by adding the underlined language to Table 4 as follows: AG R1 R2 R3 R4 R5 OP LC RC DT ND GI SB Special Approval Required Home Occupations, Type I P P P P P P Home Occupations, Type II P P I Home Occupations, Type III I I I Outdoor Display, Retail C C C C Outdoor Storage, Materials C C A A Outdoor Storage, Storage C C A A Tanks Outdoor Storage, Trucks & C C A A Trailers Self-Service Car Wash, with gas station or convenience C C C store Community Solar Garden I Page 1 of 5 Page 10 of 169SECTION 3. Section 125-93- Alternative Energy Systems Performance Standards of the City Code is hereby amended. The strikethrough text indicates removal of text, and the underlined text indicates added text: (a) Solar, accessory use. (1) In general. Solar energy systems shall be permitted accessory use in all zoning districts, subject to the standards of this Article. Solar collector surfaces and all mounting devices shall comply with the minimum yard requirements of the district in which they are located. Screening of solar collector surfaces shall not be required. a. Notwithstanding any other provision of this section, a solar energy system that meets the definition of community solar garden in section 125-102 shall not be considered an accessory solar energy system and shall not be permitted under this subsection (a). This exclusion applies only to ground-mounted solar energy systems and shall not apply to building-mounted or building-integrated solar energy systems, which remain subject to the standards of subsection (a)(2). Community Solar Gardens are subject to the requirements of subsection (b) and the permitted use provision of section 125-50. (2) Building-mounted solar energy systems. a. Notwithstanding the height limitations of the zoning district, building mounted solar energy systems shall not extend higher than three feet above the ridge level of a roof on a structure with a gable, hip, or gambrel roof and shall not extend higher than 10 feet above the surface of the roof when installed on flat or shed roof. b. The solar collector surface and mounting devices for building- mounted solar energy systems shall be set back not less than one foot from the exterior perimeter of a roof for every one foot that the system extends above the parapet wall or roof surface, if no parapet wall exists, on which the system is mounted. Solar energy systems that extend less than three feet above the roof surface shall be exempt from this provision. c. All solar energy systems using a reflector to enhance solar production shall minimize glare from the reflector that affects adjacent or nearby properties. Measures to minimize nuisance glare include selective placement of the system, screening on the north side of the solar array, modifying the orientation of the system, reducing use of the reflector system, or other remedies that limit glare. (3) Freestanding solar energy systems. a. Freestanding solar energy systems, measured to the highest point of the system, shall not exceed the height of the principal structure or 20 feet, whichever is less. Freestanding solar energy systems up to 16 feet in height shall be subject to the minimum yard requirements of an accessory structure. Freestanding solar energy systems greater than 16 feet in height shall be subject to the minimum yard requirements of a principal structure. The required yard shall be measured from the property line to the closest part of the structure at minimum design tilt. b. In all the districts except AG, the area of the solar collector surface of freestanding solar energy systems as an accessory use shall not exceed five percent of the lot area. Notwithstanding any other provision to the contrary, the maximum area of solar energy Page 2 of 5 Page 11 of 169 systems shall be calculated independently of the floor area of all other accessory structures on the zoning lot. c. The supporting framework for freestanding solar energy systems shall not include unfinished lumber. d. All abandoned or unused freestanding solar energy systems shall be removed within 12 months of the cessation of operations. e. All solar energy systems using a reflector to enhance solar production shall minimize glare from the reflector that affects adjacent or nearby properties. Measures to minimize nuisance glare include selective placement of the system, screening on the north side of the solar array, modifying the orientation of the system, reducing use of the reflector system, or other remedies that limit glare. (4) Administrative review process. a. In general. The Zoning Administrator shall have up to 15 working days following the submittal of a complete application to approve or deny such application. The Zoning Administrator may impose such conditions and require such guarantees deemed reasonable and necessary to protect the public interest and to ensure compliance with the standards and purposes of this zoning ordinance and policies of the Comprehensive Plan in addition to building permit review. b. Submittal requirements. An application for a solar energy system shall be filed on a form approved by the Zoning Administrator. In addition, the applicant shall submit the following: (1) Written evidence that the electric utility service provider that serves the proposed site has been informed of the applicant's intent to install a solar energy system, a narrative of the proposed project, and site plan. (b) Community Solar Garden. (1) In general. Community Solar Gardens may be allowed as an interim use within the R1- Rural Residential Zoning District, in accordance with the procedures and regulations set forth in City Code Section 125-25 provided that the proposed Community Solar Garden meets the requirements as listed in this section. (2) Duration. The maximum duration of the Interim Use is thirty (30) years. Dormant, or abandoned facilities will be subject to 125-25(b)(4) abonnement provision requiring removal of the Community Solar Garden (3) Size. The maximum size of a Community Solar Garden system, or group of systems, is 5 mW (megawatts). (4) Setbacks. All above-ground equipment or structures must meet minimum principal building setbacks as measured from the closest point at the maximum orientation and must be setback a minimum of 100 feet from an existing residential structure. Interior lot line setbacks may be waived at the City’s sole discretion if a Community Solar Garden is proposed over multiple properties. (5) Height. Community Solar Gardens may not exceed fifteen (15) feet in height at maximum design tilt. (6) Proximity. A Community Solar Garden shall not be located closer than 1,320 feet (1/4 mile) to any other Community Solar Garden, measured by property lines. Page 3 of 5 Page 12 of 169(7) Glare. All solar panels shall be designed and located to prevent reflective glare toward any inhabited buildings on adjacent properties, as well as adjacent public roadways or public properties. (8) Landscaping. Vegetative landscape screening shall be provided around the entire perimeter of the Community Solar Garden, except where topography, existing vegetation, or other factors provide sufficient screening to adjacent properties as determined solely by the City. A landscaping plan shall be provided with the application for an Interim Use Permit defining the planting locations, plant and tree varieties being installed, and maintenance plans. The owner shall maintain the landscaping in a neat and orderly manner and the owner shall ensure the survivability of all landscaping and replace any dead landscaping until the termination of the Interim Use Permit. (9) Stormwater. Community Solar Gardens must comply with Chapter 117 of the City Code. Topsoil shall not be removed during the development, unless part of a remediation effort. Soils shall be planted with and maintained in perennial vegetation to prevent erosion, manage run off and build soil. Seeds shall include a mix of grasses and wildflowers native to the region and project site. Storm water management review and approval may be required by the Elm Creek Watershed Management Commission. (10) Utilities. All power and/or communication lines not existing at the time of submitting an application, whether constructed on the property or extending beyond the property as necessary to service the Community Solar Garden or connect to the distribution utility, shall be buried underground unless otherwise approved by the City. (11) Storage. There shall be no outdoor storage of any parts, supplies, or unused equipment. (12) Security and Access. The Community Solar Garden shall be properly secured, and emergency access shall be provided in the event of an emergency. The Community Solar Garden shall include a minimum of ten (10) foot improved access roads throughout the site. (13) Easement Dedications. The property owner may be required to dedicate to the City certain permanent road, drainage and utility, and trail easements as deemed necessary by the City and which are consistent with the City’s Comprehensive Plan and other plans that may be adopted or amended from time to time. (14) Utility Notification. No building permit shall be issued, or any installation or site work started, for a Community Solar Garden until evidence has been submitted that establishes, as determined by the City, that the owner or applicant has received approval from the utility distribution company. (15) Decommissioning. A decommissioning plan shall be required at the time of application to ensure that all equipment, including panels, poles, racking systems, and underground structures are properly removed in the event they are not in use for twelve consecutive months or by the end of the Interim Use Permit. The plan shall include provisions for removal of all structures, foundations, and utilities, restoration of soil and vegetation, and a financial plan showing how the applicant will finance said removal. A minimum $5,000 cash escrow in addition to a letter of credit consistent with City policy in an amount determined by the City Council necessary to ensure proper decommissioning shall be filed with the City. (16) Submittals. In addition to all other submittal requirements, the application shall include specifications and plans for all major planned equipment, including panels, poles, and racking systems. Page 4 of 5 Page 13 of 169 SECTION 4. This Ordinance shall take effect and be in force immediately after its passage and publication in accordance with applicable law. Dated the 14th day of June, 2026. _______________________________ Mayor ATTEST: ___________________________________ City Clerk Page 5 of 5 Page 14 of 169 Rogers Community Solar Garden Zoning Text Amendment Page 15 of 169 About Sunshare Founded in 2011, SunShare is a full-service, end-to-end developer, owner, and operator of community solar gardens. As the nation’s oldest community solar company, SunShare’s mission is to give everyone access to renewable energy solutions. We are a pioneer of community solar policy and program development, and we serve our communities by leasing or buying land from local farmers and landowners, on which we build community solar gardens. These gardens serve thousands of subscribers who can’t or don’t want to put solar panels on their roof by allowing them to subscribe to a portion of the energy produced by the solar garden. SunShare builds, owns, and manages these solar gardens, delivering reliability and long-term value to our subscribers and partners. With over a decade of experience and dozens of community solar projects in the state of Minnesota, our Team is dedicated to projects supporting dual use concepts while additionally supporting low to moderate-income households through the bill credits these projects generate under the Minnesota Department of Commerce’s LMI program. 1 Page 16 of 169 Rogers Community Solar Project Sunshare LLC intends to propose a community solar garden project in the City of Rogers, MN. The project is proposed on the west side of the City south of County Road 203/Tucker Road, and west of Park Drive. The site would occupy approximately the northern one-third of the property, 11315 PARK DR ROGERS MN 55374 (PID 31-120-23-11-0006). The parcel is 69.57 acres in size and is currently farmed on the northern half with a homestead on the parcel fronting Park Drive. Initial site plans envision a project capable of generating 4.975 MW AC/5.92 DC within a fenced in area of 19.43 acres. Sunshare is working to establish two local to Minnesota partnerships as part of this project: 1. Heliene USA, based in Rogers would provide several rows of panels they are testing which have not yet come to market. The site would serve as a test site for these solar panels’ performance in real world conditions. Heliene would gather data from these panels over a 5+ year period at which point they would swap them out with the next generation of solar panel technology they are testing. The plan intends to include panel-level monitoring and a dedicated inverter for Heliene to gather data. 2. Cannon Valley Graziers, based in Northfield would tend sheep and manage pollinator-friendly habitat on the site. Cannon Valley Graziers does rotational sheep grazing and vegetation management at all but one of Sunshare’s operating sites. Request for Zoning Text Amendment Reason for the Request Currently Solar Energy Systems are only permitted as Accessory Structure to all zoning districts in the City of Rogers. Solar Energy Systems are defined in Section 125-102 as: a device or structural design feature intended to provide for collection, storage, and distribution of solar energy for heating or cooling, electricity generating, or water heating. Solar energy system, free standing means a solar energy system with a supporting framework that is placed on, or anchored in, the ground and that is independent of any building or other structure. Garages, carports or similar structures that incorporate building-integrated or building-mounted solar energy systems shall not be classified as freestanding solar energy systems and shall instead be subject to regulations governing accessory structures. 2 Page 17 of 169 This section further defines Accessory Structures as: Accessory structure or facility means any building or improvement subordinate to a principal use. Examples include: swimming pools, saunas, detached garages, and storage sheds. Accessory use means a use incidental or subordinate to the principal use of the same land. Under the current language of the ordinance, solar energy systems are only permitted as accessory uses incidental or subordinate to the principal use of the same land. Community solar garden projects given their scale and energy production are often classified as primary uses that do not generate energy for the property and are therefore not typically (though not exclusively) considered accessory uses. The purpose of this request is to expand solar energy systems as a primary use permitted through an Interim Use Permit in the R1 district. Request Detail We request that: 1. The definition of Solar Energy Systems include an additional definition defining Solar Farms as a Solar Energy System use that is not incidental or subordinate to the principal use of the same land. 2. Solar Energy Systems be included as an Interim Use under Section 125-50 (h) Table 4C. Public Institutional & Civic; Utilities in the R1 – Rural Residential district comparable to Wind Power Generation. 3. Solar Energy Systems Solar Farms have dedicated performance standards under Section 125-93a in a new subsection (4) Solar Farms – this would shift Administrative Review Process to become subsection (5). Request Justification and Analysis Comprehensive Plan Alignment The City of Rogers’ 2040 Comprehensive Plan identifies the project parcel’s future land use as Rural Residential within a Diversified Rural area. Within this designation, one of the key characteristics is that “This designation allows for the development of single-family households within the Diversified Rural area, as long as the development is done in a manner that does not prohibit future urbanization.” The use does not conflict with the Comprehensive Plan’s goals for redevelopment in the 2040 horizon as the project is not identified for redevelopment opportunities (Figure 4.9), is not within any of the utility service extension areas (Figure 4.10), and is not a parcel identified in any of the stages of development staging 3 Page 18 of 169 (Figure 4.11). As a proposed Interim Use, a solar energy system is a use that can be time-limited for the duration of the energy production lease. Typically, energy utilities and developers prepare leases for energy production of at least 25 years. At the end of a project lease, solar energy systems can be easily decommissioned with materials such as panels, racking, and fencing being recycled. The Comprehensive Plan also outlines a renewable energy objective to build resilience for its long-term future through “increasing electricity usage that is generated from renewables [to] decrease emissions and help insulated the City against potential economic shocks” (Chapter 10, Page 168). The Comprehensive Plan identifies that there are many opportunities to promote solar buildup and develop solar potential in rural Rogers. Figure 10.1 identifies the project parcel with a high gross solar potential. Although the Comprehensive Plan indicates that solar energy systems are a permitted use in all Rogers zoning districts as described in this request, the current language of the City’s ordinance defines this use only as an Accessory use. Conflict Analysis Adjacent Land Uses The proposed use on the property does not pose conflicts with adjacent properties. The project is surrounded to the south and east by other R1 districts, to the north by an OP district. To the west the project borders the City of Hanover with properties zoned Agriculture, southwest of the property there are properties in the City of Hanover zoned Rural Residential. Solar Energy Systems are regularly developed in agricultural, rural residential, and low-density residential areas and can be designed to fit aesthetically within the landscape with screening vegetation. The project is adjacent to the Crow-Hassen Park Reserve, an area of the City identified for “natural resource protection or buffer areas, stormwater drainage areas, and preservation of unaltered land in its natural state for environmental or aesthetic purposes” (Chapter 4, Page 41). The development of a solar energy system adjacent to this park reserve provides additional natural resource protection, buffering, stormwater management, and restoration of lands to a more naturalized state through the planting of native vegetation and low-impact agricultural best management practices. Research has demonstrated planting native groundcover species underneath solar panels provides multiple benefits including 4 Page 19 of 169 reductions in soil erosion, carbon sequestration, habitat, and over many years improved soil health through the recycling of organic materials from these native groundcover12. Odor, Fumes, Dust, Noise, Vibrations, and Lighting Solar panels do not emit odor, fumes, dust, or vibration. If conditions are dry during construction, appropriate measures will be taken to minimize dust (i.e. spraying down access roads). Inverters are located centrally on the site to minimize the sound they generate – standing next to the inverter when operating they produce approximately 73dbA at 3-feet (comparable to a vacuum cleaner), while at a distance of 130-feet from the inverter (a typical distance from the inverter to the fenceline) a person would experience approximately 40dbA (comparable to a library). There is no lighting for the project. Traffic The proposed use does not pose traffic conflicts within the district. Solar Energy Systems require minimal site servicing by vehicles during and post construction. During the construction period (approximately 4 months), approximately 5 to 30 workers and 3 to 4 delivery trucks would be on-site to construct the project. A dedicated lay-down and parking area is provided as part of the construction staging plan. Post- construction operations and maintenance of the site require minimal visits - we typically expect 1 to 2 site visits per month during the operational period for routine site maintenance, including vegetation management. Examples of Zoning Codes Sherburne County The County identifies Solar Energy Systems as an Interim Use Agricultural (Section 7) and General Rural (Section 8) districts. The ordinance establishes performance standards for Solar Energy Systems outlined in Chapter 17 Subsection 17. Language from the ordinance is available in the Sherburne County Code of Ordinance 002. 1 Great Plains Institute, 2023. Best Practices: Photovoltaic Stormwater Management Research and Testing (PV- SMaRT). https://betterenergy.org/wp-content/uploads/2023/01/PV-SMaRT-Best-Practice.pdf 2 Center for Rural Affairs, 2025. Soil Health in Solar Development. https://www.cfra.org/sites/default/files/publications/Soil%20Health%20in%20Solar%20Development%20WEB.pdf 5 Page 20 of 169 Wright County The County identifies Solar Energy Systems as an Interim Use in Agricultural A/R [155.047] and AG [155.048], Commercial B-1 [115.053] and B-2 [115.054], and Industrial I-1 [155.055] districts. The ordinance establishes performance standards for Solar Energy Systems outlined in Chapter 155.108. Language from the ordinance is available in the Wright County Code of Ordinance Title XV Chapter 155. Stearns County The County identifies Solar Energy Systems as an Interim Use in all its Agricultural Districts (A-160 [Section 9.1], A-80 [Section 9.2], and A-40 [Section 9.3]) and in its lower density Residential Districts (R-20 [Section 9.5] and R-10 [Section 9.6]). The ordinance establishes performance standards for Solar Energy Systems outlined in Section 6.54. Language from the ordinance is available in the Stearns County Land Use and Zoning Ordinance No. 439. Zoning Language The following draft proposed language is provided for City of Rogers staff to consider based on the above “Request Detail”. Sunshare is open to discussions to refine this language in collaboration with City staff. Section 125-50 (h) Table 4C. AG R1 R2 R3 R4 R5 OP LC RC DT ND GI SB C. PUBLIC, INSTITUTIONAL & CIVIC Solar Energy System I Section 125-55a. No proposed changes to the standards in this section are proposed related to Solar Energy Systems, however Sunshare welcomes discussion with the City if there are additional standards the City wishes to consider applicable to the use. Section 125-61. No proposed changes to the standards in this section are proposed related to Solar Energy Systems, however Sunshare welcomes discussion with the City if there are additional standards the City wishes to consider applicable to the use. 6 Page 21 of 169 Section 125-93. No specific performance standards are proposed by Sunshare at this time, however examples from the Zoning Codes from Wright, Sherburne, and Stearns counties provide examples of performance standards commonly applied in nearby jurisdictions for community solar projects. Sec. 125-102. Solar energy system, solar farm means a solar energy system with a supporting framework that is placed on, or anchored in, the ground and that is independent of any building or other structure which is not directly connected to or designed to serve the energy needs of the primary use but rather for the primary purpose of wholesale sales of generated electricity. Solar farms include but are not limited to community solar gardens which are defined as a solar-electric (photovoltaic) array that provides retail electric power (or a financial proxy for retail power) to multiple community members or businesses residing or located off-site from the location of the solar energy system, consistent with Minn. Statutes 216B.1641. A community solar system may be either an accessory or a principal use. Attachments • MN Rogers – Conceptual Site Plan 7 Page 22 of 169 PERIMETER FENCE (YELLOW) 8' TALL, WILDLIFE FRIENDLY 20' DISTANCE BETWEEN FENCE AND ARRAY POI POINT OF INTERCONNECTION NEW TERMINAL POLE ON EXISTING FEEDER NOT FOR 45.166872, -93.625534 CONSTRUCTION UTILITY OWNED POLE: OVERHEAD UTILITY RECLOSER DATE POINT OF COMMON COUPLING 4/23/2026 UTILITY OWNED POLE: OVERHEAD UTILITY METER REVISION HISTORY ACCESS GATE CUSTOMER OWNED POLE: GOAB SWITCH (UTILITY AC DISCONNECT) # BY DESC. DATE SITE ACCESS ROAD: 20' WIDTH CUSTOMER OWNED POLE: 0 BW INITIAL - INT 2/6/2026 RISER POLE WITH RECLOSER 1 BW TEST ROWS 4/23/2026 CUSTOMER OWNED UNDERGROUND MV WIRE EQUIPMENT PAD, TYPICAL OF 2: (1) MV TRANSFORMER, (1) GROUNDING TRANSFORMER, (1) AC SWITCHGEAR LV PV AC DISCONNECT, DATA ACQUISITION SYSTEM EAST INVERTER RACK (10) 225 KW-AC INVERTERS WEST INVERTER RACK (9) 225 KW-AC INVERTERS (2) 125 KW-AC INVERTERS HELIENE TEST ROWS (4) TEST ROWS OF 3 STRINGS EACH 12 TOTAL STRINGS OF 22 MODULES EACH (264) 645W MODULES (156HC-M10-NTYP-SL-BF 645) 170.28 KW-DC / 125 KW-AC --> 1.36 DC/AC RATIO (VERSION 1) PROJECT NAME 11315 PARK DR MN ROGERS LLC PROJECT LOCATION ROGERS, MN 55374 45.166872, -93.625534 N 0 25' 50' 100' 200' 1 POLE DETAIL POI SYSTEM DETAILS SunShare LLC Project Size (DC) 5393.16 kW 35' (800)793-0786 AC Size 4525 KW / 5050 KVA Module Type (8424) CANADIAN SOLAR 620 (CS6.2-66HB-620H) + (264) HELIENE 645W (156HC-M10-NTYP-SL-BF 645) 25' POINT OF INTERCONNECTION Module Output 620W & 645W NEW TERMINAL POLE ON 1724 Gilpin Street, Denver, CO 80218 (19) SOLECTRIA XGI 1500-225-600 + EXISTING FEEDER Inverters (2) SOLECTRIA XGI 1500-125/150-UL 45.166872, -93.625534 25' Inverter Size 225 KW / 250 KVA UTILITY OWNED POLE: SHEET NAME 125 KW / 150 KVA OVERHEAD UTILITY RECLOSER Intercon. Voltage 34.5kV POINT OF COMMON COUPLING 25' UTILITY OWNED POLE: SITE PLAN DC/AC Ratio 1.19 OVERHEAD UTILITY METER PARCEL BOUNDARY Pitch 20' (DASHED BLACK) CUSTOMER OWNED POLE: GOAB SWITCH (UTILITY AC DISCONNECT) SHEET NUMBER Tracker NEXTRACKER HORIZON CUSTOMER OWNED POLE: Modules/row 96, 72, 48 (CANADIAN 620) RISER POLE WITH RECLOSER PV-1 66 (HELIENE 645) CUSTOMER OWNED Acres in Fence 19.43 UNDERGROUND MV WIRE SHEET SIZE Area under 252840 Panels, sq ft 24"x36" Page 23 of 169 STAFF REPORT Meeting Date: June 1, 2026 ROGERS PLANNING Agenda Item: 6.1 COMMISSION Subject: Consideration of a Site Plan Application for the Expansion of the Building at 20615 Commerce Boulevard (Twin City Hose) Prepared By: Eric Burtness, Community Development Specialist Overview / Background / Analysis Twin City Hose, LLC (the Applicant), represented by Brian J. Field, P.E. of Anderson Engineering of Minnesota, LLC, has submitted a Site Plan Amendment application for the expansion of its existing industrial facility located at 20615 Commerce Blvd, Rogers, MN 55374 (PID: 2412023230009). The property is legally described as Lot 1, Block 2, Rogers Industrial Park, Hennepin County, Minnesota. Twin City Hose has been a Rogers business since 1977 and is a manufacturer of metal hose assemblies, seismic expansion joints, rubber expansion joints, metal expansion joints, and custom piping weldments. The company serves the HVAC, OEM, Industrial, LPG/NH3, and Cryogenic industries and holds UL classification and NFPA certifications on several product lines. Project Description The Applicant proposes a 9,648 square foot addition to the existing 24,388 square foot building, resulting in a total building area of 34,036 square feet. The addition is proposed on the east side of the existing building and will be used as warehouse space. The existing building program includes approximately 22,117 square feet of factory space, 2,204 square feet of office space, and related shipping and receiving areas. The intended use of the property will remain consistent with the existing use for light manufacturing, warehouse storage, and related business functions. The building addition is designed to match the existing facility in materials and construction, utilizing textured and painted precast concrete wall panels, structural steel framing, and slab-on-grade construction. The building is classified as Construction Type IIB Noncombustible and will be fully sprinkled per NFPA 13. Zoning and Land Use Consistency The property is zoned RC - Regional Employment Center District. The existing and proposed use of light manufacturing is consistent with the RC zoning district. The proposed project is consistent with the City's 2040 Comprehensive Plan, which guides this area for employment and industrial uses. All building setbacks meet or exceeded Page 24 of 169municipal code setback expectations. Site Improvements In addition to the building expansion, the site plan includes the following improvements: • Parking: The existing 39-stall parking lot will be expanded by 14 stalls for a total of 53 stalls, including 3 ADA-accessible stalls. The City's parking requirement for manufacturing uses is 1 stall per 1,500 square feet of building area, resulting in a minimum of 23 stalls required. The proposed 53 stalls exceed this minimum. All stalls are proposed at the standard 9-foot by 18-foot dimension with a minimum 24-foot drive aisle. • Access: A new vehicular access point is proposed onto Commerce Boulevard to improve site circulation, traffic flow, and overall site functionality. A turning radius exhibit has been provided demonstrating adequate truck circulation for both loading dock positions. • Stormwater Management: The existing regional stormwater pond is proposed to be expanded, and a new filtration forebay/filter bench treatment feature will be added to meet current watershed and City stormwater management requirements. No wetlands are located on or adjacent to the site. The Applicant will be required to update the existing stormwater maintenance agreement between the adjacent property owner and the City of Rogers. • Landscaping: The landscape plan proposes installation of 2 Summertime Maackia (overstory), 1 Boulevard American Linden (overstory), 10 Taunton Japanese Yew (deciduous shrubs), 5 Annabelle Hydrangea (deciduous shrubs), and 5 Paradigm Hosta (perennials), along with upland and wet detention seed mixes and irrigated turf areas. Landscaping is consistent with City code requirements. • Lighting: Four new wall-mounted LED area lights are proposed (205 watts each, mounted at 21 feet). The photometric plan demonstrates adequate parking lot illumination with an average of 2.60 footcandles. Light levels at property lines are at or near 0.0 footcandles, indicating no off-site light spillover. • Impervious Surface: Existing impervious coverage is 50,596 square feet (1.16 acres). Proposed impervious coverage is 65,814 square feet (1.51 acres), representing a total lot coverage of 50.30%. Department Review Comments The application was circulated to City departments for review. The following comments have been received: Fire Department: Due to limited fire operations access on the south side of the addition created by site topography, a fire department access door is required on the north side of the addition facing the parking lot. All other aspects of the submitted plans are acceptable to the Fire Department. Staff recommends this requirement be addressed Page 25 of 169as a condition of approval. Engineering and other department comments are pending and will be addressed as conditions of approval. The Applicant shall comply with all City Engineering, Community Development, and Fire review comments prior to issuance of any permits. Staff Recommendation Staff recommends approval of the Site Plan Amendment for the Twin City Hose building addition at 20615 Commerce Blvd, subject to the conditions listed below. Conditions of Approval: • The Applicant shall address and comply with all Engineering, Community Development, and Fire review comments to the satisfaction of the City prior to issuance of any permits. • A fire department access door shall be added on the north side of the building in addition to facing the parking lot, as required by the Rogers Fire Department. • All stormwater management, grading, and related civil engineering plans shall be reviewed and approved by the City Engineering Department prior to issuance of permits. • The Applicant shall obtain any required approvals from the Elm Creek Watershed Management Commission (ECWMC) prior to commencement of site work. • The Applicant shall update the existing stormwater pond maintenance agreement between the adjacent property owner and the City of Rogers prior to issuance of permits. • The Applicant shall obtain an NPDES Construction Permit from the Minnesota Pollution Control Agency (MPCA) prior to commencement of grading or construction activities. • Any proposed new signage or modifications to existing signage shall require separate review and approval in accordance with the Rogers City Code. • The Applicant shall comply with all applicable provisions of the Rogers Zoning Code and other City, County, and State regulations not specifically modified by this approval. Financial Impact: Not applicable. Source Fund: Not applicable. Budgeted? N/A Supporting Documentation A. Resolution 2026-56 Twin City Hose Site Plan Amendment B. TCH_Project Narrative_04-28-2026 C. TCH_Site Plan Set_04-28-2026 Page 26 of 169D. TCH_SWMP_04-28-2026 E. TCH_Turning Radius Exhibit_04-28-2026 Page 27 of 169 RESOLUTION NO. 2026-56 A RESOLUTION GRANTING APPROVAL OF A SITE PLAN AMENDMENT FOR TWIN CITY HOSE (20615 COMMERCE BLVD) WHEREAS, Twin City Hose, LLC (the "Applicant"), represented by Anderson Engineering of Minnesota, LLC, submitted an application to the City of Rogers ("City") requesting approval of a Site Plan Amendment for the property located at 20615 Commerce Blvd, with PID 2412023230009, legally described as Lot 1, Block 2, Rogers Industrial Park, Hennepin County, Minnesota (the "Subject Property"); and, WHEREAS, the Subject Property is approximately 3.0 acres, is zoned RC – Regional Employment Center District, and is guided for Employment uses in the 2040 Comprehensive Plan; and, WHEREAS, the Applicant is proposing a 9,648 square foot addition to the existing 24,388 square foot industrial building, resulting in a total building area of 34,036 square feet, for continued use as light manufacturing and warehouse storage; and, WHEREAS, the site plan includes parking lot modifications, a new vehicular access point onto Commerce Boulevard, stormwater management improvements, landscaping, and site lighting upgrades; and, WHEREAS, the proposed Site Plan Amendment is consistent with the 2040 Comprehensive Plan and current zoning regulations for the City of Rogers. NOW THEREFORE, BE IT RESOLVED, BY THE CITY COUNCIL OF THE CITY OF ROGERS, MINNESOTA, that the Site Plan Amendment for Twin City Hose at 20615 Commerce Blvd is hereby approved as proposed, conditioned upon the Applicant addressing and complying with all comments from the City Engineer, Fire Marshal, and Community Development staff to the satisfaction of the City prior to issuance of any permits. BE IT FURTHER RESOLVED, the Applicant shall obtain any required approvals from the applicable watershed management organization and an NPDES Construction Stormwater Permit from the Minnesota Pollution Control Agency (MPCA) prior to commencement of any grading or land-disturbing activities. BE IT FURTHER RESOLVED, the Applicant shall update the existing stormwater pond maintenance agreement between the adjacent property owner and the City of Rogers prior to issuance of any permits. Moved by Councilmember _________________, seconded by Councilmember _________________ The following voted in favor of said resolution: The following voted against the same: The following abstained: Whereupon said resolution was declared duly passed and adopted, and was signed by the Mayor, and attested by the Clerk dated this 9th day of June, 2026. __________________________________ Shannon Klick, Mayor Page 28 of 169 ATTEST: __________________________________________ Stacie Brown, City Clerk Page 29 of 169 Twin City Hose – Building Addition Project Narrative 20615 Commerce Blvd, Rogers, MN 55374 Anderson Project Number: 18438 Twin City Hose is requesting Site Plan Amendment approval for improvements to its existing industrial property in Rogers. The proposed project includes a 9,648 square foot addition to the existing 24,388 square foot building, resulting in a proposed total building area of 34,036 square feet. The addition and site improvements are intended to support the continued growth and operational needs of the business. The building addition is anticipated to utilize materials and construction methods matching the existing facility, including textured and painted precast concrete wall panels, structural steel framing, slab-on-grade construction, and related warehouse/industrial building systems. The intended use of the property will remain consistent with the current use of the site for manufacturing, warehouse storage, and related business functions. In addition to the building expansion, the site plan includes parking lot modifications, utility coordination, landscaping restoration, and stormwater infrastructure upgrades. A new vehicular access point is proposed onto Commerce Boulevard to improve site circulation, traffic flow, and overall functionality. We are adding 14 parking stalls to the existing 39 stalls for a total of 53 stalls, including 3 accessible stalls; to satisfy new job growth needs. This stall count exceeds the minimum number of stalls required (34,036 sq ft x 1/1500 = 23 stalls). The existing regional stormwater pond is also planned to be expanded, along with the addition of a filter bench treatment feature, in order to meet current watershed and City stormwater management requirements. These improvements will help ensure the site complies with modern development standards while supporting future operational needs. The proposed improvements are compatible with surrounding land uses and consistent with the character of the existing commercial and industrial area. The project is an expansion of an established business within an already developed corridor and will maximize the use of existing infrastructure while minimizing impacts to adjacent properties. Building and site improvements will maintain a high-quality appearance, provide safe access and circulation, and enhance the long-term usability of the property. The City should consider and approve this request because the project represents continued reinvestment in an existing Rogers business, supports local employment and economic growth, and improves the site in a manner consistent with the City’s planning and development goals. Approval of the amendment will allow the property to remain a productive, modernized, and well-maintained asset within the community. Brian J. Field P.E. (MN) Senior Civil Engineer 13605 1st Avenue North #100, Plymouth, MN 55441 P 763.412.4000 F 763.412.4090 ae-mn .com Page 30 of 169 SITE PLAN REVIEW DOCUMENTS OWNER ARCHITECT TWIN CITY HOSE, LLC EDWARD FARR ARCHITECTS, INC. 20615 COMMERCE BLVD 7710 GOLDEN TRIANGLE DRIVE FOR ROGERS, MN 55374 EDEN PRAIRIE, MN 55344 SURVEY / ENGINEER 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 TWIN CITY HOSE - NEW ADDITION Plymouth, MN 55441 | ae-mn.com ANDERSON ENGINEERING OF MN, LLC P 763.412.4000 | F 763.412.4090 Anderson E ngineering of Minnesota, LLC ROGERS, MN 13605 1ST AVENUE NORTH, SUITE 100 PLYMOUTH, MN 55441 TWIN CITY HOSE BUILDING ADDITION 20615 COMMERCE BLVD ROGERS MN, 55374 SITE COMMERCE BLVD EDWARD FARR ARCHITECTS, INC. NEW BUILDING ADDITION EXISTING BUILDING FFE = 966.90 FFE = 966.90± EXISTING BUILDING FFE = 966.00± GEORGE WEBER DR WEBER GEORGE 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: BRIAN J. FIELD, PE ROGERS DR SITE SIGNATURE: NOT FOR CONSTRUCTION DATE: 04/28/2026 LICENSE NO. 57224 N N REVISION LOG SITE LOCATION MAP VICINITY MAP NO. DATE DESCRIPTION OF REVISIONS 1 NTS 2 NTS PERMITS & TEST REPORTS APPLICABLE SPECIFICATIONS CONSTRUCTION OBSERVATIONS 1. OWNER WILL SECURE ALL CITY ENTITLEMENTS PRIOR TO CONSTRUCTION 3. ALL TEST RESULTS ARE TO BE SENT TO THE OWNER AND ENGINEER DIRECTLY 1. CITY OF ROSEMOUNT (CITY) STANDARD SPECIFICATIONS AND 1. NOTIFY OWNER, ENGINEER, AND CITY IN WRITING A MINIMUM OF 5 2. CONTRACTOR RESPONSIBLE TO SECURE ALL FEDERAL, STATE, COUNTY AND FROM THE INDEPENDENT TESTING LABORATORY. REQUIREMENTS. BUSINESS DAYS IN ADVANCE OF THE FOLLOWING ACTIVITIES: CITY PERMITS NECESSARY FOR CONSTRUCTION INCLUDING (BUT NOT LIMITED 4. RE-TESTING DUE TO FIELD TEST FAILURE ARE AT NO ADDITIONAL COST TO THE 2. MINNESOTA DEPARTMENT OF TRANSPORTATION (MN/DOT) A. PRE-CONSTRUCTION MEETING TO) THE FOLLOWING: OWNER. STANDARD SPECIFICATIONS FOR CONSTRUCTION LATEST B. UNDERGROUND PIPING AND UTILITIES INSTALLATION A. CITY PERMITS 5. GEOTECHNICAL/CONCRETE TESTING MUST BE COMPLETED BY THE OWNER'S EDITION AND SUPPLEMENTS. C. UTILITY TESTING B. DEMOLITION PERMITS GEOTECHNICALENGINEER/INDEPENDENT TESTING LABORATORY. CONTRACTOR 3. CITY ENGINEERS ASSOCIATION OF MINNESOTA (CEAM) D. STRUCTURES INSTALLATION C. ROW PERMITS IS RESPONSIBLE FOR COORDINATING ALL REQUIRED GEOTECHNICAL TESTS STANDARD SPECIFICATIONS FOR UTILITIES LATEST EDITION. E. SUBGRADE PREPARATION AND TESTING D. MNDOT PERMITS AND INSPECTIONS WITH THE GEOTECHNICAL ENGINEER/INDEPENDENT TESTING 4. APPLICABLE FEDERAL, STATE, AND LOCAL LAWS AND F. BASE INSTALLATION E. NPDES PERMIT LABORATORY. ORDINANCES G. CURB INSTALLATION F. MINNESOTA DEPARTMENT OF HEALTH PERMITS H. PAVEMENT INSTALLATION GENERAL NOTES 1. UNTIL THE REVISION BLOCK INDICATES "ISSUED FOR CONSTRUCTION," THE PLAN 10. THE CONTRACTOR IS TASKED WITH COORDINATING AND MAINTAINING MAIL, 19. BEFORE COMMENCING WORK, THE CONTRACTOR MUST NOTIFY THE OWNER AND SET IS NOT CERTIFIED FOR CONSTRUCTION, AND THE CONTRACTOR ASSUMES GARBAGE, AND RECYCLING SERVICES TO PROPERTIES DURING CONSTRUCTION. ENGINEER IN WRITING OF ANY DISCREPANCIES OR CONFLICTS IN THE CONTRACT ALL RISKS ASSOCIATED WITH BUILDING. 11. RESPONSIBILITY FOR COORDINATING AND MAINTAINING STORMWATER DRAINAGE DOCUMENTS. NO FIELD CHANGES OR DEVIATIONS ARE PERMITTED WITHOUT SITE PLAN REVIEW 2. BASED ON AN EXISTING CONDITIONS SURVEY CONDUCTED BY ANDERSON CONVEYANCE THROUGHOUT CONSTRUCTION, BOTH PIPED AND OVERLAND FLOW, PRIOR WRITTEN APPROVAL FROM THE ENGINEER. FAILURE TO NOTIFY THE ENGINEERING IN NOVEMBER 2025, THE EXISTING CONDITIONS PRESENTED ARE LIES WITH THE CONTRACTOR. OWNER AND ENGINEER OF IDENTIFIABLE CONFLICTS BEFORE INSTALLATION APRIL 28, 2026 SUBJECT TO VARIATION. THE CONTRACTOR MUST VERIFY SITE CONDITIONS AND 12. COORDINATION AND MAINTENANCE OF WATER AND SANITARY FLOW TO AND RELIEVES THE OWNER AND ENGINEER OF ANY OBLIGATION TO PAY FOR A DESIGNED: DRAWN: CHECKED BY: PROMPTLY COMMUNICATE ANY DISPARITIES IN WRITING TO THE ENGINEER. FROM PROPERTIES ARE THE CONTRACTOR'S RESPONSIBILITY. RELATED CHANGE ORDER. BF ER BF 3. UTILITY QUALITY LEVEL C IS APPLIED TO THE SUBSURFACE UTILITY INFORMATION 13. THE CONTRACTOR MUST COORDINATE AND MAINTAIN UTILITY SERVICES TO 20. ONE COPY OF EACH REQUIRED CONSTRUCTION PERMIT AND THE MOST IN THIS PLAN, DETERMINED ACCORDING TO CI/ASCE 38-2 GUIDELINES. THE ADJACENT PROPERTIES AT ALL TIMES. UTILITY SERVICE INTERRUPTION IS CURRENT AND COMPLETE SET OF CONSTRUCTION DOCUMENTS, INCLUDING DRAWING TITLE PRECISE LOCATION AND DEPTH OF SUBSURFACE UTILITIES, INCLUDING GAS, PERMITTED ONLY WITH APPROVAL FROM THE OWNER, CITY, AND ADJACENT PLANS, SPECIFICATIONS, GEOTECHNICAL REPORT, SPECIAL CONDITIONS AND TELEPHONE, FIBER OPTIC, SEWER, WATER, PIPELINES, ELECTRICAL, AND CABLE PROPERTIES. PROVISIONS, ETC., MUST BE AVAILABLE AT THE PROJECT SITE AT ALL TIMES. TV, ARE UNKNOWN, AND THE INFORMATION SHOULD NOT BE RELIED UPON AS 14. COORDINATION WITH UTILITY SERVICES FOR SMALL UTILITY INSTALLATION FALLS 21. FULLY IMPLEMENTING AND ENFORCING SAFE WORK PRACTICES, INCLUDING BUT EXACT OR COMPLETE. UNDER THE CONTRACTOR'S RESPONSIBILITIES. NOT LIMITED TO PERSONNEL MONITORING, USE OF TRENCHING, SHEETING, AND 4. PRIOR TO STARTING WORK, THE CONTRACTOR MUST CONTACT GOPHER STATE 15. UNLESS SHOWN OR NOTED OTHERWISE, CONSTRUCTION LIMITS EXTEND TO THE SHORING, SCAFFOLDING, MATERIALS HANDLING AND DRILLING, OPERATION OF ONE CALL (1-800-252-1166) AT LEAST 48 HOURS IN ADVANCE (EXCLUDING PROPERTY LINE. CONSTRUCTION ACTIVITIES MUST BE RESTRICTED TO EQUIPMENT, AND ENSURING PUBLIC SAFETY DURING WORK PROGRESS, IS THE HOLIDAYS AND WEEKENDS) TO DETERMINE THE LOCATIONS OF UNDERGROUND DESIGNATED AREAS AS INDICATED ON THE PLANS. CONTRACTOR'S RESPONSIBILITY. UTILITIES. 16. PRESERVATION AND PROTECTION OF EXISTING PAVEMENT, SITE FEATURES, 22. PLANNING FOR AND ENSURING PERSONNEL COMPLY WITH OSHA SAFETY AND COVER SHEET 5. PRIVATE UTILITY CONFLICTS SHOULD BE ANTICIPATED BY THE CONTRACTOR IN UTILITIES, TREES, ETC., IS THE CONTRACTOR'S RESPONSIBILITY UNLESS HEALTH STANDARDS (29 CFR 1910) AND GENERAL CONSTRUCTION STANDARDS PROJECT SUBCUT AND TRENCH AREAS. THE CONTRACTOR MUST COORDINATE OTHERWISE INDICATED. (29 CFR 1926) IS PART OF THE CONTRACTOR'S RESPONSIBILITIES. WITH UTILITY OWNERS FOR RELOCATION OR PROTECTION OF EXISTING UTILITIES, 17. THE CONTRACTOR MUST DOCUMENT EXISTING CONDITIONS THROUGH PHOTOS 23. INITIATING, MAINTAINING, AND SUPERVISING SAFETY PRECAUTIONS AND OR INSTALLATION OF NEW UTILITIES, WITH ALL ASSOCIATED COSTS BEING THE OR VIDEOS BEFORE CONSTRUCTION BEGINS. THIS INCLUDES ITEMS DESIGNATED PROGRAMS THROUGHOUT THE WORK PROJECT IS THE CONTRACTOR'S CONTRACTOR'S RESPONSIBILITY AND INCURRED WITH NO ADDITIONAL COST TO TO REMAIN THAT MIGHT BE MISCONSTRUED AS DAMAGE CAUSED BY RESPONSIBILITY. ENSURING THE SAFETY OF EMPLOYEES ON THE PROJECT SITE A1.0 ARCHITECTURAL SITE PLAN THE OWNER. CONSTRUCTION OPERATIONS. ADEQUATELY DETAILED PHOTOGRAPHS OR VIDEO AND OTHER AFFECTED PERSONS AND ORGANIZATIONS IS CRITICAL FOR THE A2.0 FLOOR PLAN DRAWING NO. 6. QUANTITIES ARE APPROXIMATE AND MAY VARY TO ENSURE SUCCESSFUL RECORDINGS, ALONG WITH PLANS AND NOTATIONS, MUST BE SUBMITTED TO THE CONTRACTOR. SAFETY DUTIES AND RESPONSIBILITIES EXTEND UNTIL ALL WORK A3.0 EXTERIOR ELEVATIONS COMPLETION OF THE WORK. ENGINEER AND OWNER BEFORE CONSTRUCTION BEGINS. ANY DAMAGE TO IS COMPLETE, AND THE ENGINEER ISSUES NOTICE THAT THE WORK IS FINISHED. A4.0 RENDERING VIEW 7. COMPLIANCE WITH CITY, COUNTY, STATE, AND FEDERAL (INCLUDING OSHA) EXISTING PAVEMENT, CURBING, STRIPING, OR OTHER SITE FEATURES MUST BE 24. HAZARDOUS MATERIALS, SUCH AS OIL, GASOLINE, PAINT, AND OTHER REGULATIONS AND CODES IS MANDATORY FOR ALL WORK AND MATERIALS. REPLACED BY THE CONTRACTOR TO THE OWNER'S SATISFACTION, AT NO HAZARDOUS SUBSTANCES, MUST BE PROPERLY STORED BY THE CONTRACTOR. L1.0 PHOTOMETRIC PLAN 8. COORDINATION OF WORK WITH OTHER CONTRACTORS OPERATING AT OR NEAR ADDITIONAL COST TO THE OWNER. THIS INCLUDES SECONDARY CONTAINMENTS TO PREVENT SPILLS, LEAKS, OR THE SITE IS THE RESPONSIBILITY OF THE CONTRACTOR. 18. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR TAKING ALL NECESSARY OTHER DISCHARGES. ACCESS TO STORAGE AREAS MUST BE RESTRICTED TO 9. THROUGHOUT CONSTRUCTION, THE CONTRACTOR MUST COORDINATE AND PRECAUTIONS TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING PREVENT VANDALISM. HAZARDOUS WASTE STORAGE AND DISPOSAL MUST C0 MAINTAIN ACCESS TO ADJACENT PROPERTIES. CONSTRUCTION. COMPLY WITH MPCA REGULATIONS. IMMEDIATE REMOVAL OF SPILLS OF FUELS, OILS, OR OTHER CHEMICALS UPON DETECTION IS THE CONTRACTOR'S RESPONSIBILITY. PLOTTED: COMM. NO. ---- 18438 Page 31 of 169 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 Plymouth, MN 55441 | ae-mn.com P 763.412.4000 | F 763.412.4090 Anderson Engineering of Minnesota, LLC TWIN CITY HOSE BUILDING ADDITION 20615 COMMERCE BLVD ROGERS MN, 55374 EDWARD FARR ARCHITECTS, INC. REVISION LOG NO. DATE DESCRIPTION OF REVISIONS SITE PLAN REVIEW APRIL 28, 2026 DESIGNED: DRAWN: CHECKED BY: BF ER BF DRAWING TITLE EXISTING CONDITIONS SURVEY DRAWING NO. C1 PLOTTED: COMM. NO. ---- 18438 Page 32 of 169 N 0 10' 20' KEY NOTES LEGEND 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 Plymouth, MN 55441 | ae-mn.com 1 REMOVE EXISTING CONCRETE CURB AND GUTTER PROPERTY LINE P 763.412.4000 | F 763.412.4090 Anderson E ngineering of Minnesota, LLC CONSTRUCTION LIMITS 2 FULL DEPTH SAWCUT LINE AT REMOVAL LIMITS EXISTING WATERMAIN 3 REMOVE EXISTING BITUMINOUS PAVEMENT. MINIMUM OF EXISTING SANITARY SEWER 2' IN WIDTH WITHIN COMMERCE BLVD. EXISTING STORM SEWER 4 REMOVE AND REINSTALL EXISTING NO PARKING SIGN EXISTING STRM INLET TWIN CITY HOSE 5 REMOVE EXISTING TREE EXISTING SAN/STRM MANHOLE BUILDING EXISTING HYDRANT 6 REMOVE EXISTING 12" RCP STORM PIPE REMOVE UTILITY ADDITION 7 REMOVE EXISTING OUTLET CONTROL STRUCTURE EXISTING CONCRETE 8 REMOVE EXISTING 6" STORM DRAIN REMOVE EXISTING BITUMINOUS PAVEMENT 20615 COMMERCE BLVD 9 PROTECT EXISTING HYDRANT IN PLACE REMOVE CONCRETE C&G ROGERS MN, 55374 10 RELOCATE EXISTING GAS METER. COORDINATE WITH EXISTING FENCE UTILITY OWNER FOR LOCATION. 3 EXISTING UNDERGROUND 2 ELECTRIC 11 EXISTING DRAINAGE & UTILITY EASEMENT TO BE EDWARD FARR MODIFIED. EXISTING UNDERGROUND GAS ARCHITECTS, INC. FULL DEPTH SAWCUT 1 12 REMOVE EXISTING RIP-RAP AT POND OUTLET 1 REMOVE TREE 4 13 REMOVE EXISTING HANDICAP SIGN EXISTING D&U EASEMENT 3 I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR 3 REPORT WAS PREPARED BY ME OR UNDER MY DIRECT 1 SUPERVISION AND THAT I AM A DULY LICENSED 2 PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE 2 DEMOLITION NOTES OF MINNESOTA. PRINT NAME: BRIAN J. FIELD, PE PROPERTY LINE 3 1. THE CONTRACTOR SHALL SALVAGE AND REINSTALL STREET AND TRAFFIC SIGNS IN CONFLICT WITH CONSTRUCTION ACTIVITIES AS INDICATED OR DIRECTED 5 BY THE ENGINEER. ANY DAMAGE TO SIGNS DURING CONSTRUCTION REQUIRES THE CONTRACTOR TO PROVIDE NEW SIGNS AT NO ADDITIONAL COST TO THE OWNER. NOT FOR CONSTRUCTION 2. COORDINATION OF UTILITY REMOVAL WORK MUST BE CARRIED OUT BY THE CONTRACTOR IN CONSULTATION WITH THE APPROPRIATE UTILITY OWNER. SIGNATURE: 9 3. THE CONTRACTOR IS TO SAWCUT FULL DEPTH AT PAVEMENT REMOVAL LIMITS AND AS REQUIRED TO ENSURE A SMOOTH FIT/TRANSITION ALONG MATCHING 04/28/2026 57224 PAVEMENT AREAS. DATE: LICENSE NO. 1 4. CLEARING AND GRUBBING OPERATIONS MUST ADHERE TO THE FOLLOWING GUIDELINES: REVISION LOG 13 10 A. PROTECT ALL TREES AND PLANTS NOT DESIGNATED FOR REMOVAL. B. CONDUCT OPERATIONS TO AVOID DAMAGE TO PROTECTED TREES AND VEGETATION. NO. DATE DESCRIPTION OF REVISIONS C. CUT, REMOVE, AND DISPOSE OF TREES, BRUSH, SHRUBS, WINDFALLS, LOGS, STUMPS, ROOTS, FALLEN TIMBER, AND OTHER VEGETATION. D. DISPOSE OF DEBRIS ACCORDING TO APPLICABLE REGULATIONS. E. NO BURYING OF CLEARED AND GRUBBED WASTE WITHIN THE CONSTRUCTION LIMITS. 5. UNLESS OTHERWISE STATED, THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND DEMOLITION WITHIN ALL AREAS OF PROPOSED IMPROVEMENTS. PROPERTY LINE REMOVAL LIMITS AS INDICATED ON THE DRAWINGS IN ANTICIPATED LOCATIONS. THE CONTRACTOR IS RESPONSIBLE FOR REMOVALS NECESSARY TO CONSTRUCT NEW IMPROVEMENTS AND MEET DESIGN REQUIREMENTS. ALL FACILITIES TO BE REMOVED MUST BE UNDERCUT TO SUITABLE MATERIAL AND BROUGHT TO GRADE WITH SUITABLE FILL MATERIAL, AS PER THE SPECIFICATIONS AND ENGINEER'S DIRECTIVES. 6. THE CONTRACTOR MUST REVIEW FEATURES NOT SPECIFICALLY IDENTIFIED ON THE PLAN TO DETERMINE SALVAGE OR REMOVAL THAT MAY CONFLICT WITH CONSTRUCTION CONSTRUCTION, IN CONSULTATION WITH THE ENGINEER. EXISTING BUILDING LIMITS (TYP) 7. THE CONTRACTOR IS REQUIRED TO OBTAIN PERMITS NECESSARY FOR DEMOLITION, REMOVAL, AND DISPOSAL. 8. MATERIALS REMOVED OR DEMOLISHED BY THE CONTRACTOR BECOME THE PROPERTY OF THE CONTRACTOR UNLESS OTHERWISE STATED. THE FFE = 966.90± CONTRACTOR IS RESPONSIBLE FOR LOADING, HAULING, AND PROPERLY DISPOSING OF MATERIALS IN COMPLIANCE WITH APPLICABLE REGULATIONS. THE SITE MUST BE LEFT IN A CONDITION SATISFACTORY TO THE OWNER AND ENGINEER. 9. THE CONTRACTOR MUST DOCUMENT EXISTING CONDITIONS THROUGH PHOTOS OR VIDEOS BEFORE CONSTRUCTION BEGINS. THIS INCLUDES ITEMS DESIGNATED TO REMAIN THAT MIGHT BE MISCONSTRUED AS DAMAGE CAUSED BY CONSTRUCTION OPERATIONS. ADEQUATELY DETAILED PHOTOGRAPHS OR VIDEO RECORDINGS, ALONG WITH PLANS AND NOTATIONS, MUST BE SUBMITTED TO THE ENGINEER AND OWNER BEFORE CONSTRUCTION BEGINS. ANY DAMAGE TO EXISTING PAVEMENT, CURBING, STRIPING, OR OTHER SITE FEATURES MUST BE REPLACED BY THE CONTRACTOR TO THE OWNER'S 11 SATISFACTION, AT NO ADDITIONAL COST TO THE OWNER. SITE PLAN REVIEW 6 EXISTING BUILDING APRIL 28, 2026 FFE = 966.00± DESIGNED: DRAWN: CHECKED BY: 12 BF ER BF NEW WET POND DRAWING TITLE 11 NWL = 957.50 100 YR HWL = 961.11 BOTTOM = 948.50 6 DEMOLITION PLAN 5 7 8 5 PROPERTY LINE DRAWING NO. 5 CONSTRUCTION LIMITS (TYP) C2 PLOTTED: COMM. NO. ---- 18438 Page 33 of 169 SITE NOTES 1. THE CONTRACTOR, RESPONSIBLE FOR THE WORK'S 6. IMMEDIATELY FOLLOWING PAVEMENT CLEANING, APPLY WITHIN THE SITE MUST MEET SPECIFIC REQUIREMENTS. A. TEST THE CONCRETE AIR CONTENT (ASTM C231), CONCRETE WIDTH) OF CONTROL JOINTS AS CLOSE TO 1:1 AS FEASIBLE, COMPLETION, MUST COORDINATE CONSTRUCTION STAGING, PAVEMENT MARKINGS. A. SITE BITUMINOUS SHALL MEET MNDOT SPEC 2360 AND IN SLUMP (ASTM C143), AIR AND CONCRETE TEMPERATURE, AND AVOIDING AN ASPECT RATIO GREATER THAN 1.5:1. MATCH THE WHETHER ON OR OFFSITE. IN THE EVENT OF AN OFFSITE 7. PAVEMENT MARKING EDGE LINES SHOULD ONLY BE BROKEN AT ACCORDANCE WITH DRAWING SPECIFICATIONS. MAXIMUM 7- AND 28-DAY COMPRESSIVE STRENGTH (ASTM C31, C39, AND EXISTING PATTERN WHERE APPLICABLE. THE MAXIMUM STAGING AREA REQUIREMENT, THE CONTRACTOR MUST INTERSECTIONS WITH PUBLIC ROADS AND PRIVATE ENTRANCES ALLOWABLE BITUMINOUS LIFT THICKNESS SHALL NOT BE C172). WHERE APPLICABLE, CONDUCT TESTS IN ACCORDANCE SPACING FOR CONTROL JOINTS SHOULD BE 24 TIMES THE IDENTIFY, SECURE, AND COVER THE COST OF SAID AREA, WITH CONTROLLED BY A YIELD SIGN, STOP SIGN, OR TRAFFIC SIGNAL. GREATER THAN 3 INCHES. PLACE TACK COAT BETWEEN EACH WITH THE MN/DOT SCHEDULE OF MATERIALS CONTROL. SLAB THICKNESS, UP TO A MAXIMUM OF 12 FEET NO ADDITIONAL EXPENSE TO THE OWNER. PRIOR TO INITIATING THE BREAK POINT IS TO BE AT THE START OF THE LIFT AT A RATE SPECIFIED ON DRAWING DETAILS. B. ENSURE THAT ALL BITUMINOUS PAVEMENT DENSITY ADHERES ADDITIONALLY, JOINT INTERSECTION ANGLES LESS THAN 60 WORK, SUBMIT A STAGING PLAN FOR REVIEW BY THE ENGINEER. INTERSECTION'S RADIUS OR AT MARKED STOP LINES. B. CONCRETE WALKS TO CONFORM TO MNDOT SPEC 2461 TO MN/DOT SPEC 2360.3.D.2 USING THE ORDINARY DEGREES ARE NOT ALLOWED, AND PANEL WIDTHS LESS THAN 2. BEFORE CONSTRUCTION, BOTH THE CONTRACTOR AND 8. WHEN CONNECTING TO EXISTING ROADWAYS/PAVEMENT C. CONCRETE CURB AND GUTTER TO CONFORM TO MNDOT SPEC COMPACTION METHOD. THE CONTRACTOR IS RESPONSIBLE 6 INCHES AT ANY POINT ARE PROHIBITED. JOINTING MUST SURVEYOR MUST FIELD-VERIFY THE BUILDING SECTIONS AT THE TERMINI OF PROPOSED NEW CONSTRUCTION, 2461 FOR ESTABLISHING A ROLL PATTERN FOR EACH COURSE OF ACCOMMODATE IN-PAVEMENT STRUCTURES THROUGH FOOTPRINT/OUTLINE AND OUTERMOST EXTRUSIONS TO EXAMINE CUT VERTICALLY TO THE BOTTOM OF THE IN-PLACE SURFACING D. COCRETE ISOLATION/EXPANSION JOINT MATERIAL: MNDOT PAVING DAILY. JOINTING AND BOXOUTS. THE CONTRACTOR IS REQUIRED TO POTENTIAL CONFLICTS WITH ADJACENT WORK, EXISTING SITE OR TO THE BOTTOM OF THE NEW SURFACING DESIGN, SPEC 3702, TYPE D-1 OR TYPE D-2. PROVIDE CAULKING/JOINT C. CONDUCT A TEST ROLL OF THE SUBGRADE AND AGGREGATE SUBMIT A JOINTING PLAN FOR ENGINEER ACCEPTANCE. FEATURES, PROPERTY LINES, SETBACKS, ETC. WHICHEVER IS DEEPER, THEN AT A 1V:20H TAPER TO THE SEALANT AND BACKER ROD AS RECOMMENDED BY JOINT BASE FOLLOWING MN/DOT SPECS 2211 FOR AGGREGATE BASE B. EXPANSION JOINTS - EXPANSION/ISOLATION JOINTS MUST BE 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 3. REFER TO ARCHITECTURAL, STRUCTURAL, LANDSCAPE, AND MEP BOTTOM OF THE RECOMMENDED SUBGRADE EXCAVATION. MANUFACTURER. AND 2111 FOR TESTING ROLLING. THE TEST ROLL MUST BE PROVIDED AT VARIOUS LOCATIONS, INCLUDING THOSE WHERE Plymouth, MN 55441 | ae-mn.com PLANS FOR PRECISE DETAILS ON THE LOCATIONS AND 9. THE CONTRACTOR MUST HAVE A MINIMUM OF TWO INDIVIDUALS E. CONCRETE CURING MATERIAL TO CONFORM TO MNDOT SPEC WITNESSED BY THE ENGINEER OR GEOTECHNICAL ENGINEER. ABRUPT CHANGES IN DIRECTION OCCUR, WHERE CHANGES IN P 763.412.4000 | F 763.412.4090 DIMENSIONS OF BUILDINGS, VESTIBULES, STOOPS, OVERHANGS, WITH CURRENT ACI CONCRETE FLATWORK TECHNICIAN OR 3754. CONCRETE SEALER TO BE SILOXA-TIK 8500, ARMOR 11. TOLERANCES: WIDTH TAKE PLACE, WHERE ADJOINING EXISTING CONCRETE Anderson E ngineering of Minnesota, LLC COLUMNS, RAMPS, SIDEWALKS, TRASH ENCLOSURES, TRAFFIC FLATWORK FINISHER CERTIFICATION, AND AT LEAST ONE OF SX5000, OR APPROVED EQUAL AND TO BE APPLIED PER A. ENSURE THAT BITUMINOUS PAVEMENT LINE, GRADE, AND IS PRESENT, AT LOCATIONS ABUTTING THE BUILDING AND GATES, MONUMENT SIGNS, LANDSCAPING, PLANTINGS, TREES, THEM MUST BE PRESENT ONSITE FOR ALL CONCRETE POURS. MANUFACTURER INSTRUCTIONS. THICKNESS CONFORM TO MN/DOT SPEC 2360.3.E OTHER SITE FEATURES SUCH AS RAMPS, STAIRS, LANDINGS, SITE LIGHTING, EXTERIOR ELECTRICAL ELEMENTS, BACKFLOW 10. TAKE MEASURES TO PROTECT CONCRETE PAVING FROM F. CONCRETE PLACING, FINISHING, CURING, AND PROTECTION B. CONCRETE PAVEMENT TO CONFORM TO MNDOT SPEC CONCRETE APRONS, ARCHITECTURAL AND LANDSCAPE PREVENTERS, AND BUILDING UTILITY ENTRANCE LOCATIONS. DAMAGE, EXCLUDING TRAFFIC FROM PAVING FOR A MINIMUM OF TO CONFORM TO MNDOT SPEC 2461, 2521, AND 2531 AND 2521.3.D.3 FEATURES, ETC., AND AT LOCATIONS WITH CHANGES IN 4. DIMENSIONS ARE REFERENCED TO THE FACE OF THE CURB 14 DAYS AFTER PLACEMENT. REPAIR OR REPLACE STAINED APPLICABLE ACI STANDARDS. C. CONCRETE CURB AND GUTTER TO CONFORM TO MNDOT SPEC DEPTH, INCLUDING PAVEMENT ADJACENT TO THE CURB. UNLESS OTHERWISE SPECIFIED. CONCRETE TO THE SATISFACTION OF THE OWNER AT NO COST G. AGGREGATE BASE TO CONFROM TO MNDOT SPEC 3138, 2531.3 13. INSTALL A MINIMUM 6-INCH CLASS 5 AGGREGATE BASE UNDER 5. THE PAVEMENT SURFACE IS TO BE CLEANED AS DIRECTED BY TO THE OWNER. CLASS 5 AGGREGATE BASE, 100% GRUSHED VIRGIN D. PAVEMENT MARKINGS TO CONFORM TO MNDOT SPEC 2582.3.C CURB AND GUTTER AS DETAILED. THE CITY, COUNTY, MN/DOT, OR ENGINEER JUST BEFORE THE 11. CONSTRUCTION AND MATERIALS WITHIN THE PUBLIC AGGREGATE OR APPROVED EQUAL. 12. CONTRACTOR SHALL PROVIDED CONCRETE JOINTS TO MATCH TWIN CITY HOSE APPLICATION OF PAVEMENT MARKINGS. CLEANING SHOULD RIGHT-OF-WAY MUST ADHERE TO CITY, COUNTY, AND MN/DOT H. PAVEMENT MARKINGS TO CONFORM TO MNDOT SPEC 2582. EXISTING ADJACENT WORK AND AS FOLLOWS: INVOLVE BRUSHING WITH A NON-METALLIC ROTARY BROOM OR SPECIFICATIONS AND STANDARDS. MN/DOT SPECIFICATIONS AND ALLOW NEW PAVEMENT TO CURE FOR A MINIMUM OF 14 DAYS A. CONTROL JOINTS - MAINTAIN AN ASPECT RATIO (LENGTH TO AS RECOMMENDED BY THE MATERIAL MANUFACTURER AND STANDARDS APPLY IF NOT COVERED BY LOCAL OR COUNTY MINIMUM PRIOR TO APPLYING PAVEMENT MARKINGS. BUILDING ACCEPTED BY THE CITY, COUNTY, MN/DOT, OR ENGINEER REGULATIONS. PAVING, PAVEMENT MARKINGS, AND SIGNAGE 10. IMPLEMENT FIELD QUALITY CONTROL MEASURES. (INCIDENTAL). N ADDITION 20615 COMMERCE BLVD 0 30' 60' ROGERS MN, 55374 3 R12.5 KEY NOTES LEGEND EDWARD FARR R24.0 20.0 ARCHITECTS, INC. 10 BLDG SB 1 INSTALL NEW B612 CONCRETE CURB & GUTTER PROPERTY LIMITS PROPOSED D&U EASEMENT 1 2 2 NEW CONCRETE VALLEY GUTTER 24 PROPOSED BITUMINOUS PVMT 18 6 16 1 3 NEW CONCRETE ACCESS APRON PROPOSED CONCRETE PVMT 9 4 NEW CONCRETE SIDE WALK PROPOSED B612 CONCRETE C&G I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR 8 11 R5.0 R5.0 R3.3 REPORT WAS PREPARED BY ME OR UNDER MY DIRECT R4.0 4 BUILDING SETBACK LINE SUPERVISION AND THAT I AM A DULY LICENSED 7 25.7 R4.0 5 NEW CONCRETE STOOP. SEE ARCHITECTURE FOR MORE PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE R4.4 R4.0 7 1 1 INFORMATION. EXISTING DRAINAGE & UTILITY ESMT. OF MINNESOTA. SWALE 18 9 4 9 PARKING COUNT PRINT NAME: BRIAN J. FIELD, PE 10 9 CENTER 6 4' CURB CUT WITH NEW RIP-RAP 10.0 LINE BLDG SB 7 NEW BITUMINOUS PAVEMENT SITE DATA SIGNATURE: NOT FOR CONSTRUCTION 4 4 DATE: 04/28/2026 LICENSE NO. 57224 5 8 NEW RIP-RAP AT PIPE OUTLET 5.5 ADDRESS: 20615 COMMERCE BLVD, 10 ROGERS, MN 55374 9 NEW RIP-RAP AT OVERFLOW LOCATIONS REVISION LOG PID: 2412023230009 NO. DATE DESCRIPTION OF REVISIONS 10 NEW HANDICAP SIGN LEGAL LOT 1, BLOCK 2, ROGERS INDUSTRIAL PARK 11 NEW HANDICAP STRIPING DESCRIPTION: HENNEPIN COUNTY, MINNESOTA NEW FILTER BASIN 100 YR HWL = 961.11 EXISTING ZONE: RC - REGIONAL EMPLOYMENT CENTER NEW BUILDING BOTTOM = 959.40 PROPOSED ZONE: RC - REGIONAL EMPLOYMENT CENTER ADDITION 133.9 EXISTING BUILDING FFE = 966.90 8 PROPERTY SIZE: 130,673 SF (3.00 Ac) FFE = 966.90± TOTAL DISTURBED AREA: 56,355 SF (1.29 Ac) PROPOSED D&U ESMT. BUILDING SETBACKS FRONT: 20' 72.0 REAR: 20' SIDE: 10' 9 PARKING REQUIREMENTS 8 SITE PLAN REVIEW EXISTING BUILDING TYPICAL STALL SIZE = 9' X 18' APRIL 28, 2026 10.0 FFE = 966.00± MINIMUM DRIVE AISLE = 24' NEW WET POND BLDG SB DESIGNED: DRAWN: CHECKED BY: NWL = 957.50 SEE ARCHITECTURE FOR PARKING CALCS BF ER BF 100 YR HWL = 961.11 BOTTOM = 948.50 PARKING SHOWN: 56 SPACES DRAWING TITLE EX. D&U NWL OF ESMT BOTTOM OF WET POND WET POND LOT AREA SUMMARY EX. D&U ESMT EXISTING IMPERVIOUS = 50,596 SF (1.16 AC) 20.0 CIVIL SITE PLAN BLDG SB PROPOSED = 65,814 SF (1.51 AC) IMPERVIOUS 9 TOTAL LOT COVERAGE = 50.30 % PROPERTY LINE DRAWING NO. C3 PLOTTED: COMM. NO. ---- 18438 Page 34 of 169 GRADING NOTES FILTRATION BASIN NOTES 1. THE CONTRACTOR MUST CONSTRUCT/GRADE SIDEWALKS AND ACCESSIBLE ROUTES, INCLUDING OFFSITE IN ACCORDANCE WITH APPLICABLE LAWS. 1. CONSTRUCTION STAGING SHOULD BE EXECUTED THOUGHTFULLY TO MINIMIZE SOIL CROSSING DRIVEWAYS, IN ACCORDANCE WITH CURRENT ADA STATE AND NATIONAL STANDARDS. 10. GRADING DISCREPANCIES IN EXISTING OR PROPOSED GRADES MUST BE REPORTED IN WRITING TO THE COMPACTION WITHIN THE FILTRATION AREA. FINAL GRADING OF THE BASIN SYSTEM MUST BE IMMEDIATE WRITTEN NOTIFICATION TO THE ENGINEER IS REQUIRED IF ADA CRITERIA CANNOT BE MET ENGINEER BEFORE PLACING PAVEMENT. THE CONTRACTOR SHOULD OBSERVE PAVEMENT AREAS FOR CONDUCTED USING LOW-IMPACT (WIDE-TRACKED) EARTHMOVING EQUIPMENT TO PREVENT AT ANY LOCATION. EVIDENCE OF PONDING BEFORE PLACEMENT TO ENSURE ADEQUATE DRAINAGE. COMPACTION. 2. IMPORTED SUITABLE FILL MATERIAL NEEDED MUST BE APPROVED BY THE GEOTECHNICAL ENGINEER 11. EXISTING SPOT ELEVATIONS AT MATCH POINTS ARE BASED ON SITE SURVEY DATA. THE CONTRACTOR 2. FINAL GRADING OF THE BASIN SHOULD BE CARRIED OUT TO PREVENT COMPACTION. BEFORE BRINGING IT ON THE SITE. IS RESPONSIBLE FOR VERIFYING CONNECTION POINTS BEFORE INSTALLATION OF IMPROVEMENTS AND EXCAVATION, IF NECESSARY WITHIN THE FILTRATION FOOTPRINT, SHOULD ONLY BE PERFORMED N 3. THE CONTRACTOR MUST COORDINATE REQUIRED SOIL TESTS AND INSPECTIONS WITH THE MUST NOTIFY THE ENGINEER IN WRITING OF ANY FIELD DISCREPANCIES. THE CONTRACTOR IS USING LOW GROUND PRESSURE TRACKED EQUIPMENT. RUBBER TIRE EQUIPMENT IS PROHIBITED GEOTECHNICAL ENGINEER. RESPONSIBLE FOR REWORK OF ANY DISCREPANCIES THAT ARE NOT COMMUNICATED TO THE WITHIN THE FILTRATION AREA. 4. THE CONTRACTOR IS RESPONSIBLE FOR EXCAVATING AND DISPOSING OF UNSUITABLE OR ENGINEER IN WRITING AT NO ADDITIONAL COST TO THE OWNER. 3. CONSTRUCTION STAGING AND THE INSTALLATION OF EROSION CONTROL MEASURES ARE CONTAMINATED SOILS DISCOVERED ONSITE IN ACCORDANCE WITH APPLICABLE REGULATIONS AND AS 12. THE PROPOSED CONTOURS PERTAIN TO THE FINISHED SURFACE GRADE, UNLESS OTHERWISE CRUCIAL TO PREVENT SEDIMENT AND TOPSOIL FROM ENTERING THE INFILTRATION AREA. IN THE DIRECTED BY THE GEOTECHNICAL ENGINEER. INDICATED. EVENT OF SEDIMENT INTRODUCTION, THE CONTRACTOR MUST PROMPTLY REMOVE THE 5. EXISTING TOPSOIL ON-SITE VARIES IN DEPTH. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING 13. THE CONTRACTOR IS RESPONSIBLE FOR MEETING GRADING/COMPACTION REQUIREMENTS OUTLINED IN MATERIAL BEFORE PROCEEDING WITH CONSTRUCTION. 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 SURFACE VEGETATION, TOPSOIL, AND OTHER UNSUITABLE MATERIAL FROM IMPERVIOUS AREAS AND THE GEOTECHNICAL REPORT AND SPECIFICATIONS FOR THE PROJECT. 4. THE CONTRACTOR IS REQUIRED TO MANAGE CONSTRUCTION ACTIVITIES AND IMPLEMENT OTHER DESIGNATED AREAS BEFORE PLACING SUITABLE FILL MATERIAL, AS DIRECTED BY THE 14. IMPORTED SUITABLE FILL MATERIAL MUST BE APPROVED BY THE GEOTECHNICAL ENGINEER BEFORE NECESSARY EROSION CONTROL MEASURES TO PREVENT SEDIMENT FROM WASHING INTO THE Plymouth, MN 55441 | ae-mn.com GEOTECHNICAL ENGINEER. BRINGING IT ON THE SITE. FILTRATION BASIN. 0 30' 60' P 763.412.4000 | F 763.412.4090 6. EXCAVATE, COMPACT EMBANKMENT/SUITABLE FILL, AND BACKFILL IN ACCORDANCE WITH MN/DOT 15. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING DEWATERING MEASURES AS REQUIRED OR AS 5. THE CONTRACTOR MUST PREVENT CONTAMINATION OF FILTRATION BASIN SOILS WITH Anderson E ngineering of Minnesota, LLC SPEC 2106 SPECIFIED DENSITY METHOD. THE CONTRACTOR MUST MEET MOISTURE CONTENT/CONTROL DIRECTED BY THE GEOTECHNICAL ENGINEER AT NO ADDITIONAL COST TO THE OWNER. SEDIMENT, IN-SITU, OR TOPSOIL DURING AND AFTER INSTALLATION. MATERIALS MUST BE REQUIREMENTS IN ACCORDANCE WITH MN/DOT 2106 AND SITE TESTING REQUIREMENTS. 16. COMPACTION TESTING SHALL FOLLOW THE FREQUENCY OUTLINED IN THE GEOTECHNICAL REPORT OR SEGREGATED, AND INSTALLATION UNDER DRY SOIL CONDITIONS IS CRUCIAL TO PREVENT 7. ONSITE EMBANKMENT MATERIAL FREE OF ORGANIC SOIL AND DEBRIS MAY BE CONSIDERED FOR REUSE MNDOT SCHEDULE OF MATERIALS CONTROL. WHERE NO FREQUENCY IS PROVIDED, CONSULT THE SMEARING AND COMPACTION. AS SUITABLE FILL MATERIAL IN PERVIOUS AREAS BUT MUST BE APPROVED BY THE GEOTECHNICAL ENGINEER FOR MINIMUM REQUIREMENTS. 6. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING FILTRATION SYSTEMS OFFLINE BY ENGINEER. 17. GRADING ELEVATIONS SHALL CONFORM TO MNDOT SPEC 2106.3.I. RESTRICTING STORMWATER INFLOW TO THE BASIN AS NECESSARY UNTIL VEGETATION IS LEGEND 8. THE CONTRACTOR SHOULD PROMPTLY BACKFILL SUBGRADE AND TRENCH EXCAVATIONS AFTER ESTABLISHED IN THE CELL(S), AND UP-GRADIENT AREAS ARE FULLY STABILIZED, WITH EXCAVATION. IMPERVIOUS SURFACES CLEARED OF CONSTRUCTION SEDIMENT. PROPERTY LIMITS 9. THE CONTRACTOR IS RESPONSIBLE FOR QUANTIFYING SOIL IMPORT OR EXPORT AND CONDUCTING 7. UPON THE FINAL COMPLETION OF CONSTRUCTION, THE CONTRACTOR MUST ENSURE THAT THE TWIN CITY HOSE THEIR OWN QUANTITY TAKEOFFS FROM THE DRAWINGS. ADDITIONAL ON-SITE EXCAVATION OR FILTRATION BASIN IS FREE AND CLEAR OF SEDIMENT. CONSTRUCTION LIMITS OFF-SITE IMPORT MAY BE NECESSARY TO ACHIEVE FINAL GRADES, AND THE CONTRACTOR MUST 8. EXCAVATION OF THE INFILTRATION BASIN IS NOT ALLOWED UNTIL CONTRIBUTING DRAINAGE COORDINATE THESE ACTIONS WITH THE OWNER AND ENGINEER. THE SUITABILITY OF OFFSITE IMPORT AREAS WITH EXPOSED SOIL ARE STABILIZED, AND BITUMINOUS BASE COURSE IS INSTALLED ON 958 EXISTING MINOR CONTOUR BUILDING MATERIAL MUST BE VERIFIED BY THE GEOTECHNICAL ENGINEER. ANY EXCESS MATERIAL, UNLESS CONTRIBUTING PAVEMENT AREAS. UPLAND DRAINAGE AREAS MUST BE DIVERTED TO PREVENT NOTED OTHERWISE, BELONGS TO THE CONTRACTOR AND SHOULD BE MOVED AND DISPOSED OF RUNOFF FROM ENTERING THE EXCAVATED CELL, AND THE FILTRATION CELL SHOULD NOT BE 960 EXISTING MAJOR CONTOUR USED AS TEMPORARY SEDIMENT BASINS. ADDITION 958 PROPOSED MINOR CONTOUR 960 PROPOSED MAJOR CONTOUR EXISTING SPOT ELEVATION 20615 COMMERCE BLVD DRAINAGE ARROW ROGERS MN, 55374 PROPOSED CONCRETE C&G FL 961.75± FL 961.61± G 961.85± G 961.50± EDWARD FARR SPOT ELEVATION KEY 962 ARCHITECTS, INC. G 962.24 ± EXISTING GRADE 963 964 G 962.92 HP 963.40± G GUTTER FLOW LINE 963 EOF 961.81± 2.0% TC TOP OF CURB 5.0% FL 962.70 963 HP HIGH POINT ELEVATION 2.0% G 964.20 I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR 2.0% R RIM ELEVATION REPORT WAS PREPARED BY ME OR UNDER MY DIRECT FL 963.18 2.0% SWALE ℄ G 965.47± G 963.66 SUPERVISION AND THAT I AM A DULY LICENSED 963 964 5.0% 965.43± SEE DETAIL 2/C4 EOF EMERGENCY OVERFLOW ELEVATION PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE 965.46± 4.5% OF MINNESOTA. 2.0% G 963.92 FFE FINISHED FLOOR ELEVATION 965 G 965.91 964 PRINT NAME: BRIAN J. FIELD, PE FL 963.75 FL 963.18 966 1 FL FLOW LINE 965.52 G 965.83 966.17± G 965.68 SIGNATURE: NOT FOR CONSTRUCTION 966.17± 965 4.5% KEY NOTES 962 G 965.91 5.0% 966.92 FL 961.50 DATE: 04/28/2026 LICENSE NO. 57224 966.60 966.94± 1 TIP SIDEWALK AWAY FROM BUILDING 2% MIN. FFE 967.00 G 966.30 G 964.94 REVISION LOG 966 G 965.66 2 INVERT OF EXISTING 18" RCP TO REMAIN IN PLACE SEE DETAIL 1/C4 3 NO. DATE DESCRIPTION OF REVISIONS 965.50 BERM 960 NEW FILTER BASIN 3 NEW DRAINAGE AND UTILITY EASEMENT 100 YR HWL = 961.11 966.24 961 BOTTOM = 959.40 G 966.31± 965.52 963 5.0% 962 966.92 963 966.60 NEW BUILDING BOT: 959.40 966.94± ADDITION 964 FFE 967.00 EXISTING BUILDING FFE = 966.90 965 I 962.00 FFE = 966.90± 1 PARKING ADDITION GRADING ENLARGEMENT 965.50 C4 EOF 960.90 SCALE: 1" = 20' 965.50 963.50 966.33± 965.50 963.24± 966 965 964 963 957 962 958 EOF 961.00± 959 3:1 961 960 956 SITE PLAN REVIEW 2 EXISTING BUILDING I 962.00 955 APRIL 28, 2026 954 FFE = 966.00± 953 958 NEW WET POND DESIGNED: DRAWN: CHECKED BY: 957 964.92± 952 955 NWL = 957.50 964.90 BF ER BF 958 957 962 960 951 100 YR HWL = 961.11 950 950 BOTTOM = 948.50 964.82± DRAWING TITLE 949 I 952.00 EX DRAINAGE EASEMENT 0.3% BOT: 0.3% 964.84± 950 948.50± 949 955 950 964.86 957 960.54± 958 951 960 952 964.84 953 964.91± 954 964.83± GRADING & 960.73± 955 956 NWL: 957 0.3% 0.3% 963 DRAINAGE PLAN 957.50 963 964.98± 964.85 958 962 959 960 2.0% 2.0% 961 962 964.93± 965.02± DRAWING NO. EOF 961.80 R 962.12 HP 963.30 2 ISLAND GRADING ENLARGEMENT C4 SCALE: 1" = 10' C4 PLOTTED: COMM. NO. ---- 18438 Page 35 of 169 LEGEND PROPERTY LIMITS CONSTRUCTION LIMITS 959 EXISTING MINOR CONTOUR 960 EXISTING MAJOR CONTOUR 959 PROPOSED MINOR CONTOUR N 960 PROPOSED MAJOR CONTOUR 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 EXISTING SPOT ELEVATION Plymouth, MN 55441 | ae-mn.com DRAINAGE ARROW P 763.412.4000 | F 763.412.4090 Anderson E ngineering of Minnesota, LLC SILT FENCE 0 30' 60' INLET PROTECTION CONSTRUCTION ENTRANCE BIO ROLL EROSION CONTROL BLANKET TWIN CITY HOSE BUILDING KEY NOTES ADDITION 1 INSTALL AND MAINTAIN SILTFENCE PERIMETER SEDIMENT PROTECTION IN TURF AREAS. COMMERCE BOULEVARD USE BIO-ROLLS AS NEED IN PAVED AREA PER MNDOT SPEC 3885. CONC VALLEY GUTTER WITH CURB CUT 2 INSTALL AND MAINTAIN INLET SEDIMENT PROTECTION. 20615 COMMERCE BLVD 1 3 INSTALL TEMP ROCK ENTRANCE OR HARD SURFACE ASPHALT/CONCRETE AT ROGERS MN, 55374 CONSTRUCTION INGRESS & EGRESS LOCATION PRIOR TO EXCAVATION. MAINTAIN THROUGHOUT THE ENTIRE CONSTRUCTION PROCESS. 4 AREAS WITH SLOPES STEEPER THAN 4:1 TO HAVE EROSION CONTROL BLANKET AND SEED INSTALLED. EROSION CONTROL BLANKET TO BE CATEGORY 3 OR 3N PER MNDOT SPEC 3885. EDWARD FARR 3 ARCHITECTS, INC. 964 EROSION CONTROL NOTES 965 1. GRADING CONTRACTORS SHALL VERIFY LOCATIONS AND ELEVATIONS OF ALL UNDERGROUND UTILITIES WITH THE RESPECTIVE UTILITY COMPANIES PRIOR TO CONSTRUCTION. 2. ALL EROSION CONTROL MEASURES CALLED FOR ON THESE PLANS AND SPECIFICATIONS, WHICH MAY INCLUDE SILT FENCE, SEDIMENTATION 966 BASINS OR TEMPORARY SEDIMENT TRAPS, SHALL BE CONSTRUCTED AND SERVICEABLE IN THE FOLLOWING ORDER: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT A. ROCK CONSTRUCTION ENTRANCES A MINIMUM OF 50 FEET SUPERVISION AND THAT I AM A DULY LICENSED B. SILT FENCE C. TEMPORARY CULVERTS PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE D. TEMPORARY SEDIMENTATION BASINS AND OUTFALL FACILITIES OF MINNESOTA. E. STORMWATER POND CONSTRUCTION F. COMMON EXCAVATION AND EMBANKMENT (GRADING) G. SEED AND MULCH OR SOD PRINT NAME: BRIAN J. FIELD, PE H. BIO-ROLL BARRIERS IN FINISHED GRADED AREAS I. INLET AND OUTLET FACILITIES SUBSEQUENT TO STORM SEWER WORK 1 3. GRADING CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY AND NPDES PHASE II PERMITTING REQUIREMENTS AS WELL AS EROSION CONTROL MEASURES AS MAY BE SHOWN ON THESE PLANS OR SPECIFICATIONS. GRADING SIGNATURE: NOT FOR CONSTRUCTION CONTRACTOR SHALL IMPLEMENT ANY ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED TO PROTECT ADJACENT PROPERTY. 4. ALL EROSION CONTROL FACILITIES SHALL BE MAINTAINED BY THE CONTRACTOR DURING GRADING OPERATIONS. ANY TEMPORARY FACILITIES DATE: 04/28/2026 LICENSE NO. 57224 WHICH ARE TO BE REMOVED AS CALLED FOR ON THESE PLANS AND SPECIFICATIONS SHALL BE REMOVED BY THE GRADING CONTRACTOR WHEN DIRECTED BY THE ENGINEER. THE GRADING CONTRACTOR SHALL RESTORE THE SUBSEQUENTLY DISTURBED AREA IN ACCORDANCE 960 WITH THESE PLANS AND SPECIFICATIONS. REVISION LOG 5. THE GRADING CONTRACTOR SHALL SCHEDULE THE SOILS ENGINEER SO THAT CERTIFICATION OF ALL CONTROLLED FILLS WILL BE FURNISHED TO THE OWNER DURING AND UPON COMPLETION OF THE PROJECT. NO. DATE DESCRIPTION OF REVISIONS NEW BUILDING 965 6. ALL DISTURBED AREAS, EXCEPT AREAS TO BE PAVED AND/OR SPECIFICALLY DESIGNED BY A LANDSCAPE PLAN, SHALL BE COVERED WITH A MINIMUM 6" OF TOP SOIL OR AS INDICATED IN SPECIFICATIONS OR LANDSCAPING PLAN. ALL DISTURBED AREAS SHALL BE SEEDED & MULCHED ADDITION EX 100-YR HWL: 961.82 AT THE PRESCRIBED RATES WITHIN 72 HOURS OF FINAL GRADING UNLESS OTHERWISE NOTED. FFE = 966.90 EXISTING BUILDING SEED MIX: MNDOT - MESIC INSLOPE 59# / ACRE MULCH: TYPE 1 2 TONS / ACRE (DISK ANCHORED) FFE = 966.90± FERTILIZER: TYPE 3 22-5-10 350# / ACRE NEW 100-YR HWL: 961.11 ALL EXPOSED SOIL AREAS WITH A CONTINUOUS POSITIVE SLOPE WITHIN 200 LINEAL FEET OF ANY SURFACE WATER, MUST HAVE TEMPORARY EROSION PROTECTION OR PERMANENT COVER FOR THE EXPOSED SOIL AREAS YEAR ROUND, ACCORDING TO THE FOLLOWING TABLE OF SLOPES AND TIME FRAMES: TYPE OF SLOPE TIME (Maximum time an area can remain open when the area is not actively being worked) STEEPER THAN 3:1 7 DAYS 10:1 TO 3:1 4 DAYS FLATTER THAN 10:1 7 DAYS 7. THE EXISTING TOPOGRAPHY AND CONTOUR ELEVATIONS SHOWN ON THE PLAN WERE TAKEN FROM A PLAN FURNISHED BY OWNER. 8. CONTRACTORS GRADING AND EROSION CONTROL OPERATIONS SHALL TAKE PLACE WITHIN THE CONSTRUCTION LIMITS. 9. IT IS REQUIRED THAT SOILS TRACKED FROM THE SITE BY MOTOR VEHICLES BE CLEANED DAILY FROM PAVED ROADWAY SURFACES 965 THROUGHOUT THE DURATION OF CONSTRUCTION. 2 10. PROVIDE TEMPORARY SEDIMENTATION BASINS AS DIRECTED BY THE ENGINEER. 960 11. ALL REQUIREMENTS OF THE LOCAL WATERSHED DISTRICT SHALL BE SATISFIED PER THE APPROVED PERMIT. EXISTING BUILDING 12. ALL EROSION & SEDIMENT CONTROL MEASURES SHOWN ON THIS PLAN AND IMPLEMENTED IN THE FIELD AS DIRECTED BY THE ENGINEER FFE = 966.00± SHALL CONFORM TO THE MPCA'S "PROTECTING WATER QUALITY IN URBAN AREAS: BEST MANAGEMENT PRACTICES FOR MINNESOTA". 13. DEWATERING AND / OR BASIN DRAINING DISCHARGE SHALL BE DIRECTED TO SEDIMENTATION BASINS WHEREVER POSSIBLE. ALL DISCHARGE POINTS SHALL BE ADEQUATELY PROTECTED FROM EROSION & SCOUR THROUGH USE OF APPROVED ENERGY DISSIPATION DEVICES. 955 4 14. ALL SOLID WASTE / CONSTRUCTION DEBRIS SHALL BE DISPOSED OF IN ACCORDANCE WITH MPCA REQUIREMENTS. HAZARDOUS MATERIALS SHALL BE STORED / DISPOSED OF IN COMPLIANCE WITH MPCA REGULATIONS. SITE PLAN REVIEW 15. CONTRACTOR SHALL USE RAPID STABILIZATION METHODS PER MNDOT 2575 AS NEEDED DURING THE COURSE OF THE WORK TO MAINTAIN CONFORMANCE WITH THE CITY AND NPDES II PERMIT REQUIREMENTS. THIS WORK SHALL CONSIST OF OPERATIONS NECESSARY TO RAPIDLY STABILIZE SMALL CRITICAL AREA, TO PREVENT OFF SITE SEDIMENTATION AND / OR TO COMPLY WITH PERMIT REQUIREMENTS. THE WORK MAY APRIL 28, 2026 BE PERFORMED AT ANY TIME DURING THE CONTRACT AND DURING NORMAL WORKING HOURS. THIS WORK WILL BE CONDUCTED ON SMALL AREAS THAT MAY OR MAY NOT BE ACCESSIBLE WITH NORMAL EQUIPMENT. THIS WORK SHALL BE DONE IN ACCORDANCE WITH THE APPLICABLE MNDOT STANDARDS SPECIFICATIONS, THE DETAILS SHOWN IN THE PLANS, AND THE FOLLOWING: DESIGNED: DRAWN: CHECKED BY: BOT: BF ER BF THERE ARE FIVE STABILIZATION METHODS APPROVED FOR THESE OPERATIONS. THESE METHODS MAY BE CONDUCTED INDEPENDENTLY OR IN 948.50± COMBINATION. EX 100-YR HWL: 961.82 950 METHOD RAPID STABILIZATION DRAWING TITLE 1 1 TYPE 1 MULCH WITH DISC ANCHORING 2 TYPE 3 MULCH WITH TYPE HYDRAULIC MULCH 3 TYPE HYDRAULIC MULCH WITH SEED MIXTURE 22-11 1 4 955 4 CATEGORY 3 EROSION CONTROL BLANKET WITH SEED MIXTURE 5 RIPRAP CLASS II WITH GEOTEXTILE TYPE III NEW 100-YR HWL: 961.11 NWL: THESE EFFORTS WILL BE INCIDENTAL TO THE EROSION CONTROL BID ITEM. 957.50 16. CHANGE OF COVERAGE: FOR STORM WATER DISCHARGES FROM CONSTRUCTION PROJECTS WHERE THE OWNER OR OPERATOR CHANGES, EROSION & (E.G., AN ORIGINAL DEVELOPER SELLS PORTIONS OF THE PROPERTY TO VARIOUS BUILDERS) THE NEW OWNER OR OPERATOR MUST SUBMIT A SUBDIVISION REGISTRATION WITHIN 7 DAYS OF ASSUMING TRANSFERS, SALE OR CLOSING ON THE PROPERTY. 17. INDIVIDUAL SITE BUILDERS SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL NECESSARY EROSION CONTROL MEASURES AS MAY BE SEDIMENT REQUIRED. REQUIRED ECM'S SHALL CONSIST OF BUT NOT BE LIMITED TOT HE FOLLOWING: 1 A. STAKED FIBER LOG ROLLS AT BACK OF ALL CURB EXCEPT AT CONSTRUCTION / DRIVEWAY ENTRANCE. B. SILT FENCE ON ALL DOWN GRADIENT SLOPES FROM CONSTRUCTION AREA. SILT FENCE SHALL HAVE THE BOTTOM DUG IN WITH SOIL CONTROL PLAN FIRMLY COMPACTED. C. ROCK CONSTRUCTION ENTRANCE HAVING 1" TO 2" CLEAR ROCK OVER GEOTEXTILE FABRIC. D. STREET CLEANING AS MAY BE REQUIRED SHOULD VEHICLE TRACKING OCCUR. INDIVIDUAL SITE BUILDERS ARE REQUIRED TO MAINTAIN EROSION CONTROL MEASURES UNTIL SUCH TIME AS INDIVIDUAL YARDS/VEGETATION 2 ARE ESTABLISHED. 18. CONTRACTOR SHALL PROVIDE A TEMPORARY LINED SEDIMENTATION BASIN ON SITE FOR CONSTRUCTION WASH OUT USE. TEMPORARY BASIN SHALL BE LOCATED AS TO PROVIDE EASY ACCESS FOR CONSTRUCTION VEHICLES AND CONCRETE TRUCKS AS NECESSARY. DRAWING NO. 19. INLET SEDIMENTATION CONTROL IS TO BE PROVIDED TO ALL STORM SEWER CATCH BASIN THROUGHOUT CONSTRUCTION . MEASURES APPLIED SHALL COMPLY WITH BEST MANAGEMENT PRACTICES FOR MINNESOTA AND APPLICATION OF NPDES PHASE II AS APPROPRIATE FOR PHASE OF CONSTRUCTION. 20. CONTRACTOR SHALL PREVENT SOIL LOSS DURING CONSTRUCTION DUE TO WIND EROSION THROUGHOUT CONSTRUCTION. DUST SHALL BE SUPPRESSED THOUGH THE APPLICATIONS OF WATER, AS DEEMED NECESSARY BY THE CONTRACTOR, OR THROUGH EQUIVALENT BMP'S AS APPROVED BY THE ENGINEER. 21. IF LEED ACCREDITATION IS APPLICABLE, CONTRACTOR SHALL DOCUMENT THE IMPLEMENTATION OF THE EROSION AND SEDIMENTATION C5 CONTROL PLAN THROUGH DATE-STAMPED PHOTOS AND INSPECTION LOGS / REPORTS. REPORTS SHALL INCLUDE AT A MINIMUM DESCRIPTION OF ALL EMPLOYED BMP'S (INCLUDING BOTH MEASURES TO PREVENT SOIL LOSS DUE TO RUNOFF AND SOIL LOSS DUE TO WIND EROSION), BMP'S DEEMED UNNECESSARY DUE TO SITE CONDITIONS, CORRECTIVE ACTIONS TAKEN IN RESPONSE TO PROBLEMS, AND ANY ADDITIONAL INFORMATION RELEVANT TO THE CONDITION OF THE EROSION AND SEDIMENT CONTROL PLAN AS IT WAS ESTABLISHED AT THE TIME OF CONSTRUCTION. PLOTTED: COMM. NO. ---- 18438 Page 36 of 169 STORM WATER POLLUTION PREVENTION PLAN NARRATIVE - PAGE 1 OF 2 PROJECT DESCRIPTION/LOCATION DESIGN OF CONSTRUCTION SWPPP CONSTRUCTION SITE MANAGMENT AREA SUMMARY TWIN CITY HOSE IS CONSTRUCTING A NEW BUILDING ADDITION IN THE CITY OF ROGERS IN HENNEPIN COUNTY, ACREAGE SUMMARY 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 BOUNDED BY COMMERCE BLVD AND EXISTING DEVELOPMENTS BY OTHERS. THE PROPERTY EXTENDS 393.0 FT FROM AREA ACRES Plymouth, MN 55441 | ae-mn.com EAST TO WEST AND 415.5 FT FROM SOUTH TO NORTH, LOCATED IN SPRING CREEK WATERSHED. THE PROPOSED SITE PROPERTY AREA 3.00 P 763.412.4000 | F 763.412.4090 ENCOMPASSES 2.78 ACRES. INSERT CERTIFICATION DISTURBED 1.29 Anders on Engineering of Minnesota, LLC THE PLANNED SCOPE OF THE PROJECT INCLUDES: IMP. PRE-CONSTRUCTION 1.52 PROPOSED IMP. 1.87 · THE INSTALLATION OF EROSION CONTROL MEASURES AS REQUIRED FOR THE MASS GRADING OF THE SITE PROPOSED PERVIOUS 1.13 FOR THE CONSTRUCTION OF THE ACCESS ROAD AND DEVELOPMENT SITE. CONSTRUCTION INSTALLER · GRADING AS REQUIRED FOR THE INSTALLATION OF THE STRUCTURES AND PARKING. · INSTALLATION OF STORM SEWER AND STORM MANAGEMENT STRUCTURES. SPECIAL SITE NOTES · PLACEMENT OF CONCRETE AS REQUIRED TO ESTABLISH CURB, GUTTER, AND SIDEWALKS THROUGHOUT THE TWIN CITY HOSE SITE. IF SITE REQUIRES PERMANENT STORMWATER MANAGEMENT HYDROLOGIC AND WATER QUALITY MODELING DATA IS · CONSTRUCTION OF BUILDING ADDITION. INSERT CERTIFICATION INSERT CERTIFICATION AVAILABLE UPON REQUEST. BUILDING RECEIVING WATERS THE SWPPP COORDINATOR MUST BE AVAILABLE FOR AN ONSITE INSPECTION WITHIN 72 HOURS UPON REQUEST BY THE MPCA AND SHALL BE RESPONSIBLE FOR THE FOLLOWING: ADDITION THESE WATERS ARE LOCATED WITHIN ONE MILE (AERIAL RADIUS) OF THE PROJECT LIMITS AND RECEIVE RUNOFF FROM THE PROJECT SITE. DUE TO THE PROXIMITY OF THE RECEIVING WATERS, THE BMPS DESCRIBED IN APPENDIX A CHAIN OF RESPONSIBILITY · SUBMIT THE NPDES PERMIT APPLICATION AND COMPLY WITH ALL REQUIREMENTS OF THE NPDES PERMIT MAY APPLY TO ALL AREAS OF THE SITE. · IMPLEMENT THE SWPPP. THE OWNER AND CONTRACTOR ARE CO-PERMITTEES FOR THE NATIONAL POLLUTANT DISCHARGE ELIMINATION · OVERSEE INSTALLATION AND MAINTENANCE PRACTICES AND REPAIRS IDENTIFIED IN THE SWPPP. 20615 COMMERCE BLVD SYSTEM (NPDES) CONSTRUCTION PERMIT. THE CONTRACTOR IS RESPONSIBLE TO COMPLY WITH ALL ASPECTS OF · IMPLEMENT AND OVERSEE EMPLOYEE TRAINING AND RECORD IN OR WITH THE SWPPP. THE NPDES CONSTRUCTION PERMIT AT ALL TIMES UNTIL THE NOTICE OF TERMINATION (NOT) HAS BEEN FILED WITH · CONDUCT OR PROVIDE FOR INSPECTION AND MONITORING ACTIVITIES AND MAINTAIN LOGS AS PERMIT ROGERS MN, 55374 THE MPCA THE CONTRACTOR WILL DEVELOP A CHAIN OF COMMAND WITH ALL OPERATORS ON THE SITE TO ENSURE REQUIRES. THAT THE SWPPP WILL BE IMPLEMENTED AND STAY IN EFFECT UNTIL THE CONSTRUCTION PROJECT IS COMPLETE, · IDENTIFY OTHER POTENTIAL POLLUTANT SOURCES NOT LISTED IN THE SWPPP AND ADD THEM. THE ENTIRE SITE HAS UNDERGONE FINAL STABILIZATION, AND A NOTICE OF TERMINATION (NOT) HAS BEEN · IDENTIFY ANY DEFICIENCIES IN THE SWPPP AND CORRECT THEM. SUBMITTED TO THE MPCA. · ENSURE THAT CHANGES TO CONSTRUCTION PLANS ARE ADDRESSED IN THE SWPPP. · FILE THE NOTICE OF TERMINATION UPON PROJECT COMPLETION. EDWARD FARR PROJECT PROJECT CONTACTS SITE AFTER THE NOTICE OF TERMINATION HAS BEEN FILED, THE OWNER SHALL BE RESPONSIBLE FOR ASSIGNING ARCHITECTS, INC. THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTATION OF THE SWPPP AND INSTALLATION, INSPECTION, AND RESPONSIBILITY FOR PERMANENT MAINTENANCE MEASURES. MAINTENANCE OF THE EROSION PREVENTION AND SEDIMENT CONTROL BMPS BEFORE, DURING, AND AFTER CONSTRUCTION UNTIL THE NOTICE OF TERMINATION (NOT) HAS BEEN FILED. 1-MILE RADIUS PERMITS AROUND PROJECT CONTACT INFORMATION THE FOLLOWING PERMITS APPLY TO THIS PROJECT: ORGANIZATION CONTACT NAME PHONE TWIN CITY HOSE (OWNER) AGENCY TYPE OF PERMIT PERMIT # AND DATES I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR MINNESOTA POLLUTION REPORT WAS PREPARED BY ME OR UNDER MY DIRECT ANDERSON ENGINEERING (SWPPP DESIGN) DOUGLAS VANCURA* 763-412-4000 NPDES CONSTRUCTION CONTROL AGENCY (MPCA) PERMIT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEERLANDSCAPE UNDER ARCHITECT THE LAWS UNDER OF THETHE STATELAWS (CONTRACTOR) CITY OF ROGERS GRADING PERMIT OF MINNESOTA.THE STATE OF MINNESOTA. CITY OF ROGERS BUILDING PERMIT *CERTIFIED FOR DESIGN OF CONSTRUCTION SWPPP BY UNIVERSITY OF MINNESOTA, EXPIRES 5/31/28 PRINT NAME: BRIANJESSICA J. FIELD,A. FAHRENKAMP, PE PLA NOTE: NO WETLANDS ARE IN THE VICINITY OF THE DEVELOPMENT SO ADDITIONAL PERMITS WILL NOT BE REQUIRED. MPCA DUTY OFFICER 24 HOUR EMERGENCY NOTIFICATION: 651-649-5451 OR 800-422-0798 LOCATION OF SWPPP REQUIREMENTS SIGNATURE: NOT FOR CONSTRUCTION SITE INSPECTION AND MAINTENANCE THE REQUIRED SWPPP ELEMENTS MAY BE LOCATED IN MANY PLACES WITHIN THE PLAN SET. PLAN VIEW OF THE DATE: 04/28/2026 LICENSE NO. 5722465321 WATERS WITHIN 1 MILE RADIUS EROSION CONTROL MEASURES CAN BE FOUND ON SHEET C5 - EROSION & SEDIMENT CONTROL PLAN, OF THE PLANS. IMPAIRED CONTRACTOR SHALL PROVIDE NAME, CONTACT INFO, AND TRAINING DOCUMENTATION FOR THE PERSON TYPE (LAKE, APPENDIX A REVISION LOG WATER WITHIN RECEIVING RESPONSIBLE FOR SWPPP IMPLEMENTATION AND INSPECTION/MAINTENANCE OF BMPS. BUFFER REQUIREMENTS NAME OF WATER RIVER, SPECIAL 1 MILE OF APPROVED TMDL WATERS (YES NO. DATE DESCRIPTION OF REVISIONS BODY WETLAND, WATER (YES INSPECT THE ENTIRE CONSTRUCTION SITE A MINIMUM OF ONCE EVERY SEVEN DAYS DURING ACTIVE CONSTRUCTION NO WETLANDS ARE IN THE THE VICINITY OF THE DEVELOPMENT SO BUFFERS WILL NOT BE REQUIRED. PROJECT SITE OR NO) DITCH, ETC) OR NO) AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES WITHIN A 24 HOUR TIME FRAME. INSPECT (YES OR NO) ALL TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT, EROSION PREVENTION AND SEDIMENT CONTROL SWPPP AMENDMENTS BMPS UNTIL THE SITE HAS UNDERGONE FINAL STABILIZATION AND THE N.O.T. HAS BEEN SUBMITTED. INSPECT GRASS LAKE LAKE NO NO NO NO SURFACE WATER INCLUDING DRAINAGE DITCHES FOR SIGNS OF EROSION AND SEDIMENT DEPOSITION. INSPECT A QUALIFIED INDIVIDUAL MUST COMPLETE ALL SWPPP CHANGES. CHANGES INVOLVING THE USE OF A LESS CONSTRUCTION SITE VEHICLE EXIT LOCATIONS FOR EVIDENCE OF TRACKING ONTO PAVED SURFACES. INSPECT STRINGENT BMP MUST INCLUDE A JUSTIFICATION DESCRIBING HOW THE REPLACEMENT BMP IS EFFECTIVE FOR THE SURROUNDING PROPERTIES FOR EVIDENCE OF OFF SITE SEDIMENT ACCUMULATION. SITE CHARACTERISTICS. SOIL TYPES RAINFALL AMOUNTS MUST BE OBTAINED BY A PROPERLY MAINTAINED RAIN GAUGE INSTALLED ONSITE, OR BY A PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECT WEATHER STATION THAT IS WITHIN ONE MILE OR BY A WEATHER REPORTING SYSTEM. A RAIN GAUGE IS PREFERRED PROBLEMS IDENTIFIED OF ADDRESS SITUATIONS WHENEVER THERE IS A CHANGE IN DESIGN, CONSTRUCTION SOIL TYPES TYPICALLY FOUND ON THIS PROJECT ARE LEAN CLAY PER SOILS REPORT BY KILO ENGINEERING FOR THIS PROJECT. OPERATION, MAINTENANCE, WEATHER, OR SEASONAL CONDITIONS HAVING A SIGNIFICANT EFFECT ON THE COMPLETED ON APRIL 24TH, 2026. DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER. RECORD ALL INSPECTIONS AND MAINTENANCE ACTIVITIES IN WRITING WITHIN 24 HOURS. SUBMIT INSPECTION REPORTS IN A FORMAT THAT IS ACCEPTABLE TO THE PROJECT ENGINEER. PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECT PROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER INSPECTIONS OR INVESTIGATIONS BY THE SITE OWNER FOR PROJECTS THAT DISCHARGE TO PROHIBITED WATERS, CONDUCT ROUTINE SITE INSPECTIONS AT A MINIMUM OF OR OPERATOR, USEPA OR MPCA OFFICIALS INDICATE THE SWPPP IS NOT EFFECTIVE IN ELIMINATING OR ONCE EVERY 72 HOURS (3 DAYS). SIGNIFICANTLY MINIMIZING THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER OR THE CLAY LOAM (CL) DISCHARGES ARE CAUSING WATER QUALITY STANDARD EXCEEDANCE OR THE SWPPP IS NOT CONSISTENT WITH THE INCLUDE THE FOLLOWING IN THE RECORDS OF EACH INSPECTION AND MAINTENANCE ACTIVITY: OBJECTIVES OF A USEPA APPROVED TMDL. N A. DATE AND TIME OF INSPECTIONS B. NAME OF PERSONS CONDUCTING INSPECTIONS C. FINDINGS OF INSPECTIONS, INCLUDING RECOMMENDATIONS FOR CORRECTIVE ACTIONS SITE PLAN REVIEW D. CORRECTIVE ACTION 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 APRIL 28, 2026 F. DOCUMENTS AND CHANGES MADE TO THE SWPPP SOIL MAP DESIGNED: DRAWN: CHECKED BY: G. MAKE NOTE OF ANY OBSERVATIONS OF DISCHARGE THAT MAY BE OCCURRING DURING THE INSPECTION. THIS NOT TO SCALE BF ER BF SHOULD BE DESCRIBED IN DETAIL AND PHOTOGRAPHED. DRAWING TITLE REPLACE, REPAIR OR SUPPLEMENT ALL NONFUNCTIONAL BMPS BY IN THE TIME PROVIDED BELOW: A. REPAIR, REPLACE, OR SUPPLEMENT PERIMETER CONTROL DEVICES WHEN IT BECOMES NONFUNCTIONAL OR 1 SEDIMENT REACHES 2 THE HEIGHT OF THE DEVICE. COMPLETE REPAIRS BY B. THE END OF THE NEXT BUSINESS DAY FOLLOWING DISCOVERY. PROJECT PERSONNEL AND TRAINING C. REPAIR OR REPLACE INLET PROTECTION DEVICES WHEN THEY BECOME NONFUNCTIONAL OR SEDIMENT STORMWATER 1 REACHES 2 THE HEIGHT AND/OR DEPTH OF THE DEVICE. COMPLETE REPAIRS BY THE END OF THE NEXT THIS SWPPP WAS PREPARED BY PERSONNEL THAT ARE VERIFIED IN THE DESIGN OF CONSTRUCTION SWPPP. COPIES BUSINESS DAY FOLLOWING DISCOVER. OF THE CERTIFICATIONS ARE ON FILE WITH THE ENGINEER. PROVIDE A CERTIFIED EROSION CONTROL SUPERVISOR IN D. DRAIN AND REMOVE SEDIMENT FROM TEMPORARY AND PERMANENT SEDIMENT BASINS ONCE THE SEDIMENT POLUTION GOOD STANDING WHO IS KNOWLEDGEABLE AND EXPERIENCED IN THE APPLICATION OF EROSION PREVENTION AND HAS REACHED 1 THE STORAGE VOLUME. SEDIMENT CONTROL BEST MANAGEMENT PRACTICES. THE EROSION CONTROL SUPERVISOR WILL WORK WITH THE 2 PREVENTION PROJECT ENGINEER / SWPPP DESIGNER TO OVERSEE THE IMPLEMENTATION OF THE SWPPP AND THE INSTALLATION, E. REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATER INCLUDING DRAINAGE WAYS, CATCH INSPECTION, AND MAINTENANCE OF THE EROSION PREVENTION AND SEDIMENT CONTROL BMPS BEFORE, DURING, BASINS, AND OTHER DRAINAGE SYSTEMS. RESTABILIZED ANY AREAS THAT ARE DISTURBED BY SEDIMENT PLAN AND AFTER CONSTRUCTION UNTIL THE NOTICE OF TERMINATION (NOT) HAS BEEN FILED WITH THE MPCA. PROVIDE REMOVAL OPERATION. SEDIMENT REMOVAL AND STABILIZATION MUST BE COMPLETED WITHIN 7 DAYS OF PROOF OF CERTIFICATION AT THE RECONSTRUCTION MEETING. WORK WILL NOT BE ALLOWED TO COMMENCE UNTIL DISCOVERY. PREPARE AND SUBMIT A SITE MANAGEMENT PLAN FOR WORKING IN SURFACE WATERS. PROOF OF CERTIFICATION HAS BEEN PROVIDED TO THE PROJECT ENGINEER. DRAWING NO. PROVIDE AT LEAST ONE CERTIFIED INSTALLER FOR EACH CONTRACTOR OR SUBCONTRACTOR THAT INSTALLS THE F. REMOVE TRACKED SEDIMENT FROM PAVED SURFACES BOTH ON AND OFF SITE WITHIN 24 HOURS OF PRODUCTS LISTED IN SPECIFICATION SECTION 2573.3.A.2 CERTIFIED INSTALLERS. PROVIDE PROOF OF CERTIFICATION DISCOVERY. STREET SWEEPING MAY HAVE TO OCCUR MORE OFTEN TO MINIMIZE OFF SITE IMPACTS. LIGHTLY AT THE RECONSTRUCTION MEETING. WORK WILL NOT BE ALLOWED TO COMMENCE UNTIL PROOF OF CERTIFICATION WET THE PAVEMENT PRIOR TO SWEEPING HAS BEEN PROVIDED TO THE PROJECT ENGINEER. G. 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. C6 PLOTTED: COMM. NO. ---- 18438 Page 37 of 169 STORM WATER POLLUTION PREVENTION PLAN NARRATIVE - PAGE 2 OR 2 STABILIZATION TIME FRAMES POLLUTION PREVENTION SOIL RIPPING / SUBSOILING NOTES ALL AREAS DISTURBED BY CONSTRUCTION WILL RECEIVE SEED OR SOD ACCORDING TO THE PLANS AND 1. PROVIDE A SPILL KIT AT EACH WORK LOCATION ON THE SITE. 1. SOIL RIPPING CAN BE CONDUCTED PRIOR TO OR AFTER TOPSOIL PLACEMENT 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 SPECIFICATIONS AND WITHIN THE SPECIFIED VEGETATIVE TIME SCHEDULE. FINAL STABILIZATION WILL OCCUR WHEN 2. STORE ALL BUILDING MATERIALS THAT HAVE THE POTENTIAL TO LEACH POLLUTANTS, PESTICIDES, HERBICIDES, 2. SOIL SHOULD BE RIPPED TO A TARGET DEPTH OF 20 INCHES WITH AN EFFECTIVE DEPTH OF 15-18 INCHES Plymouth, MN 55441 | ae-mn.com THE SITE HAS A UNIFORM VEGETATIVE COVER WITH A DENSITY OF 70% OVER THE ENTIRE DISTURBED AREA INSECTICIDES. FERTILIZERS, TREATMENT CHEMICALS, AND LANDSCAPE MATERIALS UNDER COVER WITH 3. SPACING OF THE SHANKS SHOULD BE 30 INCHES P 763.412.4000 | F 763.412.4090 COMPARED TO EXISTING CONDITIONS. ALL TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROL SECONDARY CONTAINMENT. 4. CALL FOR LOCATES PRIOR TO DEEP SOUL RIPPING. Anderson Engineering o f Minnesota, LLC BMPS MUST BE REMOVED AS PART OF THE SITE FINAL STABILIZATION. ALL SEDIMENT MUST BE CLEANED OUT OF 3. PROVIDE A SECURE STORAGE AREA WITH RESTRICTED ACCESS FOR ALL HAZARDOUS MATERIALS AND TOXIC 5. SOIL RIPPING IS TO BE USED WHERE TOP SOIL HAS BECOME OVER COMPACTED AND WITHIN CONVEYANCES AND TEMPORARY SEDIMENTATION BASINS IF APPLICABLE. STABILIZATION TIME FRAMES CAN BE SEEN WASTE. RETURN ALL HAZARDOUS MATERIALS AND TOXIC WASTE TO THE DESIGNATED STORAGE AREA AT THE INFILTRATION/FILTRATION AREAS. ON THE FOLLOWING TABLE AND THE FOLLOWING SHEET OF THE SWPPP NARRATIVE. 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 DESIGN OF TEMPORARY EROSION PREVENTION & SEDIMENT CONTROL BMPS AREA TIME FRAME NOTES PRODUCTS, WOOD PRESERVATIVES, ADDITIVES, CURING COMPOUNDS, AND ACIDS) IN SEALED CONTAINERS WITH SECONDARY CONTAINMENT. CLEAN UP SPILLS IMMEDIATELY. 1. THE EXPECTED FREQUENCY OF RAINFALL IS A 1-YEAR EVENT WITH AN INTENSITY OF 2.5 IN/HR FOR A 24 HOUR LAST 200 LINEAL FEET OF DRAINAGE WITHIN 24 HOURS OF CONNECTION TO 1, 2, 3 DITCH OR SWALE SURFACE WATER OR PROPERTY EDGE 4. STORE, COLLECT AND DISPOSE OF ALL SOLID WASTE. DURATION. TWIN CITY HOSE REMAINING PORTIONS OF DRAINAGE 5. POSITION ALL PORTABLE TOILETS SO THAT THEY ARE SECURE AND CANNOT BE TIPPED OR KNOCKED OVER. 2. EXPECTED FLOW FROM IMPERVIOUS SURFACE IS APPROXIMATELY 3.0 CFS AT IT'S PEAK WITH A VOLUME OF 0.15 14 DAYS 1, 3 DITCH OR SWALE PROPERLY DISPOSE OF ALL SANITARY WASTE. ACRE FEET. PIPE AND CULVERT OUTLETS 24 HOURS 6. FUEL AND MAINTAIN VEHICLES IN A DESIGNATED CONTAINED AREA WHENEVER FEASIBLE. USE DRIP PANS OR 3. RUNOFF WILL BE CAPTURED VIA STORM SEWER AND ROUTED TO THE EXISTING FILTRATION BASIN NORTH OF BUILDING THE PROJECT SITE. STOCKPILES 14 DAYS 1 ABSORBENT MATERIALS TO PREVENT SPILLS OR LEAKED CHEMICALS FORM DISCHARGING TO SURFACE WATER OR STORMWATER CONVEYANCES. PROVIDE A SPILL KIT AT EACH LOCATION THAT VEHICLES AND EQUIPMENT 4. PEAK DISCHARGE RATES WITHIN SWALES AND AT FLARED END SECTIONS ARE TO BE BELOW 5.0 FEET PER PERMANENT COVER METHODS FOR 14 DAYS 6 EXPOSED SOILS ARE FUELED OR MAINTAINED AT. SECOND TO PREVENT SCOURING. ADDITION 7. LIMIT VEHICLE AND EQUIPMENT WASHING TO A DEFINED AREA OF THE SITE. CONTAIN RUNOFF FROM THE 5. SOIL PARTICLE SIZES EXPECTED TO BE PRESENT ON SITE ARE CLAY SILT OR SMALLER. WASHING AREA TO A TEMPORARY SEDIMENT BASIN OR OTHER EFFECTIVE CONTROL. PROPERLY DISPOSE OF 1. INITIATE INLET STABILIZATION IMMEDIATELY WHEN CONSTRUCTION HAS TEMPORARILY OR PERMANENTLY ALL WASTE GENERATED BY VEHICLE AND EQUIPMENT WASHING. ENGINE DEGREASING IS NOT ALLOWED ON THE PERMANENT STORMWATER MANAGEMENT CEASED ON ANY PORTION OF THE SITE. COMPLETE STABILIZATION WITHIN THE TIME FRAME LISTED. IN MANY SITE. 20615 COMMERCE BLVD INSTANCES THIS WILL REQUIRE STABILIZATION TO OCCUR MORE THAN ONCE DURING THE COURSE OF THE 8. PROVIDE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOLID WASTES GENERATED BY WASHOUT OF NURP RETENTION POND: PROJECT. TEMPORARY SOIL STOCKPILES WITHOUT SIGNIFICANT CLAY OR SILT AND STOCKPILED AND CONCRETE, STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTION ROGERS MN, 55374 CONSTRUCTED ROAD BASE ARE NOT APPROPRIATE AND THEREFORE EXEMPT FROM THE STABILIZATION MATERIALS. LIQUID AND SOLID WASHOUT WASTES MUST NOT CONTACT THE GROUND. DESIGN THE THIS SITE IS PART OF THE UPTOWN ROGERS 3RD ADDITION DEVELOPMENT. THE STORM MANAGEMENT PLAN HAS AN REQUIREMENT. CONTAINMENT SO THAT IT DOES NOT RESULT IN RUNOFF FROM THE WASHOUT OPERATIONS OR CONTAINMENT EXISTING INFILTRATION POND. THE POND WAS ORIGINALLY DESIGNED AS A WET POND AS PART OF UPTOWN ROGERS 2. APPLICATION OF MULCH, HYDROMULCH, TACKIFIER AND POLYACRYLAMIDE ARE NOT ACCEPTABLE AREA. ADDITION DEVELOPMENT. THE POND IN ITS CURRENT STATE DOES NOT HOLD WATER DUE TO HIGH INFILTRATING STABILIZATION METHODS IN THESE AREAS. 9. CREATE AND FOLLOW A WRITTEN DISPOSAL PLAN FOR ALL WASTE MATERIALS. INCLUDE IN THE PLAN HOW THE UNDERLYING SOILS. THE POND IS LABELED AS 1P IN THE UPTOWN ROGERS STORM WATER MANAGEMENT PLAN FROM 3. STABILIZE ALL AREAS OF THE SITE PRIOR TO THE ONSET OF WINTER, ANY WORK STILL BEING PERFORMED WILL MATERIAL WILL BE DISPOSED OF AND THE LOCATION OF THE DISPOSAL SITE. SUBMIT PLAN TO THE ENGINEER. 2006. EDWARD FARR BE SNOW MULCHED, SEEDED, AND BLANKETED WITHIN THE TIME FRAMES IN THE NPDES PERMIT. 10. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT DISCHARGE OR PLACEMENT OF BITUMINOUS 4. TOPSOIL BERMS MUST BE STABILIZED IN ORDER TO BE CONSIDERED PERIMETER CONTROL BMPS. USE RAPID GRINDINGS, CUTTING, MILLINGS, AND OTHER BITUMINOUS WASTES FROM AREAS OF EXISTING OR FUTURE THE NEW DESIGN CALLS FOR RAISING THE POND BOTTOM TO 899.40 TO ALLOW FOR THE 48HR DRAWDOWN TIME. ARCHITECTS, INC. STABILIZATION METHOD 2, 3, OR 4 AS DIRECTED BY THE ENGINEER. THE SEED MIX USED IN THE RAPID VEGETATED SOILS AND FROM ALL WATER CONVEYANCE SYSTEMS, INCLUDING INLETS, DITCHES AND CURB ADDITIONALLY THE OUTLET STRUCTURE WILL BE REDESIGNED TO ENSURE THE POND DOES NOT FLOW OVER THE STABILIZATION MAY BE SUBSTITUTED AS FOLLOWS: FLOW LINES. EMERGENCY OVERFLOW DURING THE 100-YR STORM EVENT. A. SINGLE YEAR CONSTRUCTION BETWEEN MAY 1 - AUGUST 1, SEED WITH SEED MIXTURE 21.111 11. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT CONCRETE DUST, PARTICLES, CONCRETE B. SINGLE YEAR CONSTRUCTION BETWEEN AUGUST 1 AND OCTOBER 31, SEED WITH SEED MIXTURE 21-112 WASH OUT, AND OTHER CONCRETE WASTES FROM LEAVING SITE, DEPOSITING IN EXISTING OR FUTURE STORMWATER SYSTEM DESIGN: C. MULTI YEAR CONSTRUCTION 22-111 VEGETATED AREAS, AND FROM ENTERING STORMWATER CONVEYANCE SYSTEMS, INCLUDING INLETS, DITCHES 5. KEEP DITCHES AND EXPOSED SOILS IN AN EVEN ROUGH GRADED CONDITION IN ORDER TO BE ABLE TO APPLY AND CURB FLOW LINES. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT SAW CUT SLURRY AND ALL STORM SEWER HAS BEEN DESIGNED USING 10-YR RETURN FREQUENCY STORM INTENSITIES USED FOR DESIGN EROSION CONTROL MULCHES, HYDROMULCHES AND BLANKETS. PLANING WASTE FROM LEAVING SITE AND FROM ENTERING STORMWATER CONVEYANCE SYSTEMS INCLUDING HAVE BEEN PULLED FROM THE IDF TABLES DEVELOPED BY MNDOT FOR THE HENNEPIN COUNTY REGION. THE I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR 6. AREAS THAT HAVE SLOPES LESS THAN 3:1 TO RECEIVE HYDROMULCH APPLICATION. AREAS WITHIN LAST 200 DITCHES AND CULVERTS. EXISTING STORMWATER POND WAS DESIGNED TO CONTAIN THE 100-YR EVENT WITH CRESTED WEIR SPILLWAYS REPORT WAS PREPARED BY ME OR UNDER MY DIRECT LINEAL FEET OF DRAINAGE DITCH OR SWALE & AREAS WITH SLOPES GRATER THAN 3:1, TO RECEIVE A COVER PROVIDING AN EMERGENCY OVERFLOW FOR LARGER EVENTS. DESIGN CALCULATIONS WERE COMPLETED BY OTHERS SUPERVISION AND THAT I AM A DULY LICENSED OF EROSION CONTROL BLANKET. FOR THE FULLY DEVELOPED AREA IN THE UPTOWN ROGERS STORM WATER MANAGEMENT PLAN FROM 2006. THIS PROFESSIONAL ENGINEERLANDSCAPE UNDER ARCHITECT THE LAWS UNDER OF THETHE STATELAWS RECORD RETENTION OF MINNESOTA.THE STATE OF MINNESOTA. 7. TEMPORARY OR PERMANENT DITCHES OR SWALES THAT ARE BEING USED AS A SEDIMENT CONTAINMENT DEVELOPMENT WAS DESIGNED TO ALLOW 4.28 ACRES OF IMPERVIOUS SURFACE. THE PROPOSED FUTURE SITE BUILD SYSTEM DURING CONSTRUCTION MUST BE STABILIZED WITHIN 24 HOURS AFTER NO LONGER BEING USED AS A THE SWPPP, ALL CHANGES TO IT AND INSPECTION AND MAINTENANCE RECORDS MUST BE KEPT ON-SITE DURING OUT WILL INCLUDE 3.29 ACRES OF IMPERVIOUS SURFACE ACROSS THE DEVELOPMENT, ALLOWING THE FINAL PRINT NAME: BRIANJESSICA J. FIELD,A. FAHRENKAMP, PE PLA SEDIMENT CONTAINMENT SYSTEM. CONSTRUCTION. THE OWNER MUST RETAIN A COPY OF THE SWPPP ALONG WITH THE FOLLOWING RECORDS FOR UNDEVELOPED LOT TO USE 0.99 ACRES OF IMPERVIOUS SURFACE AND STILL MEET THE PREVIOUS DESIGN 8. SEED SHALL BE APPLIED AT A RATE AS SPECIFIED PER MNDOT SEEDING MANUAL. WITH 2 TONS SHREDDED AND THREE (3) YEARS AFTER SUBMITTAL OF THE NOTICE OF TERMINATION (NOT). REQUIREMENTS. PUNCHED IN PLACE STRAW PER ACRE. HYDROSEEDING PER MNDOT SPEC SECTION 3884 & MULCHING IS AN SIGNATURE: NOT FOR CONSTRUCTION ACCEPTABLE ALTERNATE FOR COVER. 1. ANY OTHER PERMITS REQUIRED FOR THE PROJECT. TOTAL SUSPENDED SOLIDS (TSS) REMOVAL: 2. RECORDS OF ALL INSPECTION AND MAINTENANCE CONDUCTED DURING CONSTRUCTION DATE: 04/28/2026 LICENSE NO. 5722465321 GENERAL SWPPP NOTES FOR CONSTRUCTION ACTIVITY 3. ALL PERMANENT OPERATIONS AND MAINTENANCE AGREEMENT THAT HAVE BEEN IMPLEMENTED INCLUDING ALL THE STORMWATER MANAGEMENT FOR THIS SITE WAS DESIGNED FOR TSS REMOVAL USING MIDS. THE PROPOSED RIGHT OF WAY, CONTRACTS, COVENANTS AND OTHER BINDING REQUIREMENTS REGARDING PERPETUAL RUNOFF WILL HAVE LESS SUSPENDED SOLIDS THAN THE PRE DEVELOPED LOT. SEE STORMWATER MANAGEMENT REVISION LOG 1. CONTRACTOR SHALL AMEND THE SWPPP AND DOCUMENT ANY AND ALL CHANGES TO THE SWPPP AND MAINTENANCE; AND PLAN FOR MIDS CALCULATIONS. ASSOCIATED PLAN SHEETS WITHIN 7 DAYS UPON IMPLEMENTATION. STORE THE SWPPP AND ALL AMENDMENTS 4. ALL REQUIRED CALCULATIONS FOR DESIGN OF THE TEMPORARY AND PERMANENT STORMWATER MANAGEMENT NO. DATE DESCRIPTION OF REVISIONS ON SITE AT ALL TIMES. SYSTEMS. ENVIRONMENTAL IMPACTS 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 SWPPP SCHEDULE OF INSTALLATION & MAINTENANCE WETLANDS: SENSITIVITY, AREAS IDENTIFIED IN THE PLANS AS "SITE MANAGEMENT PLAN AREA", ANY WORK THAT WILL WETLANDS WILL NOT BE IMPACTED WITH THIS PROJECT. REQUIRE DEWATERING, AND AS REQUESTED BY THE ENGINEER. SUBMIT ALL SITE MANAGEMENT PLANS TO THE INSPECTION & ENGINEER IN WRITING. ALLOW ALL MINIMUM OF 7 DAYS FOR THE ENGINEER TO REVIEW AND ACCEPT SITE ITEM INSTALLATION REMOVAL ENDANGERED SPECIES: MAINTENANCE MANAGEMENT PLAN SUBMITTALS. WORK WILL NOT BE ALLOWED TO COMMENCE IF A SITE MANAGEMENT PLAN IS ENDANGERED SPECIES WILL NOT BE IMPACTED WITH THIS PROJECT. INSPECT & MAINT. AFTER EACH REQUIRED UNTIL ACCEPTANCE HAS BEEN GRANTED BY THE ENGINEER. THERE WILL BE NO EXTRA TIME ADDED PRIOR TO COMMENCEMENT OF AFTER TRIBUTARY DRAINAGE SILT FENCE RUN-OFF EVENT. REMOVE EARTHWORK OPERATIONS. AREA IS RESTORED. TO THE CONTRACT DUE TO THE UNTIMELY SUBMITTAL. SEDIMENTS AS REQUIRED. ARCHAEOLOGICAL REVIEW: 3. IT IS THE DESIGNER'S INTENT THAT THE CONTRACTOR BUILD PONDS AND INSTALL EROSION CONTROL BMPS THE SITE IS NOT ANTICIPATED TO BE AN ARCHAEOLOGICAL SITE. ROCK CONST. PRIOR TO COMMENCEMENT OF INSPECT REGULARLY. MAINTAIN PRIOR TO PAVING. BEFORE PUTTING THEM INTO ACTIVE SERVICE TO THE MAXIMUM EXTENT PRACTICABLE. ENTRANCE EARTHWORK OPERATIONS. AS NEEDED. 4. BURNING OF ANY MATERIAL IS NOT ALLOWED WITHIN PROJECT BOUNDARY. NOTICE OF TERMINATION NOTES OUTLET SKIMMER INSPECT REGULARLY. MAINTAIN 5. DO NOT DISTURB AREAS OUTSIDE OF THE CONSTRUCTION LIMITS. DELINEATE AREAS NOT TO BE DISTURBED AFTER POND GRADING IS PERMANENT. STRUCTURE AS NEEDED. PRIOR TO STARTING GROUND DISTURBING ACTIVITIES. IF IT BECOMES NECESSARY TO DISTURBED AREAS COMPLETED. 1. PRIOR TO SUBMITTING A NOTICE OF TERMINATION TO THE MPCA, THE PERMANENT STORMWATER TREATMENT UPON COMPLETION OF POND INSPECT & MAINTAIN AT LEAST OUTSIDE OF THE CONSTRUCTION LIMITS OBTAIN WRITTEN PERMISSION FROM THE PROJECT ENGINEER PRIOR RIP-RAP & SYSTEM HAS BEEN CONSTRUCTED, INSPECTED, AND IS OPERATING AS DESIGNED. GRADING, CONC. SWALE CONST. ANNUALLY AND AFTER HEAVY PERMANENT. FILTER TO PROCEEDING. PRESERVE ALL NATURAL BUFFERS SHOWN ON THE PLANS. AND OUTLET INSTALLATION. RAINFALL EVENT. 2. SUBMIT NOTICE OF TERMINATION TO THE MPCA ONCE PERMIT TERMINATION CONDITION ARE MET. 6. ROUT STORMWATER AROUND UNSTABILIZED AREAS OF THE SITE WHENEVER FEASIBLE. PROVIDE EROSION DURING EARTHWORK AFTER HEAVY RAINFALL EVENTS. DETENTION POND PERMANENT. 3. TRANSFER OF THE SWPPP AND SUBDIVISION COVERAGE REGISTRATION WILL NEED TO BE COMPLETED WITH CONTROL AND VELOCITY DISSIPATION DEVICES AS NEEDED TO KEEP CHANNELS FROM ERODING AND TO OPERATIONS. REMOVE SEDIMENTS AS NEEDED. THE RESIDENTIAL UNIT CONSTRUCTION. PREVENT NUISANCE CONDITIONS AT THE OUTLET. INSPECT & MAINTAIN AFTER HEAVY SEED & MULCH AFTER POND GRADING IS RAINS. REPLACE WASH-OUT NO REMOVAL NECESSARY. 7. DIRECT DISCHARGES FROM BMPS TO VEGETATED AREA WHENEVER FEASIBLE. PROVIDE VELOCITY DISSIPATION COMPLETED. AREAS IMMEDIATELY ESTIMATED BMPS QUANTITIES DEVICES AS NEEDED TO PREVENT EROSION. WHEN 1/3 CAPACITY OF BMP IS AFTER TRIBUTARY AREAS INLET PROTECTION UPON INLET CONSTRUCTING REACHED ARE FULLY RESTORED 8. THE EROSION PREVENTION AND SEDIMENT CONTROL BMPS SHALL BE PLACED AS NECESSARY TO MINIMIZE SITE PLAN REVIEW EROSION FROM DISTURBED SURFACES AND TO CAPTURE SEDIMENT ON SITE. ALL EROSION CONTROL BMP ORIGINAL ESTIMATE MODIFICATION DATE MEASURES SHALL BE IN PLACE PRIOR TO COMMENCEMENT OF ANY REMOVAL WORK AND/OR GROUND SITE ASSESSMENTS FOR GROUNDWATER OR SOIL CONTAMINATION APRIL 28, 2026 DISTURBING ACTIVITIES COMMENCE. ENERGY DISSIPATER 9. ESTABLISH SEDIMENT CONTROL DEVICES ON ALL DOWN GRADIENT PERIMETERS AND UP GRADIENT OF ANY THE LAND WAS PREVIOUSLY DEVELOPED BY THE CURRENT OWNER. THEREFORE, THERE IS NO PROBABLE CAUSE OF DESIGNED: DRAWN: CHECKED BY: TEMP SEEDING BUFFER ZONES BEFORE AND UP GRADIENT LAND DISTURBING ACTIVITIES BEGIN. MAINTAIN SEDIMENT CONTROL SOIL CONTAMINATION ON SITE BF ER BF DEVICES UNTIL CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED. PERMANENT SEEDING SITE CONSTRAINTS 10. LOCATE PERIMETER CONTROL ON THE CONTOUR TO CAPTURE OVERLAND, LOW-VELOCITY SHEET FLOWS DOWN PERMANENT SODDING DRAWING TITLE GRADIENT OF ALL EXPOSED SOILS AND PRIOR TO DISCHARGING TO SURFACE WATERS. PLACE J-HOOKS AT A MAXIMUM OF 100 FOOT INTERVALS. THE EXISTING CLAYEY SOILS MAY COLLECT WATER DURING TIMES OF INCLEMENT WEATHER OR SNOW MELT. WATER MULCHES (SPECIFY TYPES) 11. PROVIDE PERIMETER CONTROL AROUND ALL STOCKPILES. PLACE BMP A MINIMUM 5 FEET FROM THE TOE OF SHOULD BE REMOVED FROM WITHIN EXCAVATION DURING CONSTRUCTION. THE ON-SITE SOILS ARE CONSIDERED CAT 3 EROSION CONTROL BLANKET SLOPE WHERE FEASIBLE. DO NOT PLACE STOCKPILES IN NATURAL BUFFER AREAS, SURFACE WATERS OR POTENTIALLY CORROSIVE. BURIED METALLIC UTILITIES SHOULD BE COATED OR PROTECTED. STORMWATER CONVEYANCES. SILT FENCING STORMWATER 12. FLOATING SILT CURTAIN IS ALLOWED AS PERIMETER CONTROL FOR IN WATER WORK ONLY. INSTALL THE LONG TERM MAINTENANCE & OPERATION OF PERMANENT STORMWATER MANAGEMENT EROSION BIO ROLLS FLOATING SILT CURTAIN AS CLOSE TO SHORE AS POSSIBLE. PLACE PERIMETER CONTROL BMP ON LAND STORM DRAIN INLET PROTECTION POLUTION IMMEDIATELY AFTER THE IN WATER WORK IS COMPLETED. TWIN CITY HOSE IS AND THE ADJACENT PROPERTY OWNER TO THE EAST ARE RESPONSIBLE FOR THE LONG TERM 13. DITCH CHECKS WILL BE PLACED AS INDICATED ON THE PLANS DURING ALL PHASES OF CONSTRUCTION. OPERATION & MAINTENANCE OF THE WET POND LOCATED WITHIN THE PROPERTY. TWIN CITY HOSE WILL UPDATE THE TEMPORARY OR PERMANENT 14. PLACE CONSTRUCTION EXITS, AS NECESSARY, TO PREVENT TRACKING OF SEDIMENT ONTO PAVED SURFACES EXISTING MAINTENANCE AGREEMENT BETWEEN THE ADJACENT PROPERTY OWNER AND THE CITY OF ROGERS THAT SEDIMENTATION BASINS PREVENTION BOTH ON AND OFF THE PROJECT SITE. PROVIDE CONSTRUCTION EXITS OF SUFFICIENT SIZE TO PREVENT TRACK IDENTIFIES THAT BOTH OWNERS ARE RESPONSIBLE FOR ONGOING MAINTENANCE, AND HOW RESPONSIBILITY WILL BE CONSTRUCTION ENTRANCE TRANSFERRED TO OTHER AGENTS. PLAN OUT. MAINTAIN CONSTRUCTION EXITS WHEN EVIDENCE OF TRACKING IS DISCOVERED. REGULAR STREET DEWATERING (TREATMENT LOCATION, SWEEPING IS NOT AN ACCEPTABLE ALTERNATIVE TO PROPER CONSTRUCTION EXIT INSTALLATION AND SCHEMATIC, & SAMPLING PLAN REQUIRED MAINTENANCE. CONSTRICTION EXITS ARE INCIDENTAL. MINIMIZE SOIL COMPACTION & PRESERVE TOPSOIL 15. DISCHARGE TURBID OR SEDIMENT LADEN WATER TO TEMPORARY SEDIMENT BASINS WHENEVER FEASIBLE. IN CONCRETE TRUCK WASHOUT THE EVENT THAT IT IS NOT FEASIBLE TO DISCHARGE THE SEDIMENT LADEN WATER TO A TEMPORARY SEDIMENT THE FOLLOWING ACTIONS CAN BE MADE TO MINIMIZE / PREVENT SOIL COMPACTION DURING CONSTRUCTION DRAWING NO. BASIN, THE WATER MUST BE TREATED SO THAT IT DOES NOT CAUSE A NUISANCE CONDITION IN THE RECEIVING ACTIVITIES: WATERS OR TO DOWNSTREAM LANDOWNERS. CLEAN OUT ALL PERMANENT STORMWATER BASINS REGARDLESS 1. REDUCE CONTACT AREA PRESSURE TO PROTECT TOPSOIL BY INCREASING THE CONTACT AREA OF THE WHEEL, OF WHETHER USED AS TEMPORARY SEDIMENT BASINS OR TEMPORARY SEDIMENT TRAPS TO THE DESIGN USE WIDE TIRES OR FLOTATION TIRES, USE TIRE INFLATION PRESSURE CONTROL SYSTEM, USE CRAWLER CAPACITY AFTER ALL UP GRADIENT LAND DISTURBING ACTIVITY IS COMPLETED. TRACKS ON SENSITIVE SITES. 16. PROVIDE SCOUR PROTECTION AT ANY OUTFALL OF DEWATERING ACTIVITIES. 2. REDUCE WHEEL LOAD C7 17. PROVIDE STABILIZATION IN ANY TRENCHES CUT FOR DEWATERING OR SITE DRAINING PURPOSES. 3. REDUCE WHEEL SLIP 4. REDUCE THE NUMBER ON PASSES PLOTTED: COMM. NO. ---- 18438 Page 38 of 169 UTILITY NOTES MN DOLI NOTES 1. ALL CONSTRUCTION SHALL COMPLY WITH RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER AND PER THE GEOTECHNICAL REPORT UNLESS DIRECTED OTHERWISE. 1. ALL PLUMBING SHALL BE INSTALLED IN ACCORDANCE WITH THE 2020 MINNESOTA PLUMBING CODE, CHAPTER 4714. 2. ALL CONSTRUCTION SHALL COMPLY WITH THE 2022 EDITION OF MNDOT SPECIFICATIONS, UNLESS DIRECTED OTHERWISE. ALL PIPE, PIPE FITTINGS, TRAPS, FIXTURES, MATERIAL, AND DEVICES IN THE PLUMBING SYSTEM SHALL MEET THEIR RELEVANT CODE SECTION REQUIREMENTS INCLUDING: 3. THE CONTRACTOR IS REQUIRED TO ADHERE TO THE SPECIFICATIONS AND REGULATIONS SET FORTH BY THE CITY/UTILITY PROVIDER, 1.1. BE LISTED OR LABELED (THIRD PARTY CERTIFIED) BY A LISTING AGENCY. CEAM, AND MINNESOTA PLUMBING CODE (MINNESOTA RULES CHAPTER 4714) CONCERNING THE MATERIALS, INSTALLATION, AND 1.2. COMPLY WITH THE APPROVED RECOGNIZED STANDARDS REFERENCED IN THE 2020 MINNESOTA PLUMBING N TESTING OF WATER AND SANITARY UTILITIES. VERIFY RECEIPT OF ALL REQUIRED PERMITS PRIOR TO CONSTRUCTION. CODE. 4. EXISTING TOPOGRAPHIC AND UTILITY INFORMATION PREPARED BY ANDERSON ENGINEERING. BE ADVISED THAT THE LOCATION AND 1.3. BE FREE OF DEFECTS. TYPE OF EXISTING UTILITIES SHOWN ON THE PLANS ARE FOR GENERAL INFORMATION ONLY. THE INFORMATION IS NOT WARRANTED 2. POLYETHYLENE STORM SEWER MUST MEET ASTM F714 OR ASTM F894 (SECTION 1101.4.5 AND TABLE 701.2). TO BE ACCURATE OR COMPLETE. THE CONTRACTOR, IN COOPERATION WITH THE APPROPRIATE UTILITY COMPANY OR MUNICIPALITY, 2.1. HDPE PIPE MUST NOT BE INSTALLED WITHIN 10 FEET OF A BUILDING. IS RESPONSIBLE FOR VERIFYING THE LOCATION, SIZE, AND DEPTH OF ALL UNDERGROUND UTILITIES. 2.2. PIPES MUST BE INSTALLED WITHIN MINIMUM 10-FEE SEPARATION FROM WATER PIPING AND MAY NOT CROSS 5. ALL JOINTS AND CONNECTIONS IN THE STORM SEWER SYSTEM SHALL BE WATER TIGHT. APPROVED RESILIENT RUBBER JOINTS MUST ABOVE OR LESS THAN 12 INCHES BELOW WATER SERVICE LINES (SECTION 720.1). 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 2.3. CHANGES IN DIRECTION MUST OCCUR AT STRUCTURES OR COMPLIANT TRANSITIONS TO OTHER MATERIALS. Plymouth, MN 55441 | ae-mn.com BE USED MEETING ASTM F2510 TO MAKE WATER TIGHT CONNECTIONS TO MANHOLES AND CATCH BASINS. DO NOT GROUT OVER 2.4. JOINTS MUST BE HEAT FUSED PER SECTION 705.5.1. FLEXIBLE CONNECTIONS TO MANHOLES. 2.5. CONNECTION TO A DIFFERENT MATERIAL MUST USE AN APPROVED APPLICATION SPECIFIC TRANSITION 0 30' 60' P 763.412.4000 | F 763.412.4090 6. STORM SEWER MAINS, SERVICE PIPES, FITTINGS, AND STRUCTURES TO MEET THE FOLLOWING REQUIREMENTS: COUPLING MEETING ASTM C1173 OR ASTM C1461. Anderson E ngineering of Minnesota, LLC A. SITE PIPING 12 INCH DIA. AND LARGER TO BE REINFORCED CONCRETE PIPE CLASS PER ACPA LRFD FILL HEIGHT TABLES OR HDPE 2.6. WATER-TITGHT RESILIENT JOINTS MUST BE USED AT ALL CONNECTIONS, INCLUDING STRUCTURES. WATER TIGHT PIPE PER AASHTO M294, ASTM F2306, ASTM D3212, AND ASTM F477 AS NOTED ON PLAN DRAWINGS. 3. PVC STORM SEWERS MUST MEET ASTM D1785, D2665, D2729, D3034, F794, F891, F1488, OR F1760 WITH APPROVED B. B.SITE PIPING 6 INCH DIA. AND SMALLER TO BE PVC SCH 40 PER ASTM D1785 AND ASTM D2665 OR AS INDICATED ON PLAN FITTINGS (TABLE 701.2). ONLY ASTM D1785, D2665, F891, F1488, OR F1760 PVC MAY CROSS ABOVE OR LESS THAN 12 LEGEND DRAWINGS. INCHES BELOW POTABLE WATER LINES (SECTION 720.1). SOLVENT WELDED JOINTS MUST USE ASTM F656 PURPLE 7. ALL PORTIONS OF THE STORM SEWER SYSTEM LOCATED WITHIN 10 FEET OF THE BUILDING OR WATER SERVICE LINE MUST BE PRIMER AND ASTM D2564 CEMENT. THE SEWER MUST BE INSTALLED BY OPEN TRENCH ON A CONTINUOUS GRANULAR BED PER SECTION 314.4.1. PROPERTY LIMITS TESTED IN ACCORDANCE WITH MINNESOTA RULES, CHAPTER 4714, SECTION 1109.0. TWIN CITY HOSE CONSTRUCTION LIMITS EXISTING WATERMAIN (PUBLIC) BUILDING EXISTING SANITARY SEWER (PUBLIC) EXISTING STORM SEWER (PRIVATE) ADDITION PROPOSED WATERMAIN (PUBLIC) PROPOSED SANITARY SEWER (PUBLIC) 20615 COMMERCE BLVD PROPOSED STORM SEWER (PRIVATE) ROGERS MN, 55374 PROPOSED EASEMENT EXISTING STORM INLETS PROPOSED STORM MANHOLE EDWARD FARR PROPOSED BITUMINOUS PVMT ARCHITECTS, INC. PROPOSED CONCRETE PVMT KEY NOTES I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT DRAINAGE SWALE SUPERVISION AND THAT I AM A DULY LICENSED 1 INSTALL ROOF DRAIN. SEE PLUMBING AND MECHANICAL PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE FOR EXACT LOCATION. OF MINNESOTA. PRINT NAME: BRIAN J. FIELD, PE 2 INSTALL NEW 6" HDPE INTO EXISTING MANHOLE AT USING EXISTING KNOCKOUT LOCATION OF PREVIOUSLY REMOVED PIPE. INSTALL AT ELEVATION I. 956.70± MATCHING PIPE TO SIGNATURE: NOT FOR CONSTRUCTION SOUTH. DATE: 04/28/2026 LICENSE NO. 57224 3 SEE DETAIL XX/C9 FOR FILTRATION FOREBAY SECTION. EX HYDRANT REVISION LOG TO REMAIN 4 SEE DETAIL XX/C9 FOR WET POND SECTION. NO. DATE DESCRIPTION OF REVISIONS NEW FILTER BASIN 3 100 YR HWL = 961.11 BOTTOM = 959.40 WATER QUALITY LEVEL (WQL) - MPCA 4" DRAIN TILE AREA DRAINING TO POND = 4.48 AC x 1,800 CF = 8,064 CF NEW BUILDING 1 ADDITION FLOOD POOL VOLUME (1" IMPERVIOUS) = 135,787 SF x 12 FT = 11,316 CF FFE = 966.90 I. 962.00 EXISTING BUILDING TOTAL WATER QUALITY VOLUME REQUIRED = 19,380 CF FFE = 966.90± STORAGE PROVIDED AT ELEVATION 958.80 = 19,579 CF 1 NOTE: I. 957.50 NO NEW STORM SEWER TO BE INSTALLED BELOW THE ELEVATION OF 958.80 EX BLDG ROOF DRAIN 12" RCP SITE PLAN REVIEW APRIL 28, 2026 I. 962.00 EXISTING BUILDING DESIGNED: DRAWN: CHECKED BY: EX INLET FFE = 966.00± BF ER BF NEW WET POND 4 NWL = 957.50 100 YR HWL = 961.11 DRAWING TITLE BOTTOM = 948.50 PROPOSED EX DRAINAGE EASEMENT DRAINAGE EASEMENT BOT: UTILITY PLAN 948.50± I. 952.00 NWL: 2 957.50 DRAWING NO. INVERTED POND OUTLET PIPE 70 LF 12" RCP @ 7.8% 60" Ø OUTLET STRUCTURE CONSTRUCTION R-1642-SOLID "STORM" CASTING LIMITS R. 962.12 C8 I. 957.50 (12" W) 188LF 6" HPDE @ 0.4% I. 957.50 (6" E) SUMP: 954.50 PLOTTED: COMM. NO. ---- 18438 Page 39 of 169 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 Plymouth, MN 55441 | ae-mn.com P 763.412.4000 | F 763.412.4090 Anderson Engineering of Minnesota, LLC TWIN CITY HOSE BUILDING ADDITION 20615 COMMERCE BLVD ROGERS MN, 55374 EDWARD FARR 1 2 3 4 5 ARCHITECTS, INC. 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: BRIAN J. FIELD, PE SIGNATURE: NOT FOR CONSTRUCTION DATE: 04/28/2026 LICENSE NO. 57224 REVISION LOG NO. DATE DESCRIPTION OF REVISIONS (TYPE 4 PER MNDOT SPEC 3733) (TYPE 4 PER MNDOT SPEC 3733) 6 7 8 9 10 SITE PLAN REVIEW APRIL 28, 2026 DESIGNED: DRAWN: CHECKED BY: BF ER BF DRAWING TITLE CIVIL DETAILS 1 DRAWING NO. C9 PLOTTED: COMM. NO. ---- 18438 Page 40 of 169 12" SIGN SHALL BE MOUNTED TO THE BUILDING WHERE APPLICABLE. 1/8" 4000 PSI, 6% AIR ENTRAINED CIP SEE PLAN D/4 CONCRETE BROOM FINISH SWEEP PERPENDICULAR TO DIRECTION OF 18" TRAFFIC. SEE PLAN FOR WIDTH. 1/8" R (TYP) EXPANSION JOINT SIGN TO MEET STATE MNDOT 2531 TYPE B612 AND A.D.A. CODES Z Z CONCRETE CURB & GUTTER VARIES TIP OUT CURB 18" MIN. SIGN POST AS NECESSARY 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 4" CONC. MNDOT 2521 CONTROL JOINT Plymouth, MN 55441 | ae-mn.com 6" MIN. PROVIDE CONTROL JOINTS PER P 763.412.4000 | F 763.412.4090 4" AGG. BASE MNDOT 3138 60"-66" 4" DIA. STEEL PIPE MANUFACTURER RECOMMENDATIONS. 3" MIN. 18" MIN. W/ CONCRETE INFILL Anderson E ngineering of Minnesota, LLC COMPACTED SUB-BASE 95% 3/8" JOINT SEALER PER STRUCTURAL FROST CONCRETE 1.5" MNDOT 2360 SPWEA240B SPEC SECTION 321373 STOOP PAVEMENT (TYP) BITUMINOUS WEAR (MIN.) PAVEMENT SURFACE MNDOT 2357 TACK COAT 2" MNDOT 2360 SPWEB330B BITUMINOUS NON-WEAR (MIN.) Z Z 8" MNDOT 3138 CLASS 5 AGGREGATE BASE (MIN.) TWIN CITY HOSE SCARIFY AND BLEND TOP 12" OF SUBGRADE AND COMPACT TO A MINIMUM 6 UNDISTURBED / 100% OF ITS STANDARD PROCTOR MAXIMUM DRY UNIT WEIGHT. SUBGRADE TO BE 36" COMPACTED 1 TESTED & APPROVED BY GEOTECHNICAL CONSULTANT, OR THEIR REPRESENTATIVE. PREMOULDED EXPANSION JOINT FILLER SUBGRADE CONFORMING TO SPEC SECTION 321373 BUILDING EXPANSION JOINT GEO-TEXTILE NOTE: VERIFY PAVEMENT SECTION DESIGN AND SUBGRADE FABRIC REQUIREMENTS WITH GEOTECHNICAL REPORT AND PROVIDE EXPANSION JOINTS AT BUILDING AND CONCRETE STOOP 4" DIA. PERF. ADDITION INTERFACE, AS WELL AS EVERY 24 FEET OF CONTINUOUS SIDEWALK DRAINTILE W/ 3149 MNDOT SELECT GRANULAR RECOMMENDATIONS PRIOR TO CONSTRUCTION. AND AT SIDEWALK INTERSECTIONS. SOCK BORROW ADJACENT TO FROST NOTE: JOINTS CAN BE SAW CUT. STOOPS. TAPER @ 6:1 20615 COMMERCE BLVD BITUNIMOUS & CONCRETE WALK SECTION HANDICAP SIGN DETAIL CONCRETE JOINTING DETAIL FROST STOOP SECTION DETAIL ROGERS MN, 55374 1 NTS 2 NTS 3 NTS 4 NTS EDWARD FARR ARCHITECTS, INC. 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. HWL. 961.11 PRINT NAME: BRIAN J. FIELD, PE VARIES SIGNATURE: NOT FOR CONSTRUCTION 3:1 SLOPE* 3:1 SLOPE* DATE: 04/28/2026 LICENSE NO. 57224 EOF = 961.80 3 100 YR HWL = 961.11 1 SURFACE ELEV: 959.40 REVISION LOG 3 1 958.00 3 957.00 1 OCS 1:1 SLOPE* CLEAN WASHED NO. DATE DESCRIPTION OF REVISIONS 10 NWL = 957.50 10 1 1 RIM 962.12 SAND MEETING 12" ASTM C-33 SAND 10' 10' 3 3" WASHED #57 STONE 1 3 1 MEETING AASHTO M-43 AROUND DRAINTILE GEOTEXTILE FILTER FABRIC MAINTAINING SEE SHEET C8 FOR SIZE OF MINIMUM 125 GPM/SQFT INSTALL 2' THICK - LEVEL PERFORATED DRAINTILE MEETING 948.50 FLOW RATE 2 SILT/CLAY LINER ASTM D-1785 WITHOUT SOCK LINER NOTES: SILT/CLAY LINER CRITERIA: - 50 PERCENT FINES (200 SIEVE), OR 20 PERCENT FINES AND A PI OF 7 - AN IN-PLACE HYDRAULIC CONDUCTIVITY OF 1X10^-5 CENTIMETERS PER SECOND OR LESS - SOIL COMPACTION AND DOCUMENTATION AS SPECIFIED IN NRCS WISCONSIN CONSTRUCTION SPECIFICATIONS 204, EARTHFILL FOR WASTE STORAGE FACILITIES - MINIMUM THICKNESS OF TWO FEET WET POND SECTION DETAIL OUTLET CONTROL DETAIL 5 NTS 6 NTS SITE PLAN REVIEW APRIL 28, 2026 DESIGNED: DRAWN: CHECKED BY: BF ER BF DRAWING TITLE CIVIL DETAILS 2 DRAWING NO. C10 PLOTTED: COMM. NO. ---- 18438 Page 41 of 169 PLANT SCHEDULE LEGEND SYMBOL CODE QTY COMMON / BOTANICAL NAME CONT. SIZE SYMBOL CODE QTY COMMON / BOTANICAL NAME CONT SIZE PROPERTY LIMITS TREES DECIDUOUS SHRUBS CONSTRUCTION LIMITS ANNABELLE HYDRANGEA Ha 9 CONT. 5 GAL. 958 EXISTING MINOR CONTOUR SUMMERTIME MAACKIA HYDRANGEA ARBORESCENS 'ANNABELLE' Ma 2 B&B 1 - 1/2" CAL. MAACKIA AMURENSIS 'SUMMERTIME' 960 EXISTING MAJOR CONTOUR EVERGREEN SHRUBS 958 NEW MINOR CONTOUR TAUNTON JAPANESE YEW Tw 10 CONT. 5 GAL. DECIDUOUS TREES TAXUS X MEDIA 'TAUNTON' 960 NEW MAJOR CONTOUR 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 BOULEVARD AMERICAN LINDEN Tb 1 B&B 1 - 1/2" CAL. PERENNIALS TURF GRASS WITH IRRIGATION Plymouth, MN 55441 | ae-mn.com TILIA AMERICANA 'BOULEVARD' P 763.412.4000 | F 763.412.4090 PARADIGM HOSTA Hp 5 CONT. 1 GAL. UPLAND SEED MIX HOSTA X 'PARADIGM' Anderson E ngineering of Minnesota, LLC WET DETENTION SEED MIX 3" DEEP ROCK MULCH WITH LANDSCAPE FABRIC PLASTIC LANDSCAPE EDGER TWIN CITY HOSE BUILDING SHEET NOTES 1. IF A DISCREPANCY IS FOUND, THE PLANTING ADDITION PLAN SHALL OVERRIDE THE PLANT SCHEDULE. 2. ALL PLANTINGS SHALL RECEIVE IRRIGATION (SEE L2 FOR IRRIGATION NOTES) 20615 COMMERCE BLVD 3. REFER TO PLAN SHEET L2 FOR ROGERS MN, 55374 PLANTING,PLANT ESTABLISHMENT, AND TOPSOIL NOTES. REFER TO PLAN SHEET L3 SEED TO LIMITS OF CONSTRUCTION FOR PLANTING DETAILS. TURF GRASS WITH IRRIGATION (692 SF) TURF GRASS WITH IRRIGATION 4. SEE CIVIL FOR EROSION CONTROLS (431 SF) EDWARD FARR ARCHITECTS, INC. PLASTIC LANDSCAPE PLASTIC LANDSCAPE EDGER (7.5 LF) EDGER (7 LF) LANDSCAPE CODE REQUIREMENTS Tw Tw Tb 5 5 1 THE FRONT, SIDE AND REAR YARDS OF EACH SITE NOT I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR UTILIZED FOR BUILDING, PARKING (WHERE PERMITTED) Ma Ha PLASTIC LANDSCAPE REPORT WAS PREPARED BY ME OR UNDER MY DIRECT 8' OR OTHER IMPROVEMENTS SHALL BE LANDSCAPED SUPERVISION AND THAT I AM A DULY LICENSED 1 9 EDGER (195 LF) UTILIZING AN EFFECTIVE COMBINATION OF STREET PROFESSIONAL LANDSCAPE ARCHITECT UNDER THE LAWS PLASTIC LANDSCAPE OF THE STATE OF MINNESOTA. Hp MATCH EXISTING TREES, GRASS, GROUND COVER AND SHRUBBERY. LANDSCAPE BED EDGER (467 LF) 5 UNDEVELOPED AREAS IN THE INTERIOR OF THE SITE PRINT NAME: JESSICA A. FAHRENKAMP, PLA SHALL BE SEEDED WITH APPROPRIATE GRASSES AND MAINTAINED NEAT AND ORDERLY SO AS TO CONTROL SIGNATURE: NOT FOR CONSTRUCTION DUST ON SITES DATE: 04/28/2026 LICENSE NO. 65321 ALL OPEN AREAS OF DEVELOPED LOTS WHICH ARE NOT DEVOTED TO BUILDINGS, PATIOS, OFF-STREET PARKING, REVISION LOG FILTRATION LOADING AND DRIVING AREAS SHALL BE IRRIGATED AND FOREBAY LANDSCAPED WITH GRASS GROUND COVER, TREES, NO. DATE DESCRIPTION OF REVISIONS WET DETENTION SEED MIX SHRUBS OR OTHER ORNAMENTAL LANDSCAPE MATERIAL (1,340 SF) EXCEPT THAT NATURAL GRASSES AND VEGETATION FOR BUILDING UPLAND SEED MIX UNDEVELOPED PORTIONS OF THE LOT RESERVED FOR (19,676 SF) NEWADDITION BUILDING FUTURE EXPANSION IS ALLOWED PROVIDING THE FFEADDITION = 667.0 PORTIONS OF LOT ARE KEPT FREE OF LITTER, DEBRIS, AND NOXIOUS OR UNSIGHTLY WEEDS. EXISTING BUILDING FFE = 966.90 8' FFE = 966.90± OFF-STREET PARKING (LANDSCAPE) REQUIREMENTS: · FOR EVERY 17 PARKING SPACES IN A ROW, A LANDSCAPE ISLAND SHALL BE PROVIDED, EXCEPT WHERE THE LOT IS 2 ACRES OR LESS. ROCK OUTFALL, TYP. · EACH REQUIRED LANDSCAPE ISLAND IS TO CONTAIN SEE CIVIL AT LEAST ONE TREE; AND IS REQUIRED TO BE A MINIMUM SIZE OF 9 FEET BY 18 FEET. ADDITIONAL LANDSCAPING MAY BE PROVIDED IN THE FORM OF 8' SHRUBS, GRASSES AND OTHER ORNAMENTAL PLANTS. · NO INTERFERENCE BETWEEN ON-SITE UTILITIES AND LANDSCAPING IS PERMITTED, INCLUDING, BUT NOT WET STORMEXISTING WATER BUILDING POND 8' FFE = 966.00± BE LIMITED TO, FIRE EQUIPMENT OR ONSITE SITE PLAN REVIEW WET DETENTION SEED MIX LIGHTING. (12,222 SF) APRIL 28, 2026 TREE TYPEMINIMUM SIZE DESIGNED: DRAWN: CHECKED BY: TURF GRASS WITH IRRIGATION SHADE TREES (OVERSTORY): 2.5-INCH CALIPER (3,997 SF) · BF ER BF · ORNAMENTAL TREES (UNDERSTORY): 1.5-INCH EX DRAINAGE EASEMENT CALIPER DRAWING TITLE · EVERGREEN TREES (OVERSTORY): 4-6 FT · TALL SHRUBS AND HEDGE MATERIAL (DECIDUOUS OR CONIFEROUS): 3-4 FT 4' · LOW SHRUBS (DECIDUOUS): 5 GALLON SEED TO LIMITS OF CONSTRUCTION PLANTING PLAN DRAWING NO. L1 N 0 30' 60' PLOTTED: COMM. NO. ---- 18438 Page 42 of 169 GENERAL NOTES IRRIGATION NOTES 1. LANDSCAPE CONTRACTOR SHALL VISIT THE PROJECT SITE PRIOR TO SUBMITTING A BID TO BECOME COMPLETELY FAMILIAR WITH SITE CONDITIONS. 1. PRIOR TO CONSTRUCTION, VERIFY WITH THE GENERAL INSTALLED WITH A MINIMUM EARTH COVER OF 30-INCHES CONTRACTOR AND ALL LOCAL UTILITY COMPANIES TO FROM BOTTOM OF ROAD SUB-GRADE AND CONTAIN 2. ALL ROUGH AND FINISH GRADING TO BE DONE BY OTHERS. LOCATE EXACT LOCATIONS OF UNDERGROUND UTILITIES. SLEEVES NOT LESS THAN TWO NOMINAL DIMENSIONS GREATER THAT THE PIPE PASSING THROUGH. 3. NO PLANTING SHALL BE INSTALLED UNTIL ALL GRADING, BUILDING, CONSTRUCTION, UTILITY WORK & IRRIGATION (IF APPLICABLE) HAS BEEN COMPLETED IN THE AREAS TO BE PLANTED. 2. THE IRRIGATION SHALL BE A DESIGN/BUILD SYSTEM BY THE CONTRACTOR. THE LANDSCAPE CONTRACTOR 4. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY ALL UNDERGROUND CABLES, CONDUITS, WIRES, ETC., ON THE PROPERTY. SHALL BE RESPONSIBLE FOR PROVIDING AN IRRIGATION 14. IRRIGATION INSTALLER SHALL FURNISH AND INSTALL LAYOUT PLAN AND SPECIFICATIONS AS PART OF THE SLEEVE MATERIAL UNDER ALL ROADWAYS, WALKS AND 5. IF THERE IS A DISCREPANCY BETWEEN THE NUMBER OF PLANTS SHOWN ON THE PLAN AND THE NUMBER OF PLANTS SHOWN IN THE PLANT LIST, THE NUMBER OF PLANTS SHOWN ON THE PLAN WILL TAKE SCOPE OF WORK WHEN BIDDING. THESE SHALL BE DRIVEWAYS WHERE NECESSARY. PRECEDENCE. APPROVED BY THE OWNER PRIOR TO ORDER AND/OR 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 INSTALLATION. 15. TOP OF MAINLINES SHALL BE AT LEAST 30-INCHES BELOW Plymouth, MN 55441 | ae-mn.com P 763.412.4000 | F 763.412.4090 6. ALL PROPOSED PLANT MATERIAL SHALL BE LOCATED CAREFULLY AS SHOWN ON THE PLAN. IF THE CONTRACTOR BELIEVES AN ERROR HAS BEEN MADE REGARDING SPACING OR LOCATION OF THE PLANT GRADE IN TURF AREAS. MATERIAL INDICATED ON THE PLAN, NOTIFY THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION. Anderson E ngineering of Minnesota, LLC 3. VALVE AND CIRCUITS SHALL BE SEPARATED BASED ON 7. THE CONTRACTOR IS RESPONSIBLE FOR COMPLETE MAINTENANCE OF THE PLANT MATERIAL (WATERING, SPRAYING, FERTILIZING, MOWING, ETC.) UNTIL THE WORK HAS BEEN ACCEPTED, BY THE OWNER. WATER USE, SO THAT TURF AREAS ARE WATERED 16. TOP OF LATERAL LINES SHALL BE AT LEAST 18-INCHES SEPARATELY FROM SHRUB AND GROUND COVER AREAS. BELOW GRADE. 8. THE CONTRACTOR IS RESPONSIBLE FOR ALL REPAIRS TO PROPERTY DAMAGE FROM PLANTING OPERATIONS AT NO COST TO THE OWNER. IRRIGATION HEADS IN TURF AREAS SHALL BE VALVED SPEARATELY FROM SHRUB AND GROUND COVER AREAS. 9. ALL NEWLY PLANTED PLANT MATERIAL SHALL BE GUARANTEED THROUGH ONE CALENDAR YEAR STARTING FROM THE DATE OF ACCEPTANCE ESTABLISHED BY THE OWNER. IT IS RECOMMENDED THAT FULL SUN AND SHADY AREAS 17. MAINLINE PRESSURE PIPE FITTINGS 3-INCHES AND TO BE VALVED SEPARATELY AS WELL AS HIGH RUN-OFF LARGER SHALL BE PUSH ON GASKET JOINED AND SHALL TWIN CITY HOSE 10. THE CONTRACTOR SHALL MEET WITH THE OWNER OR OWNERS REPRESENTATIVE ON SITE WHEN THEY FEEL THE PROJECT IS COMPLETE ACCORDING TO THE CONTRACT DOCUMENTS. IF ALL WORK IS AND LOW RUN-OFF AREAS TO BE VALVED SEPARATELY. HAVE MECHANICAL JOINT RESTRAINTS. MAINLINE SATISFACTORY AND COMPLETE ACCORDING TO THE CONDITIONS OF THE CONTRACT DOCUMENTS, THEN THE OWNER MUST DECLARE THE PROJECT COMPLETE. THIS DECLARATION WILL CONSTITUTE AS THE PRESSURE PIPE FITTINGS 2.5-INCHES AND SMALLER BUILDING BEGINNING OF THE ONE (1) YEAR WARRANTEE PERIOD FOR ALL PLANT MATERIAL. THE OWNER SHALL PROVIDE A LETTER WITH SIGNATURE STATING THE DATE OF ACCEPTANCE. 4. CONFIRM LIMITS OF IRRIGATION, EXISTING AND FUTURE SHALL BE GLUED AND SHALL HAVE CONCRETE THRUST HARDSCAPE AND BUILDING LOCATIONS PRIOR TO THE BLOCKS AT FITTINGS THAT COMPRISE CHANGE IN ADDITION 11. WIND BURN OR OTHERWISE DAMAGED PLANT MATERIAL WILL NOT BE ACCEPTED. DESIGN OF THE IRRIGATION SYSTEM. DIRECTION. 12. THE PRACTICE OF STAKING SHOULD NOT ALLOW NAILS, SCREWS, WIRES, ETC. TO PENETRATE THE OUTER SURFACE OF THE TREES. 5. CONTRACTOR SHALL VERIFY WATER SOURCE LOCATION 18. OTHERS SHALL FURNISH, INSTALL AND BRING 24-INCHES 20615 COMMERCE BLVD AND PRESSURE AND SUPPLY A SYSTEM THAT PROVIDES ABOVE GRADE A MUNICIPAL POTABLE STUB FOR 13. THE CONTRACTOR WILL BE RESPONSIBLE FOR THE REMOVAL OF ALL TREE STAKES, GUYS, STRAPS AND TRUNK PROTECTION MEASURES FOLLOWING THE COMPLETION OF THE WARRANTEE PERIOD OR AS FULL AND COMPLETE COVERAGE TO ALL AREAS TO BE IRRIGATION, COORDINATE WITH GENERAL CONTRACTOR. ROGERS MN, 55374 DIRECTED BY THE OWNER. IRRIGATED. 14. LANDSCAPE CONTRACTOR IS REQUIRED TO PROVIDE THE OWNER WITH MAINTENANCE INFORMATION DURING THE GUARANTEE PERIOD RELATING TO WATERING, FERTILIZING, PRUNING, PEST CONTROL, AND 19. INSTALLER IS RESPONSIBLE FOR FURNISHING AND RELATED ITEMS. THIS WILL BE PREPARED AND DELIVERED TO THE OWNER AFTER PROVISIONAL INSPECTION APPROVAL HAS BEEN GIVEN BY THE OWNER AND/OR LANDSCAPE ARCHITECT. 6. SYSTEM SHOULD BE DESIGNED TO OPERATE AT UP TO INSTALLING THE BACKFLOW PREVENTOR, WATER METER 300 GPM @ 90 PSI TO COMPLETE WATER SCHEDULES AND BOOSTER PUMP, IF APPLICABLE. EDWARD FARR 15. INSTALL CORRUGATED PLASTIC TREE GUARDS, WHITE IN COLOR, WITH THE SIZE OF TUBE 1" DIA. (MIN.) LARGER THAN THE CALIPER OF THE TREE TO BE PROTECTED. WITHIN 12-HOURS MAXIMUM. ARCHITECTS, INC. 20. IRRIGATION CONTROL WIRE SHALL BE DIGITAL TWO-WIRE, 16. CONTRACTOR TO FURNISH & STALL PLASTIC EDGING AS SHOWN ON THE PLANS & DETAILS. PLASTIC EDGING SHALL BE MEDIUM DENSITY POLYETHYLENE WITH U.V. INHIBITOR, BLACK IN COLOR, WITH A TOTAL 7. RAIN SENSORS AND OTHER WATER SAVING UL LISTED FOR DIRECT BURIAL. DEPTH OF 5” (1” DIA. TOP AND 4” SHAFT WITH 1.5” V EVERY 3-1/2 FEET OF EDGING. TECHNOLOGIES SHALL BE INCLUDED WITHIN THE IRRIGATION DESIGN. 17. LANDSCAPE FABRIC (FILTER MAT) TO HAVE A COMBINED WEIGHT OF 4.5-5.5 OZ. PER S.Y. FABRIC SHOULD BE U.V. STABILIZED AND HAVE A FIVE YEAR MINIMUM WEATHERABILITY FACTOR IN FULL SUNLIGHT. 21. CONNECT ALL ELECTRICAL WIRING IN ACCORDANCE WITH FABRIC TO BE PHILLIPS DUON R OR EQUIVALENT. SAMPLE REQUIRED FOR APPROVAL. THE NATIONAL ELECTRICAL CODE AND ALL APPLICABLE 8. PROVIDE THE OWNER WITH AN OPERATING SCHEDULE LOCAL ELECTRIC UTILITY CODES INCLUDING: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR THAT WORKS WITH THE APPROVED LAYOUT PLAN AND 18. 3” DEPTH 1”TO 1-1/2” WASHED RIVER ROCK SHALL BE INSTALLED OVER LANDSCAPED FABRIC AS INDICATED ON THE PANS & DETAILS. 21.1. ALL LOW VOLTAGE IRRIGATION CONTROL WIRE SHALL REPORT WAS PREPARED BY ME OR UNDER MY DIRECT IDENTIFY ANY FIELD ADJUSTMENTS PRIOR TO PROJECT SUPERVISION AND THAT I AM A DULY LICENSED BE INSTALLED WITH THE MAINLINE PIPE WHERE COMPLETION. PROFESSIONAL LANDSCAPE ARCHITECT UNDER THE LAWS 19. CALIPER OF TREES UP TO AND INCLUDING 4" SHALL BE MEASURED AT 6" ABOVE GROUND LEVEL, AND 12" ABOVE GROUND LEVEL FOR LARGER SIZES. POSSIBLE OF THE STATE OF MINNESOTA. 21.2. DO NOT LOOP THE LOW VOLTAGE IRRIGATION 20. FOR BALLED & BURLAP PLANT MATERIAL, REMOVE THE TOP HALF OF THE BURLAP FROM THE ROOT BALL. WIRE CAGES, STRAPS, ETC. SHALL BE REMOVED FROM THE TOP HALF OF THE ROOTBALL BEFORE PRINT NAME: JESSICA A. FAHRENKAMP, PLA 9. AVOID OVER-SPRAY ONTO ROADS, SIDEWALKS, SIGNS CONTROL WIRE PATH. INSTALLATION. AND PARKING AREAS. SPRINKLER ARCS SHALL BE 21.3. SNAKE WIRE AT BOTTOM OF TRENCH BENEATH DETERMINED ON SITE BY THE IRRIGATION INSTALLER TO SIGNATURE: NOT FOR CONSTRUCTION 21. ALL CONTAINER MATERIAL SHALL HAVE BEEN GROWN IN CONTAINER FOR A MINIMUM OF 6 MONTHS PRIOR TO INSTALLATION. MAINLINE. PROVIDE THE MAXIMUM COVERAGE POSSIBLE. 21.4. PROVIDE 18-INCH OF SLACK CONTROL WIRE AT ALL 04/28/2026 65321 CAREFULLY ADJUST THE ARCS AND RADIUS OF EACH DATE: LICENSE NO. 22. SHRUBS AND GROUNDCOVER SHALL BE PLANTED A MINIMUM OF ONE HALF THEIR ON-CENTER SPACING FROM PAVING EDGE UNLESS OTHERWISE NOTED. CHANGES IN DIRECTION. SPRINKLER TO PROVIDE HEAD-TO-HEAD COVERAGE. 21.5. PROVIDE 24-INCH OF SLACK CONTROL WIRE AT EACH REVISION LOG 23. DECIDUOUS SHRUBS SHALL HAVE MINIMUM OF FIVE (5) CANES AT SPECIFIED HEIGHT UNLESS OTHERWISE NOTED IN PLANT SCHEDULE. REMOTE CONTROL VALVE COILED INSIDE VALVE BOX. 10. WITHIN EXTREME SLOPED AREAS: 21.6. ALL WIRE SPLICES SHALL BE WATERTIGHT NO. DATE DESCRIPTION OF REVISIONS 24. ALL PERENNIAL BEDS TO RECEIVE ROCK MULCH SHALL HAVE LANDSCAPE FABRIC INSTALLED WITH HOLES FOR PLANTS CUT 2.5 TIMES THE DIAMETER OF THE CONTAINER. 10.1. INSTALL STATIONS SEPARATELY FOR TOP AND CONNECTORS AND CONTAINED IN VALVE BOX. BOTTOM OF SLOPED AREAS 21.7. ALL WIRING BENEATH HARDSCAPES SHALL BE 25. LANDSCAPE CONTRACTOR SHALL PROVIDE AND INSTALL NURSERY GROWN PLANT MATERIAL CONFORMING TO THE REQUIREMENTS AND RECOMMENDATIONS OF THE LATEST EDITION OF ANSI Z60.1 10.2. INSTALL LATERAL PIPES PARALLEL TO SLOPE CONTAINED IN SLEEVING, SEPARATE FROM PIPING. STANDARDS UNLESS OTHERWISE NOTED IN THE PLANS OR SPECIFICATIONS. 10.3. IF SLOPE IS TOO EXTREME FOR MACHINERY, INSTALL ELECTRICAL SLEEVES ARE TO BE SIZED LATERAL PIPES SAFELY AND TEE-FEED INDIVIDUAL APPROPRIATELY FOR EASE OF WIRE INSTALLATION SPRINKLERS VIA DOWNHILL PIPING PERPENDICULAR AND REPAIR. TO FEED LINE 21.8. ALL WIRING SHALL BE IDENTIFIED AT EACH END TO PROVIDE INDICATION AS TO WHICH LOCATION THE SEEDING & TOPSOIL NOTES WIRE IS CONNECTED. 11. LOCATE VALVE BOXES AWAY FROM ROAD/CURB SO THEY ARE LESS VISUAL WHERE APPLICABLE. 21.9. GROUNDING PER MANUFACTURER'S 1. ALL NEWLY INSTALLED PLANT MATERIAL SHALL BE PLANTED IN WELL-DRAINED AREAS. NOTIFY THE RECOMMENDATION OR LOCAL ELECTRICAL CODE. LANDSCAPE ARCHITECT PRIOR TO INSTALLATION IF ANY PLANT MATERIAL IS LOCATED IN DRAINAGE SWALES OR WET & POORLY DRAINED AREAS. 12. DO NOT TRENCH THROUGH THE ROOT BALLS OF NEW PLANTINGS. 22. SCHEDULE AND PROGRAM CONTROLLER AND VALVES 2. ALL PLANTINGS SHALL RECEIVE FERTILIZER AS FOLLOWS: FOR APPROPRIATE LANDSCAPE WATER REQUIREMENTS. 2.1. SUMMER AND FALL PLANTING: 0-20-20 GRANULAR (IN SAUCER AROUND PLANT AT THE RATE OF 12 OZ. 13. MAINLINE PIPING BENEATH TRAFFIC AREAS SHALL BE PER 2-3" CAL. TREE & 6 OZ. PER SHRUB). 2.2. SPRING PLANTING: 10-10-10 GRANULAR (APPLY ABOVE REFERENCED FERTILIZER AT A RATE OF 12 OZ. PER 1-1/2” CAL. TREE OR LARGER & 6 OZ. PER SHRUB & PERENNIAL. SITE PLAN REVIEW PLANT ESTABLISHMENT NOTES 3. ALL PLANTINGS SHALL RECEIVE AN AMENDED SOIL MIX CONSISTING OF THREE (3) PARTS: APRIL 28, 2026 3.1. 45% APPROVED TOPSOIL (ONE SITE PREFERRED) 3.2. 45% ORGANIC MATTER (TYPE 1 SPHAGNUM PEAT MOSS FINELY DIVIDED WITH A PH OF 3.1 - 5.0.) 1. THE REQUIRED WORK SHALL CONSIST OF CONTINUOUSLY CONDUCTING OPERATIONS AND MAINTENANCE FOR A DESIGNED: DRAWN: CHECKED BY: 3.3. 10% SAND (FINE CLEAN MASONRY SAND) WARRANTY PERIOD ESTABLISHED FOR 1 YEAR AFTER THE INSTALLATION HAS BEEN ACCEPTANCE BY THE OWNER. BF ER BF THE WORK INCLUDES: 4. AREAS CONFINED TO A MASS PLANTING AREA (PLANTING BED) SHALL RECEIVE THE AMENDED SOIL MIX 1.1. ESTABLISHMENT OF BALLED AND BURLAPPED AND CONTAINER PLANT MATERIAL AND SEEDED AREAS DRAWING TITLE AT MIN. 12" DEPTH THROUGHOUT THE PLANTING AREA. AMENDED SOIL MIX SHALL BE MIXED 1.1.1. INCLUDING PEST CONTROL, FERTILIZING AND FUNGICIDAL TREATMENTS THOROUGHLY AND INSTALLED IN 6” LIFTS. 1.2. REGULAR WATERING SCHEDULINGS FOR ALL PLANT MATERIAL, SOD AND SEEDING 1.3. IRRIGATION SYSTEM OPERATION AND MAINTENANCE 5. AREAS TO RECEIVE SEED SHALL HAVE A 6” MINIMUM DEPTH OF TOPSOIL. TOPSOIL SHALL PROVIDE 1.4. REMOVAL OF ALL WEEDS WITHIN THE PROJECT AREA BY METHODS AGREED BY THE OWNER (POST/PRE HERBICIDE FERTILE, FRIABLE, NATURAL LOAM, SURFACE SOIL, REASONABLY FREE OF SUBSOIL, CLAY CLUMPS, TREATMENT, HAND OR MECHANICAL REMOVAL) BRUSH WEEDS AND OTHER LITTER, AND FREE OF ROOTS, STUMPS, STONE LARGER THAN 1” IN ANY 1.5. MAINTENANCE OF MISCELLANEOUS ITEMS (EROSION CONTROL PRODUCTS, REPAIRS FROM EROSION) DIMENSION, AND OTHER EXTRANEOUS OR TOXIC MATTER HARMFUL TO PLANT GROWTH. PLANTING DETAILS 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ON-SITE REVIEW MEETINGS WITH THE OWNER DURING THE PLANT 6. ALL AREAS SPECIFIED AS 'TURF SEED' TO BE SEEDED WITH PREMIUM SUNNY SEED MIX INCLUDING: ESTABLISHMENT PERIOD TO IDENTIFY OPERATIONS AND MAINTENANCE TO BE EXECUTED MONTHLY. 1 6.1. 20% RAVEN STAR KENTUCKY BLUEGRASS 10% MIDNIGHT STAR KENTUCKY BLUEGRASS 15% WASHINGTON KENTUCKY BLUEGRASS 5% THERMAL BLUE BLUEGRASS 35% SPLENDID PERENNIAL 3. PLANT MATERIAL DEEMED TO BE REPLACED AT THE END OF PLANT ESTABLISHMENT PERIOD SHALL BE EXECUTED RYEGRASS 15% ZODIAC CHEWINGS FESCUE (SEED MIX AVAILABLE AT GERTENS 1-651-450-1501). SEED WITHIN 2 WEEKS (14 DAYS) PRESENTING LESS THE FOLLOWING SURVIVORSHIP: SHALL BE APPLIED AT A RATE OF 150 LBS./AC. WITH 2 TONS SHREDDED AND PUNCHED IN PLACE 3.1. BALLED AND BURLAPPED AND CONTAINER PLANT MATERIAL: 75% STRAW PER ACRE. HYDROSEEDING & MULCHING IS AND ACCEPTABLE ALTERNATE. 3.2. SEEDED AREAS: 90% (<10% BARE SOIL) DRAWING NO. 7. ALL AREAS SPECIFIED AS 'UPLAND MIX' TO BE SEEDED WITH MNDOT MIX '2575.608 SOUTHERN TALLGRASS 4. REPLACEMENT PLANTS, SEED SHALL BE OF THE SAME SPECIES AND SIZE AS ORIGINALLY SPECIFIED ON THE ROADSIDE'. BROAD CAST, DRILL AND/OR HYDROSEED AT A RATE OF 26 LBS./AC. WITH 2 TONS SHREDDED DRAWINGS, UNLESS THE OWNER DETERMINES THAT SUBSTITUTIONS OF ANOTHER SPECIES OR SIZE SHALL BE MADE. AND PUNCHED IN PLACE STRAW PER ACRE. SEED MIX SHALL BE ABLE TO WITHSTAND PERIODIC FLOODING. L2 8. ALL AREAS SPECIFIED AS 'WET DETENTION MIX' TO BE SEEDED WITH MNDOT MIX '2575.608 SEED WET DITCH'. BROAD CAST, DRILL AND/OR HYDROSEED AT A RATE OF 20 LBS./AC. WITH 2 TONS SHREDDED AND PUNCHED IN PLACE STRAW PER ACRE. SEED MIX SHALL BE ABLE TO WITHSTAND PERIODIC FLOODING. PLOTTED: COMM. NO. ---- 18438 Page 43 of 169 NOTE: · 3" DP. WOOD MULCH SHALL BE USED UNDER TREES ISOLATED FROM PLANTING AREAS UNLESS IDENTIFIED OTHERWISE. · KEEP MULCH APPX. 3" OFF PLANT TRUNK OR STEM 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 Plymouth, MN 55441 | ae-mn.com P 763.412.4000 | F 763.412.4090 CENTER TREE IN HOLE, UPRIGHT Anderson E ngineering of Minnesota, LLC SINGLE STRAIGHT LEADER TWIN CITY HOSE 12"-18" 3X ROOTBALL DIA. TREE TIE SECURED TO STAKE. SECURE TO NOTE: BUILDING TREE WITH ANTI-CHAFFING MATERIAL. · FOR MULTIPLE PIECES OF EDGING, CONNECT WITH ALLOW FOR MOVEMENT OF TREE. 6" MIN. PLUG. STAKE EACH SIDE OF THE EDGING 12" ADDITION WRAP TREE WITH TREE WRAPPING MAX FROM THE POINT OF CONNECTION. MATERIAL AS SPECIFIED TO 1ST BRANCH 6' MIN. DIA. EARTH SAUCER BOUNDARY BETWEEN LAWN AND 20615 COMMERCE BLVD PLANTING AREA AS SHOWN ON PLAN MULCH SHALL BE HELD BACK 3" 6" DEEP ROGERS MN, 55374 AFTER EXPOSING TREE FROM BASE OF ALL PLANT MATERIAL BLACK PLASTIC LANDSCAPE EDGING 5" WIDE, 1" ROOT FLAIR, PLANT SO ROOT SHOVEL CUT V-HOOK AT BASE AND 1" DIA. BEAD ON TOP FLAIR IS ADJACENT TO (3) TREE STAKES DRIVEN A MIN. 2' FINISH GRADE BELOW GRADE (EQUALLY SPACED) LAWN 3" DEPTH WOOD/ROCK MULCH WOOD/ROCK MULCH PLANTING BED 3" DP. ROCK MULCH EDWARD FARR FERTILIZER PLANT TAB LANDSCAPE FABRIC AS SPECIFIED 3" HEIGHT TAMPED WATER BASIN AT TREE TIE SECURED TO EDGE OF EARTH SAUCER STAKE. SECURE TO TREE SPECIFIED PLANTING SOIL ARCHITECTS, INC. SUBGRADE FINISHED GRADE WITH ANTI-CHAFFING MATERIAL. ALLOW FOR MOVEMENT OF TREE. FERTILIZER PLANT TAB 45° 3x ROOT (3) TREE STAKES DRIVEN A MIN. 2' 9" MIN. LANDSCAPE EDGING BALL DIA. REMOVE BURLAP, TWINE, ROPE AND BELOW GRADE (EQUALLY SPACED) STAKE 45° EVERY 5' WIRE FROM ROOTBALL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT PLAN VIEW SUPERVISION AND THAT I AM A DULY LICENSED NOT TO SCALE PROFESSIONAL LANDSCAPE ARCHITECT UNDER THE LAWS PLANTING SOIL OF THE STATE OF MINNESOTA. MOUND MIN. 12" PRINT NAME: JESSICA A. FAHRENKAMP, PLA UNDISTURBED OR COMPACTED SOIL SIGNATURE: NOT FOR CONSTRUCTION DATE: 04/28/2026 LICENSE NO. 65321 DECIDUOUS TREE PLANTING DETAIL PLASTIC LANDSCAPE EDGING DETAIL REVISION LOG 1 NTS 2 NTS NO. DATE DESCRIPTION OF REVISIONS EDGE OF GROUNDCOVER O.C. SPACING AREA/WALK EDGE MULCH SHALL BE HELD BACK 3" FROM BASE OF ALL PLANT MATERIAL 1 DISTANCE FROM EDGE IS 2 THE APPROXIMATE O.C. SPACING 3" DEEP ROCK MULCH SITE PLAN REVIEW MOUND PLANTING SOIL TO APRIL 28, 2026 FORM SAUCER AROUND TRIANGULAR SPACE, DESIGNED: DRAWN: CHECKED BY: 3"(TYP.) PERIMETER OF PLANTINGS AT APPROXIMATED O.C. BF ER BF CONCRETE CURB 0.C. DISTANCE - EQUIDISTANT 1.5' MIN. TO PAVED MULCH SHALL BE HELD BACK 3" SPACING DRAWING TITLE SURFACES FROM BASE OF ALL PLANT MATERIAL PAVED SURFACE PLANT CENTER PLANTING SOIL 3" DEPTH ROCK MULCH 1" ROCK MULCH CONCRETE CURB PAVED 6" MIN. SURFACE 6" MIN. ROOTBALL 1" PAVED SURFACE UNDISTURBED OR PLANTING DETAILS PLANTING SOIL COMPACTED SOIL 6" MIN. NATIVE SOIL 2 6" PLANTING SOIL MIN. LINE OF PLANTING UNDISTURBED OR COMPACTED SOIL INDIVIDUAL PIT WHEN PLANTED PLANTING PIT 2X INDIVIDUALLY NOTE: CONT. DIA. - KEEP ROCK MULCH APPX. 3" OFF PLANT TRUNK OR STEM DRAWING NO. - SEE PLANTING PLAN FOR APPROPRIATE O.C. SPACING EVERGREEN SHRUB PLANTING DETAIL DECIDUOUS SHRUB/PERENNIAL PLANTING DETAIL SHRUB/PERENNIAL PLANT SPACING DETAIL 3 4 5 NTS NTS NTS L3 PLOTTED: COMM. NO. ---- 18438 Page 44 of 169 I hereby certified that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Architect under the laws of the State of Minnesota Edward A. Farr Date 4/28/2026 Reg. No. 16362 Project Manager EAF ©COPYRIGHT 2023 ZONING INFORMATION: ZONING: RC - REGIONAL EMPLOYMENT CENTER DISTRICT COMMERCE BOULEVARD SITE AREA: 3 ACRES . USE: LIGHT MANUFACTURING 10 BUILDING AREA: EXISTING: 24,321 SF PROPOSED: 9,715 SF TOTAL: 34,036 SF 16 (3) ACCESSIBLE PARKING CALCULATIONS: STALLS 8 53 STALLS EXIST'G PKG LOT END MANUFACTURING - 1/1500 = 34,036 x 1/1500 = 23 STALLS REQUIRED E RELOCATED 80'- 10" XIS TIN G S GAS METER I YARD FRONT 53 STALLS PROVIDED DEW ALK 10 9 BUILDING SETBACKS: ADA PARKING SIGN EXISTING SIDEWALK NEW CONCRETE SIDEWALK FRONT YARD: 20' REQUIRED / 81' PROVIDED SIDE YARD: 10' REQUIRED / 53' PROVIDED REAR YARD: 20' REQUIRED / 140' PROVIDED STOOP CODE INFORMATION: OCCUPANCY GROUPS: B (OFFICE) EXISTING ADDITION F-1 (MODERATE HAZARD FACTORY) BUILDING 9,715 SF 53' - 4" S-1 (MODERATE HAZARD STORAGE) 24,321 SF SIDE YARD CONSTRUCTION TYPE: IIB NONCOMBUSTIBLE, FULLY SPRINKLED NFPA 13 TRANSFORMER T Client DOCK DOCK SHIPPING SHIPPING LOADING RECEIVING COURT Project 140'. Twin City Hose Adddition REAR YARD REAR Location 20615 Commerce Bvld Rogers, MN 55374 Issued For Date ZONING REVIEW 04/28/2026 N Sheet Title 1 SITE PLAN A1.0 SCALE: 1" = 30'-0" 0' 15' 30' 60' ARCHITECTURAL SITE PLAN Project Number Sheet Number 23.047 A1.0 4/28/2026 3:24:43 3:24:43 PM 4/28/2026 Page 45 of 169 I hereby certified that this plan, 1 2 3 4 5 6 7 8 specification or report was prepared by me or under my direct supervision and 1 that I am a duly Licensed Architect A3.0 under the laws of the State of 182' - 0" 72' - 0" Minnesota Edward A. Farr EXISTING EXPANSION Date4/28/2026 Reg. No. 16362 Project Manager 180' - 0" 72' - 0" 1' - 0" EAF 1' - 0" 36' - 0" 36' - 0" 36' - 0" 36' - 0" 36' - 0" 36' - 0" 36' - 0" ©COPYRIGHT 2023 1' - 0"44' - 0"44' - 0"44' - 0"1' - 0" - 0"1' - 0"44' - 0"44' 1'- 0"44' A WALL OPENING 1' - 8" OFFICE 2,204 sf ELECT. FIRE SPRINKLER & ROOF ACCESS B UP FACTORY WAREHOUSE 22,117 sf 9,648 sf 3 4 A3.0 A3.0 134'- 0" C WALL OPENING SHIPPING RECEIVING Client AREA AREA Project D Twin City Hose Adddition T Location 20615 Commerce Bvld 2 Rogers, MN 55374 A3.0 N 1 FLOOR PLAN Issued For Date A2.0 SCALE: 3/32" = 1'-0" 0 4' 8' 16' ZONING REVIEW 04/28/2026 Sheet Title FLOORL PLAN Project Number Sheet Number 23.047 A2.0 4/28/2026 3:24:43 3:24:43 PM 4/28/2026 Page 46 of 169 I hereby certified that this plan, specification or report was prepared by 8 7 6 5 4 3 2 1 me or under my direct supervision and that I am a duly Licensed Architect under the laws of the State of EXISTING BUILDINGADDITION Minnesota Edward A. Farr 2 3 2 2 2 Date4/28/2026 Reg. No. 16362 T/PRECAST Project Manager 125' - 0" EAF T/DECK ©COPYRIGHT 2023 124' - 0" 1 FLOOR 1 100' - 0" RELOCATED GAS METER 1 NORTH ELEVATION A3.0 SCALE: 3/32" = 1'-0" 0 4' 8' 16' 1 2 3 4 5 6 7 8 EXISTING BUILDING ADDITION 4 3 LINE OF LINE OF EXIST'G ROOF NEW ROOF EXIST'G EXIT 1 LIGHT EXIST'G ARGON TANK EXIST'G CHAIN LINK FENCE 2 SOUTH ELEVATION A3.0 SCALE: 3/32" = 1'-0" 0 4' 8' 16' D C B A ADDITION 3 T/PRECAST T/DECK 125' - 0" ELEVATION NOTES 124' - 0" LINE OF 1 NEW RAKED AND PAINTED PRECAST PANELS NEW ROOF 2 NEW AREA LIGHT 1 5 3 PREFINISHED MTL COPING 4 THRU-WALL SCUPPER 5 NEW EXIT LIGHT 6 Client 6 NEW HOLLOW MTL DOOR FLOOR 1 100' - 0" Project Twin City Hose Adddition 3 EAST ELEVATION A3.0 SCALE: 3/32" = 1'-0" 0 4' 8' 16' A B C D Location 20615 Commerce Bvld EXISTING BUILDING Rogers, MN 55374 T/PRECAST 125' - 0" T/DECK LINE OF Issued For Date 124' - 0" EXIST'G ROOF ZONING REVIEW 04/28/2026 EXIST'G EXIT LIGHT FLOOR 1 100' - 0" Sheet Title FDC ALARM HORN & LIGHT EXTERIOR ELEVATIONS 4 WEST ELEVATION Project Number Sheet Number A3.0 SCALE: 3/32" = 1'-0" 0 4' 8' 16' 23.047 A3.0 4/28/2026 3:24:45 3:24:45 PM 4/28/2026 Page 47 of 169 I hereby certified that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Architect under the laws of the State of Minnesota Edward A. Farr Date4/28/2026 Reg. No. 16362 Project Manager EAF ©COPYRIGHT 2023 NORTHWEST CORNER VIEW Client Project Twin City Hose Adddition Location 20615 Commerce Bvld Rogers, MN 55374 Issued For Date ZONING REVIEW 04/28/2026 Sheet Title RENDERING VIEW Project Number Sheet Number 23.047 A4.0 4/28/2026 3:24:46 3:24:46 PM 4/28/2026 Page 48 of 169 Luminaire Schedule Calculation Summary Symbol Qty TypeMounting Lum. Watts Luminaire LLF Description [MANUFAC] Label Units Avg Max Min Avg/Min Max/Min Height Lumens Overall Site Fc 0.33 9.1 0.0 N.A. N.A. 4 W1 21 205 26035 0.900 NV-1-T4-64L-1-50K-UNV WALL MOUNT NLS Lighing LLC Parking Lot Fc 2.60 6.8 0.1 26.00 68.00 0.0 0.0 0.0 0.0 0.00.0 0.0 0.00.00.00.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.00.00.00.00.00.00.00.0 0.0 0.00.00.00.00.00.0 0.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.00.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.00.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.00.00.00.00.00.00.00.00.0 0.00.00.00.0 0.00.00.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0Parking 0.0 0.0Lot 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.0 0.00.0 0.00.00.00.00.00.00.0 0.0 0.0 Illuminance0.0 0.0 (Fc) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Average = 2.60 Maximum = 6.8 0.0 0.00.0 0.0 0.00.00.00.00.00.00.00.00.10.1. 0.10.1 0.1 0.1 0.1Minimum 0.1 0.1 = 0.1 0.1 0.1 0.1 0.1 0.10.1 0.0 0.00.00.00.00.00.00.00.0 0.0 0.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Avg/Min Ratio = 26.00 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.10.1 0.10.10.20.20.10.10.10.2Max/Min0.2 0.2 Ratio 0.1= 68.00 0.1 0.1 0.1 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.10.2 0.2 0.2 0.210 0.2 0.3 0.3 0.4 0.4 0.4 0.4 0.30.40.40.40.40.40.40.40.40.4 0.40.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.10.0 0.0 0.00.00.00.00.00.00.00.0 0.0 0.00.00.0 0.0 0.1 0.1 0.2 0.2 0.3 0.4 0.5 0.5 0.6 0.6 0.7 0.8 0.8 0.9 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.80.80.90.90.80.80.70.60.60.5 0.40.4 0.3 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 24' - 0" 25' - 6" 0.0 0.0 0.1 0.3 0.40.5 0.6 0.7 0.8 0.9 1.1 1.2 1.3 1.31.3 1.4 1.4 1.4 1.3 1.4 1.41.3 1.4 1.4 1.3 1.4 1.3 1.3 1.21.00.90.80.70.60.50.40.20.1 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16 0.0 0.0 0.1 0.3 0.6 0.8 0.9 1.0 1.3 1.4 1.82.0 1.9 1.9 2.0 2.1 2.1 2.1 2.1 1.91.9 2.12.1 2.0 2.1 1.9 1.9 2.0 1.9 1.61.41.1 1.0 0.9 0.7 0.5 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.10.20.61.0 1.21.31.51.92.22.62.62.52.62.6 2.5 2.6 2.6 2.5 2.6 2.6 2.5 2.5 2.6 2.6 2.5 2.6 2.5 2.1 1.7 1.4 1.21.2 0.9 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 8 53 STALLS 0.00.00.00.10.51.21.71.82.02.3 2.73.1 3.4 3.4 3.3 3.1 2.8 3.0 3.3 3.5 3.4 3.2 2.8 2.8 3.3 3.5 3.5 3.3 2.9 2.5 2.2 1.8 1.7 1.50.9 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 EX IST 0.0 0.0 0.0 0.1 0.3 1.12.2 2.83.13.63.94.24.55.34.4ING 4.2 4.0 4.1 4.35.24.84.34.04.0 4.34.95.1 4.3 4.0 3.8 3.5 2.8 2.7 1.7 0.7 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.0 0.0 0.0 0.0 SI DEW ALK 0.00.0 0.0 0.1 0.2 1.0 2.4ADA 4.0 5.1PARKING6.3 6.7 6.3 6.46.86.46.46.76.56.36.86.66.2 6.76.7 6.2 6.7 6.7 6.3 6.5 6.6 5.7 4.7 3.4 1.70.6 0.1 0.00.00.00.00.00.00.00.0 0.0 0.00.00.00.00.00.0 0.0 SIGN 10 9 0.0 0.0 0.0 0.1 0.20.9 2.3 4.3 5.5 7.5 8.8 6.9 6.5 6.8 6.4 7.1 9.1 7.4 6.4 6.96.66.88.48.26.76.76.96.5 7.58.8 6.4 4.9 3.4 1.5 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 EXISTING SIDEWALK NEW CONCRETE SIDEWALK 0.00.00.00.00.10.71.40.0W1 W1 W1 W1 0.0 0.30.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 MH: 21 MH: 21 MH: 21 MH: 21 NEW Tilt: 5 Tilt: 5 Tilt: 5 Tilt: 5 EXIT LIGHT 0.00.00.0 0.0 0.00.00.00.0EXIST'G EXIT EXIST'G AREA NEW AREA 0.00.00.00.0 0.00.0 0.0 0.00.00.00.00.00.00.00.00.0 0.0 0.0 0.0 LIGHT LIGHT LIGHT 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0STOOP 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.0 0.00.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.0 0.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.0EXIST'G 0.00.0 0.00.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 EXIT 0.00.0 0.00.00.00.00.00.0LIGHT 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.00.00.00.00.00.00.00.0 0.00.0 0.00.00.00.00.00.0 0.0 0.0 0.00.00.00.00.00.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.0 0.00.0 0.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.0 0.00.00.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.00.00.00.00.00.00.00.0 0.00.0 0.00.00.00.00.00.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.00.00.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.00.00.0 0.00.00.00.00.0EXIST'G 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 EXIT LIGHT 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.00.0 0.0 0.00.00.00.00.00.00.00.0 0.0 0.00.00.00.00.00.0 0.0 0.0 0.0 0.0 Designed By: K. Tomczak Designed By: Lalim Jack Checked Scale:30' 1" = 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.00.00.00.00.00.00.00.0 0.00.00.00.00.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.00.00.00.00.00.00.0 0.0 0.00.00.00.0 Date:4/27/2026 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.0 0.00.00.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.00.00.00.00.00.00.0 0.00.00.00.00.00.00.0 0.00.00.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.00.0 0.0 0.00.00.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.00.0 0.0 0.00.00.00.00.00.00.00.0 0.0 0.00.00.00.00.00.0 0.00.00.00.00.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.0 0.0 0.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.00.00.00.00.00.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.00.0 0.00.00.00.00.00.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DISCLAIMER: Based on the information provided, all dimensions and luminaire locations shown represent recommended positions. Actual performance of any manufacturer's luminaires may vary due to changes in electrical voltage, tolerance in LEDs and other variable field conditions. Calculations do not include obstructions such as buildings, curbs, landscaping or any other architectural elements unless noted. Fixture nomenclature to be finalized by engineer and/or architect. Twin City Hose This drawings is for photometric evaluation purposes only and should not be used as a construction document or as a final document for ordering product. Page 1 of 1 Page 49 of 169 Storm Water Management Plan Calculations & Summaries Twin City Hose Bldg Addition Rogers, MN Project No. 18438 April 28, 2026 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. ____________________________________ Brian J. Field, P.E. Reg. No. 57224 Prepared By: Prepared For: Anderson Engineering of MN, LLC Twin City Hose 13605 1st Avenue North, Suite 100 20615 Commerce Blvd Plymouth, MN 55441 Rogers, MN 55374 Ph: 763.412.4000 Fax: 763.412.4090 Page 50 of 169 Anderson Engineering of Minnesota, LLC ● 13605 1st Avenue North, Suite 100 ● Plymouth, Minnesota 55441 ● (763) 412-4000 Main ● (763) 412-4090 Fax ● www.ae-mn.com Table of Contents  Cover / Certification Page  Table of Contents  Project Overview  Existing Site Conditions  Post-Development Site Conditions  Soils  Methodology  Elm Creek Watershed District Rules & Regulations  Summary Appendix – Exhibits and Calculations  A – Existing Drainage Map  B – Proposed Drainage Map  C – HydroCAD Report  D – MIDS Calculations Report  E – Civil Plans  F – Geotechnical Report 1 | Page Page 51 of 169Stormwater Narrative/Summary April 28, 2026 Twin City Hose Bldg Addition Rogers, MN Project Overview Twin City Hose is Proposing to expanded their footprint on their developed lot at 20615 Commerce Blvd in Rogers, MN. The Site is bounded by Commerce Blvd to the north, commercial properties to the west, a multi-tenant office building to the east, and an RV and trailer storage to the south. The proposed construction will include a 9,715 SF building addition and an expanded parking lot. The new parking area will have a new driveway access to Commerce Blvd. The original building project anticipated this future building and parking expansion. Existing Site Conditions Twin City Hose’s property sits on a 3 acre lot. The existing building has a finished floor elevation of 967.0 feet. An existing parking lot is to the north of the building which drain north to Commerce Blvd. Along the west side of the building is an access drive that leads to the loading dock area in the south. These areas and the existing building drain southeast to a wet detention pond. This pond has a NWL of 957.7 controlled by an outlet control structure with a 6” outlet routed to the George Weber Dr storm sewer. The multi- tenant office building to the east along drains to this same pond making the total drainage area to the pond 4.36 acres. The RV and trailer storage to the south has its own pond but connects to the same storm sewer manhole in George Weber Dr as this pond. Proposed Site Conditions 9,715 SF building addition to the east and an expanded parking lot located north of this addition. The new parking area will have a new driveway access to Commerce Blvd in the north east corner. This new building and parking area will be captured by a new filtration pond forebay before entering the wet detention pond. The filtration pond forebay is sized to filter the first 1” of rainfall. The wet detention pond will be reconfigured to fit the new addition while lowering the HWL. With these changes, the total area draining to the pond will increase to 4.48 acres. The proposed drainage pattern can be seen in Exhibit B: Proposed Drainage Map within the appendices of this report. Soils A geotechnical soil testing report was completed on by Kilo Engineering April 24th, 2026. 4 borings were conducted in the proposed building and parking lot locations. The soils on site were found to be primarily lean clay (CL) which are in Hydrological soil group D. This soil is poorly draining and is considered unsuitable for infiltration practices with an infiltration rate of 0.06 in/hr per the Minnesota Stormwater Manual. As such, infiltration practices are not feasible, and a filtration method will be utilized. Grandwater was not encountered down to an elevation of 950. The existing wet detention pond has a bottom elevation of 948.50 per previous as-builts. See Exhibit F – Geotechnical Report for more information. Methodology HydroCAD The Hydrologic characteristics of the site were modeled using HydroCAD software. TR55/TR20 methods were utilized. Pre-development and proposed drainage areas were determined via review of the previous HydroCAD model, as-built data, current land survey data, and aerial photos. 2 | Page Page 52 of 169Stormwater Narrative/Summary April 28, 2026 Twin City Hose Bldg Addition Rogers, MN The 2, 10, & 100-year frequency events were analyzed for peak runoff rate control in the existing and proposed conditions. The MSE-3 24-hr distribution was used in analysis. Depths for the 2, 10, & 100-year storms were found to be 2.86”, 4.26”, and 7.32” respectively. Runoff from pervious and impervious surfaces were calculated together in order to simplify the model for the runoff volume from the site surfaces. Time of Concentrations have been calculated using the HydroCAD program individually for each sub-catchment. Results of this analysis are summarized below, and a report can be seen in Exhibit C: HydroCAD Report. Elm Creek Watershed District and City of Rogers Rules In addition to the rules described below, the proposed design and report will utilize those definitions and procedural requirements as described in Rule’s A & B of the Elm Creek Watershed District Rules. The construction and stormwater management plans have also been designed to meet general standards described within Rule’s C and J. Table 1 below summarizes the watershed rules that are not applicable to this site and reasoning for exclusion: Table 1: Non-Applicable Watershed Rules Floodplain not located within construction Rule F Floodplain Alteration site. Rule G Wetland Alteration Wetland not located within construction site. Rule H Bridge and Culvert Crossing Not Applicable. Rule I Buffer Strips Wetland not located within construction site. Rule K Variances Not applicable Additionally, the City of Rogers Municipal Code chapter 117 has rules on stormwater and section 117-7h specifically has detention pond design standards. Below is a summary of other applicable watershed rules and regulations have been met for this project: Rule D – Stormwater Management 3.b – Runoff Rate (City 117-7.b.1.g) Both the watershed and city require the 2-yr, 10-yr, and 100-yr proposed peak discharge rates be less than the existing rate. Rate control was analyzed for the 2, 10, and 100-year storm event. The site was modeled to existing conditions to get a baseline of runoff rate to be met by proposed conditions. The rates were compared for the pond outlets and the whole drainage area. A full summary of the existing and proposed HydroCAD results can be found within Exhibit C: HydroCAD Report in the appendices of this report. Tabulations of peak runoff rates can be found in Table 2 below: Table 2: Rate Control Storm Event Existing Pond (1P) Proposed Pond (10P) Existing Street (1R) Proposed Street (10R) 2-year 0.65 0.56 2.38 2.08 10-year 0.79 0.70 3.71 3.17 100-year 1.00 0.91 6.52 5.46 3 | Page Page 53 of 169Stormwater Narrative/Summary April 28, 2026 Twin City Hose Bldg Addition Rogers, MN 3.b.i.3 – Low Floor Elevation Per the Elm Creek Watershed District Rules and regulations, the HWL of the storage ponds are required to be at least 2’ below the finished floor of the new building. The existing and proposed low floor elevation of the building is 967.0. The existing adjacent property building has a low floor elevation of 966.00. The proposed 100-year HWL meets this requirement at elevation 961.16. However, adjacent pavement for the loading dock area is at 960.53 and the neighbor’s loading dock has a low catch basin with a rim of 960.48. Both areas are below the 100-year HWL. The filtration Forebay will be above the wet detention pond but will be protected from flooding the adjacent docking area by a berm extending past the forebay overflow. The critical storm water levels can be found in table 3 showing the problem is already existing and by reconfiguring the pond, the proposed improves the issue. Table 3: High Water Levels Storm Event Existing Pond (1P) Proposed Pond (10P) Filtration Forebay (40P) NWL 970.70 970.50 N/A 2-year 959.17 958.70 960.91 10-year 960.12 959.54 961.00 100-year 961.82 961.11 961.11 3.c.3.i – Runoff Volume (City 117-3.1.b.g) The Watershed requires a treatment volume of 1.1” over the total new impervious surfaces of the project. The city also has a requirement for the first ½” of runoff which is less than the Watershed requirement. 15,898 SF of new impervious surface is proposed for the site. The required treatment volume is therefore: 푇표푡푎푙 푁푒푤 퐼푚푝푒푟푣푖표푢푠 퐴푟푒푎 (푆퐹) = 15,898 (SF) 1.1(푖푛) 푅푒푞푢푖푟푒푑 퐴푏푠푡푟푎푐푡푖표푛 (퐶퐹) = 15,898 (SF) × = ퟏ, ퟒퟓퟕ (푪푭) 12(푖푛) Proposed: Infiltration of the treatment volume of 1.1” over the impervious area is not feasible for this site due to the type D soils. Instead, a filtration basin will be installed upstream of the wet detention pond to act as a filtration forebay for the wet pond. the The primary release of stormwater from the pond will be via filtration through a media layer while the excess volume will overtop a weir and flow into the wet pond. See Table 4 below summarizes the 40P’s storage volumes. Table 4: Filtration Pond (40P) Storage Summary Required Volume Filtration Pond Lowest Outlet Abstraction Volume Abstraction 959.40 1457 2654 4 | Page Page 54 of 169Stormwater Narrative/Summary April 28, 2026 Twin City Hose Bldg Addition Rogers, MN Wet Pond Design Requirements (City 117-7h, MPCA Stormwater Manual) The existing wet detention pond was designed as a wet pond during the construction of multi-tenant office building to the east. Existing pavement and structures limit the amount of area the pond could be expanded. The wet pond requirements were met to the maximum extent technically feasible. Below is a summary of the city and MPCA level 2 wet detention pond requirements. Dead Storage (City 117-7.h.1) Criteria: 1800 CF per acre draining to pond Total area draining to pond = 4.48 Acres x 1800 CF/Ac = 8,064 CF dead storage required Existing Dead Storage = 62,856 CF; Proposed Dead Storage = 47,103 CF > 8,064 CF required Pond Depth (City 117-7.h.2) Criteria: 4’ Minimum, 10’ Maximum Existing Depth = 9.5’, Proposed Depth = 9.5’ Pond Length to Width Ratio (City 117-7.h.3) Criteria: MPCA Length to Width Ratio 1:1 – 3:1 (Level 2); City Length to Width Ratio Greater than 3:1 Existing Ratio: 120’/100’ = 1.20; Proposed Ratio: 114’/84’ = 1.36 The city requirement could not be reached due to existing features restricting pond expansion. However, the ratios are met for the MPCA level 2 pond standards. Protected Shelf (City 117-7.h.4) Criteria: Minimum width extending 10’ into the permanent pool with a slope of 10:1. Existing: Not provided; Proposed: 10’ shelf Provided Protected Buffer Strip (City 117-7.h.5) Criteria: Minimum 25’ of vegetative buffer strip surrounding the permanent pool. Existing: 15’ Min. Buffer Provided; Proposed: 16’ Min. Buffer Provided The city requirement could not be met due to the existing dock area and inlet pipe to the east and the existing truck turn in the south west corner. Forebay (City 117-7.h.8) Criteria: All facilities must have a forebay to remove particles prior to discharge into storage basin. Existing: Not provided; Proposed: Provided for new impervious area 6 | Page Page 56 of 169Stormwater Narrative/Summary April 28, 2026 Twin City Hose Bldg Addition Rogers, MN Flood Pool Volume Criteria: Flood Pool Volume of 1” of impervious area Total impervious draining to pond = 135,787 SF 1(푖푛) 푅푒푞푢푖푟푒푑 푉표푙푢푚푒 (퐶퐹) = 135,787 (SF) × = ퟏퟏ, ퟑퟏퟔ (푪푭) 12(푖푛) Existing Flood Volume = 63,943 CF; Proposed Flood Volume = 87,433 CF > 11,316 CF required Discharge Rate Criteria: Discharge not to exceed 5.66 cfs per arce of the full surface area of the pond 1(퐴푐) 5.66(푐푓푠) 푀푎푥푖푚푢푚 퐷푖푠푐ℎ푎푟푔푒 푐푓푠 = 32,632 (SF) × × = ퟒ. ퟐퟒ (풄풇풔) 43560(푆퐹) 1 (퐴푐) Existing: 1.0 cfs; Proposed: 0.92 cfs < 4.24 cfs maximum Rule E – Erosion and Sediment Control Anderson Engineering will obtain a permit from the District that incorporates and approves an erosion and sediment control plan for the project before the start of the project. Disturbance will equal greater that 1.0 acre in area and therefore a Stormwater Pollution Prevention Plan (SWPPP) has been developed and included within the plan set. It is the responsibility of the contractor to implement and modify the SWPPP as construction proceeds. An MPCA General Construction Stormwater Permit will be applied for with conjunction of the SWPPP by the general contractor and will be provided to the City/Watershed when available. Summary Overall, the proposed condition will be an improvement to the existing condition for storm water management. The site layout and final grading is designed to take advantage of the existing terrain and impervious areas for to drain to existing stormwater features. Within the project boundary, some changes to the existing drainage patterns are expected due to the proposed structures and other site improvements. The project design does not propose to make major changes to drainage divides. 7 | Page Page 57 of 169 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 Plymouth, MN 55441 | ae-mn.com P 763.412.4000 | F 763.412.4090 Ande rson Eng ine ering of Minne sota, LLC TWIN CITY HOSE BUILDING 1R ADDITION 20615 COMMERCE BLVD ROGERS MN, 55374 3E EDWARD FARR ARCHITECTS, INC. 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 ENGINEERLANDSCAPE UNDER ARCHITECT THE LAWS UNDER OF THETHE STATELAWS OF MINNESOTA.THE STATE OF MINNESOTA. PRINT NAME: BRIANJESSICA J. FIELD,A. FAHRENKAMP, PE PLA SIGNATURE: NOT FOR CONSTRUCTION 04/28/2026 5722465321 EXISTING BUILDING DATE: LICENSE NO. FFE = 966.90± 2E REVISION LOG NO. DATE DESCRIPTION OF REVISIONS EXISTING BUILDING FFE = 966.00± 1E 1P SITE PLAN REVIEW APRIL 28, 2026 DESIGNED: DRAWN: CHECKED BY: BF ER BF DRAWING TITLE EXISTING DRAINAGE MAP DRAWING NO. EX A PLOTTED: COMM. NO. ---- 18438 Page 58 of 169 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 Plymouth, MN 55441 | ae-mn.com P 763.412.4000 | F 763.412.4090 Anders on E ngine ering of Minnes ota, LLC TWIN CITY HOSE BUILDING ADDITION 20615 COMMERCE BLVD 10R ROGERS MN, 55374 EDWARD FARR ARCHITECTS, INC. 3S 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 ENGINEERLANDSCAPE UNDER ARCHITECT THE LAWS UNDER OF THETHE STATELAWS OF MINNESOTA.THE STATE OF MINNESOTA. PRINT NAME: BRIANJESSICA J. FIELD,A. FAHRENKAMP, PE PLA 4S SIGNATURE: NOT FOR CONSTRUCTION DATE: 04/28/2026 LICENSE NO. 5722465321 REVISION LOG NEW BUILDING NO. DATE DESCRIPTION OF REVISIONS ADDITION 40P EX 100-YR HWL: 961.82 EXISTING BUILDING FFE = 966.90 FFE = 966.90± 2S NEW 100-YR HWL: 961.11 EXISTING BUILDING FFE = 966.00± 1S SITE PLAN REVIEW 10P APRIL 28, 2026 DESIGNED: DRAWN: CHECKED BY: BF ER BF EX 100-YR HWL: 961.82 DRAWING TITLE NEW 100-YR HWL: 961.11 PROPOSED DRAINAGE MAP DRAWING NO. EX B PLOTTED: COMM. NO. ---- 18438 Page 59 of 169 2E 3E EAST AREA UNCAPTURED AREAS 1E 1P 1R WEST AREA NURP POND GEORGE WEBER DR Existing Conditions 4S 2S 3S NORTH AREA EAST AREA UNCAPTURED AREAS 40P FILTER POND 1S 10P 10R WEST AREA NURP POND GEORGE WEBER DR Proposed Conditions Subcat Reach Pond Link Routing Diagram for 18438_TwinCityHose Prepared by Anderson Engineering Of MN, LLC, Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 60 of 16918438_TwinCityHose Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 1 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 1.881 80 >75% Grass cover, Good, HSG D (1E, 2E, 3E) 3.127 98 Paved parking, HSG D (1E, 2E, 3E) Page 61 of 16918438_TwinCityHose Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 2 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 5.008 HSG D 1E, 2E, 3E 0.000 Other Page 62 of 16918438_TwinCityHose Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 3 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 1.881 0.000 1.881 >75% Grass cover, Good 1E, 2E, 3E 0.000 0.000 0.000 3.127 0.000 3.127 Paved parking 1E, 2E, 3E Page 63 of 16918438_TwinCityHose Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 4 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 1P 957.70 956.70 211.0 0.0047 0.010 0.0 6.0 0.0 Page 64 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1E: WEST AREA Runoff Area=102,238 sf 49.49% Impervious Runoff Depth=1.77" Tc=10.0 min CN=89 Runoff=6.34 cfs 0.347 af Subcatchment 2E: EAST AREA Runoff Area=87,479 sf 79.99% Impervious Runoff Depth=2.21" Tc=10.0 min CN=94 Runoff=6.49 cfs 0.371 af Subcatchment 3E: UNCAPTURED AREAS Runoff Area=28,417 sf 55.02% Impervious Runoff Depth=1.86" Tc=10.0 min CN=90 Runoff=1.83 cfs 0.101 af Reach 1R: GEORGE WEBER DR Inflow=2.38 cfs 0.806 af Outflow=2.38 cfs 0.806 af Pond 1P: NURP POND Peak Elev=959.17' Storage=18,129 cf Inflow=12.83 cfs 0.718 af Outflow=0.65 cfs 0.705 af Page 65 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1E: WEST AREA Runoff = 6.34 cfs @ 12.01 hrs, Volume= 0.347 af, Depth= 1.77" Routed to Pond 1P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 50,596 98 Paved parking, HSG D 51,642 80 >75% Grass cover, Good, HSG D 102,238 89 Weighted Average 51,642 50.51% Pervious Area 50,596 49.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 1E: WEST AREA Hydrograph 7 6.34 cfs Runoff 6 Type II 24-hr 2-Year Rainfall=2.86" 5 Runoff Area=102,238 sf Runoff Volume=0.347 af 4 Runoff Depth=1.77" Flow (cfs) 3 Tc=10.0 min CN=89 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 66 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2E: EAST AREA Runoff = 6.49 cfs @ 12.01 hrs, Volume= 0.371 af, Depth= 2.21" Routed to Pond 1P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 69,973 98 Paved parking, HSG D 17,506 80 >75% Grass cover, Good, HSG D 87,479 94 Weighted Average 17,506 20.01% Pervious Area 69,973 79.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 2E: EAST AREA Hydrograph Runoff 7 6.49 cfs Type II 24-hr 6 2-Year Rainfall=2.86" 5 Runoff Area=87,479 sf Runoff Volume=0.371 af 4 Runoff Depth=2.21" Flow (cfs) Tc=10.0 min 3 CN=94 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 67 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3E: UNCAPTURED AREAS Runoff = 1.83 cfs @ 12.01 hrs, Volume= 0.101 af, Depth= 1.86" Routed to Reach 1R : GEORGE WEBER DR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 15,635 98 Paved parking, HSG D 12,782 80 >75% Grass cover, Good, HSG D 28,417 90 Weighted Average 12,782 44.98% Pervious Area 15,635 55.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 3E: UNCAPTURED AREAS Hydrograph 2 1.83 cfs Runoff Type II 24-hr 2-Year Rainfall=2.86" Runoff Area=28,417 sf Runoff Volume=0.101 af Runoff Depth=1.86" 1 Flow (cfs) Tc=10.0 min CN=90 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 68 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 9 Summary for Reach 1R: GEORGE WEBER DR Inflow Area = 5.008 ac, 62.44% Impervious, Inflow Depth > 1.93" for 2-Year event Inflow = 2.38 cfs @ 12.02 hrs, Volume= 0.806 af Outflow = 2.38 cfs @ 12.02 hrs, Volume= 0.806 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 1R: GEORGE WEBER DR Hydrograph 2.38 cfs Inflow 2.38 cfs Outflow Inflow Area=5.008 ac 2 Flow (cfs) 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 69 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Pond 1P: NURP POND Inflow Area = 4.355 ac, 63.55% Impervious, Inflow Depth = 1.98" for 2-Year event Inflow = 12.83 cfs @ 12.01 hrs, Volume= 0.718 af Outflow = 0.65 cfs @ 13.27 hrs, Volume= 0.705 af, Atten= 95%, Lag= 75.6 min Primary = 0.65 cfs @ 13.27 hrs, Volume= 0.705 af Routed to Reach 1R : GEORGE WEBER DR Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 959.17' @ 13.27 hrs Surf.Area= 13,525 sf Storage= 18,129 cf Plug-Flow detention time= 355.4 min calculated for 0.705 af (98% of inflow) Center-of-Mass det. time= 344.2 min ( 1,147.6 - 803.4 ) Volume Invert Avail.Storage Storage Description #1 957.70' 69,345 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 957.70 11,168 0 0 960.00 14,860 29,932 29,932 961.00 17,976 16,418 46,350 962.00 28,013 22,995 69,345 Device Routing Invert Outlet Devices #1 Primary 957.70' 6.0" Round 6" HDPE L= 211.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 957.70' / 956.70' S= 0.0047 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 957.70' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 961.38' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.65 cfs @ 13.27 hrs HW=959.17' TW=0.00' (Dynamic Tailwater) 1=6" HDPE (Barrel Controls 0.65 cfs @ 3.31 fps) 2=Orifice/Grate (Passes 0.65 cfs of 1.04 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Page 70 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 11 Pond 1P: NURP POND Hydrograph 12.83 cfs Inflow 14 Primary 13 Inflow Area=4.355 ac 12 Peak Elev=959.17' 11 10 Storage=18,129 cf 9 8 7 Flow (cfs) 6 5 4 3 2 0.65 cfs 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 71 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 12 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1E: WEST AREA Runoff Area=102,238 sf 49.49% Impervious Runoff Depth=3.07" Tc=10.0 min CN=89 Runoff=10.71 cfs 0.600 af Subcatchment 2E: EAST AREA Runoff Area=87,479 sf 79.99% Impervious Runoff Depth=3.58" Tc=10.0 min CN=94 Runoff=10.19 cfs 0.599 af Subcatchment 3E: UNCAPTURED AREAS Runoff Area=28,417 sf 55.02% Impervious Runoff Depth=3.17" Tc=10.0 min CN=90 Runoff=3.05 cfs 0.172 af Reach 1R: GEORGE WEBER DR Inflow=3.71 cfs 1.354 af Outflow=3.71 cfs 1.354 af Pond 1P: NURP POND Peak Elev=960.12' Storage=31,809 cf Inflow=20.89 cfs 1.199 af Outflow=0.79 cfs 1.182 af Page 72 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1E: WEST AREA Runoff = 10.71 cfs @ 12.01 hrs, Volume= 0.600 af, Depth= 3.07" Routed to Pond 1P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 50,596 98 Paved parking, HSG D 51,642 80 >75% Grass cover, Good, HSG D 102,238 89 Weighted Average 51,642 50.51% Pervious Area 50,596 49.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 1E: WEST AREA Hydrograph 10.71 cfs Runoff 11 Type II 24-hr 10 10-Year Rainfall=4.26" 9 Runoff Area=102,238 sf 8 Runoff Volume=0.600 af 7 Runoff Depth=3.07" 6 Flow (cfs) Tc=10.0 min 5 4 CN=89 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 73 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 2E: EAST AREA Runoff = 10.19 cfs @ 12.01 hrs, Volume= 0.599 af, Depth= 3.58" Routed to Pond 1P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 69,973 98 Paved parking, HSG D 17,506 80 >75% Grass cover, Good, HSG D 87,479 94 Weighted Average 17,506 20.01% Pervious Area 69,973 79.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 2E: EAST AREA Hydrograph 11 10.19 cfs Runoff 10 Type II 24-hr 9 10-Year Rainfall=4.26" 8 Runoff Area=87,479 sf 7 Runoff Volume=0.599 af 6 Runoff Depth=3.58" Flow (cfs) 5 Tc=10.0 min 4 CN=94 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 74 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 3E: UNCAPTURED AREAS Runoff = 3.05 cfs @ 12.01 hrs, Volume= 0.172 af, Depth= 3.17" Routed to Reach 1R : GEORGE WEBER DR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 15,635 98 Paved parking, HSG D 12,782 80 >75% Grass cover, Good, HSG D 28,417 90 Weighted Average 12,782 44.98% Pervious Area 15,635 55.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 3E: UNCAPTURED AREAS Hydrograph 3.05 cfs Runoff 3 Type II 24-hr 10-Year Rainfall=4.26" Runoff Area=28,417 sf Runoff Volume=0.172 af 2 Runoff Depth=3.17" Flow (cfs) Tc=10.0 min CN=90 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 75 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Reach 1R: GEORGE WEBER DR Inflow Area = 5.008 ac, 62.44% Impervious, Inflow Depth > 3.25" for 10-Year event Inflow = 3.71 cfs @ 12.01 hrs, Volume= 1.354 af Outflow = 3.71 cfs @ 12.01 hrs, Volume= 1.354 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 1R: GEORGE WEBER DR Hydrograph Inflow 3.71 cfs Outflow 4 3.71 cfs Inflow Area=5.008 ac 3 2 Flow (cfs) 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 76 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 17 Summary for Pond 1P: NURP POND Inflow Area = 4.355 ac, 63.55% Impervious, Inflow Depth = 3.30" for 10-Year event Inflow = 20.89 cfs @ 12.01 hrs, Volume= 1.199 af Outflow = 0.79 cfs @ 13.77 hrs, Volume= 1.182 af, Atten= 96%, Lag= 105.4 min Primary = 0.79 cfs @ 13.77 hrs, Volume= 1.182 af Routed to Reach 1R : GEORGE WEBER DR Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 960.12' @ 13.77 hrs Surf.Area= 15,248 sf Storage= 31,809 cf Plug-Flow detention time= 479.8 min calculated for 1.182 af (99% of inflow) Center-of-Mass det. time= 471.1 min ( 1,260.7 - 789.6 ) Volume Invert Avail.Storage Storage Description #1 957.70' 69,345 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 957.70 11,168 0 0 960.00 14,860 29,932 29,932 961.00 17,976 16,418 46,350 962.00 28,013 22,995 69,345 Device Routing Invert Outlet Devices #1 Primary 957.70' 6.0" Round 6" HDPE L= 211.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 957.70' / 956.70' S= 0.0047 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 957.70' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 961.38' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.79 cfs @ 13.77 hrs HW=960.12' TW=0.00' (Dynamic Tailwater) 1=6" HDPE (Barrel Controls 0.79 cfs @ 4.03 fps) 2=Orifice/Grate (Passes 0.79 cfs of 1.39 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Page 77 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 18 Pond 1P: NURP POND Hydrograph Inflow 23 20.89 cfs Primary 22 21 Inflow Area=4.355 ac 20 19 Peak Elev=960.12' 18 17 16 Storage=31,809 cf 15 14 13 12 11 Flow (cfs) 10 9 8 7 6 5 4 3 2 0.79 cfs 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 78 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 19 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1E: WEST AREA Runoff Area=102,238 sf 49.49% Impervious Runoff Depth=6.02" Tc=10.0 min CN=89 Runoff=20.20 cfs 1.178 af Subcatchment 2E: EAST AREA Runoff Area=87,479 sf 79.99% Impervious Runoff Depth=6.61" Tc=10.0 min CN=94 Runoff=18.13 cfs 1.106 af Subcatchment 3E: UNCAPTURED AREAS Runoff Area=28,417 sf 55.02% Impervious Runoff Depth=6.14" Tc=10.0 min CN=90 Runoff=5.68 cfs 0.334 af Reach 1R: GEORGE WEBER DR Inflow=6.52 cfs 2.578 af Outflow=6.52 cfs 2.578 af Pond 1P: NURP POND Peak Elev=961.82' Storage=64,398 cf Inflow=38.33 cfs 2.283 af Outflow=1.00 cfs 2.244 af Page 79 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1E: WEST AREA Runoff = 20.20 cfs @ 12.01 hrs, Volume= 1.178 af, Depth= 6.02" Routed to Pond 1P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 50,596 98 Paved parking, HSG D 51,642 80 >75% Grass cover, Good, HSG D 102,238 89 Weighted Average 51,642 50.51% Pervious Area 50,596 49.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 1E: WEST AREA Hydrograph 22 20.20 cfs Runoff 21 20 Type II 24-hr 19 18 100-Year Rainfall=7.32" 17 16 Runoff Area=102,238 sf 15 14 Runoff Volume=1.178 af 13 12 Runoff Depth=6.02" 11 10 Flow (cfs) Tc=10.0 min 9 8 CN=89 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 80 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 2E: EAST AREA Runoff = 18.13 cfs @ 12.01 hrs, Volume= 1.106 af, Depth= 6.61" Routed to Pond 1P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 69,973 98 Paved parking, HSG D 17,506 80 >75% Grass cover, Good, HSG D 87,479 94 Weighted Average 17,506 20.01% Pervious Area 69,973 79.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 2E: EAST AREA Hydrograph 20 Runoff 19 18.13 cfs 18 Type II 24-hr 17 16 100-Year Rainfall=7.32" 15 14 Runoff Area=87,479 sf 13 12 Runoff Volume=1.106 af 11 Runoff Depth=6.61" 10 9 Flow (cfs) Tc=10.0 min 8 7 CN=94 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 81 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 3E: UNCAPTURED AREAS Runoff = 5.68 cfs @ 12.01 hrs, Volume= 0.334 af, Depth= 6.14" Routed to Reach 1R : GEORGE WEBER DR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 15,635 98 Paved parking, HSG D 12,782 80 >75% Grass cover, Good, HSG D 28,417 90 Weighted Average 12,782 44.98% Pervious Area 15,635 55.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 3E: UNCAPTURED AREAS Hydrograph Runoff 6 5.68 cfs Type II 24-hr 5 100-Year Rainfall=7.32" Runoff Area=28,417 sf 4 Runoff Volume=0.334 af Runoff Depth=6.14" 3 Flow (cfs) Tc=10.0 min CN=90 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 82 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 23 Summary for Reach 1R: GEORGE WEBER DR Inflow Area = 5.008 ac, 62.44% Impervious, Inflow Depth > 6.18" for 100-Year event Inflow = 6.52 cfs @ 12.01 hrs, Volume= 2.578 af Outflow = 6.52 cfs @ 12.01 hrs, Volume= 2.578 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 1R: GEORGE WEBER DR Hydrograph Inflow 6.52 cfs Outflow 7 6.52 cfs Inflow Area=5.008 ac 6 5 4 Flow (cfs) 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 83 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 24 Summary for Pond 1P: NURP POND Inflow Area = 4.355 ac, 63.55% Impervious, Inflow Depth = 6.29" for 100-Year event Inflow = 38.33 cfs @ 12.01 hrs, Volume= 2.283 af Outflow = 1.00 cfs @ 14.93 hrs, Volume= 2.244 af, Atten= 97%, Lag= 175.0 min Primary = 1.00 cfs @ 14.93 hrs, Volume= 2.244 af Routed to Reach 1R : GEORGE WEBER DR Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 961.82' @ 14.93 hrs Surf.Area= 26,181 sf Storage= 64,398 cf Plug-Flow detention time= 718.5 min calculated for 2.244 af (98% of inflow) Center-of-Mass det. time= 707.7 min ( 1,480.8 - 773.1 ) Volume Invert Avail.Storage Storage Description #1 957.70' 69,345 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 957.70 11,168 0 0 960.00 14,860 29,932 29,932 961.00 17,976 16,418 46,350 962.00 28,013 22,995 69,345 Device Routing Invert Outlet Devices #1 Primary 957.70' 6.0" Round 6" HDPE L= 211.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 957.70' / 956.70' S= 0.0047 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 957.70' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 961.38' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.00 cfs @ 14.93 hrs HW=961.82' TW=0.00' (Dynamic Tailwater) 1=6" HDPE (Barrel Controls 1.00 cfs @ 5.07 fps) 2=Orifice/Grate (Passes < 1.86 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 3.70 cfs potential flow) Page 84 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 25 Pond 1P: NURP POND Hydrograph 38.33 cfs Inflow 42 Primary 40 38 Inflow Area=4.355 ac 36 34 Peak Elev=961.82' 32 30 Storage=64,398 cf 28 26 24 22 20 Flow (cfs) 18 16 14 12 10 8 6 4 1.00 cfs 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 85 of 16918438_TwinCityHose Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 1 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 1.532 80 >75% Grass cover, Good, HSG D (1S, 2S, 3S, 4S) 3.476 98 Paved parking, HSG D (1S, 2S, 3S, 4S) Page 86 of 16918438_TwinCityHose Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 2 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 5.008 HSG D 1S, 2S, 3S, 4S 0.000 Other Page 87 of 16918438_TwinCityHose Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 3 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 1.532 0.000 1.532 >75% Grass cover, Good 1S, 2S, 3S, 4S 0.000 0.000 0.000 3.476 0.000 3.476 Paved parking 1S, 2S, 3S, 4S Page 88 of 16918438_TwinCityHose Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 4 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 10P 957.50 956.70 218.0 0.0037 0.010 0.0 6.0 0.0 Page 89 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: WEST AREA Runoff Area=83,292 sf 60.75% Impervious Runoff Depth=1.94" Tc=10.0 min CN=91 Runoff=5.58 cfs 0.309 af Subcatchment 2S: EAST AREA Runoff Area=87,479 sf 79.99% Impervious Runoff Depth=2.21" Tc=10.0 min CN=94 Runoff=6.49 cfs 0.371 af Subcatchment 3S: UNCAPTURED AREAS Runoff Area=23,169 sf 67.44% Impervious Runoff Depth=2.03" Tc=10.0 min CN=92 Runoff=1.61 cfs 0.090 af Subcatchment 4S: NORTH AREA Runoff Area=24,198 sf 62.88% Impervious Runoff Depth=1.94" Tc=10.0 min CN=91 Runoff=1.62 cfs 0.090 af Reach 10R: GEORGE WEBER DR Inflow=2.08 cfs 0.780 af Outflow=2.08 cfs 0.780 af Pond 10P: NURP POND Peak Elev=958.70' Storage=65,070 cf Inflow=12.08 cfs 0.709 af 6.0" Round Culvert n=0.010 L=218.0' S=0.0037 '/' Outflow=0.56 cfs 0.690 af Pond 40P: FILTER POND Peak Elev=960.91' Storage=2,683 cf Inflow=1.62 cfs 0.090 af Outflow=0.08 cfs 0.029 af Page 90 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: WEST AREA Runoff = 5.58 cfs @ 12.01 hrs, Volume= 0.309 af, Depth= 1.94" Routed to Pond 10P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 50,598 98 Paved parking, HSG D 32,694 80 >75% Grass cover, Good, HSG D 83,292 91 Weighted Average 32,694 39.25% Pervious Area 50,598 60.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 1S: WEST AREA Hydrograph Runoff 6 5.58 cfs Type II 24-hr 5 2-Year Rainfall=2.86" Runoff Area=83,292 sf 4 Runoff Volume=0.309 af Runoff Depth=1.94" 3 Flow (cfs) Tc=10.0 min CN=91 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 91 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: EAST AREA Runoff = 6.49 cfs @ 12.01 hrs, Volume= 0.371 af, Depth= 2.21" Routed to Pond 10P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 69,973 98 Paved parking, HSG D 17,506 80 >75% Grass cover, Good, HSG D 87,479 94 Weighted Average 17,506 20.01% Pervious Area 69,973 79.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 2S: EAST AREA Hydrograph Runoff 7 6.49 cfs Type II 24-hr 6 2-Year Rainfall=2.86" 5 Runoff Area=87,479 sf Runoff Volume=0.371 af 4 Runoff Depth=2.21" Flow (cfs) Tc=10.0 min 3 CN=94 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 92 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: UNCAPTURED AREAS Runoff = 1.61 cfs @ 12.01 hrs, Volume= 0.090 af, Depth= 2.03" Routed to Reach 10R : GEORGE WEBER DR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 15,626 98 Paved parking, HSG D 7,543 80 >75% Grass cover, Good, HSG D 23,169 92 Weighted Average 7,543 32.56% Pervious Area 15,626 67.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 3S: UNCAPTURED AREAS Hydrograph 1.61 cfs Runoff Type II 24-hr 2-Year Rainfall=2.86" Runoff Area=23,169 sf Runoff Volume=0.090 af 1 Runoff Depth=2.03" Flow (cfs) Tc=10.0 min CN=92 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 93 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 4S: NORTH AREA Runoff = 1.62 cfs @ 12.01 hrs, Volume= 0.090 af, Depth= 1.94" Routed to Pond 40P : FILTER POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 15,216 98 Paved parking, HSG D 8,982 80 >75% Grass cover, Good, HSG D 24,198 91 Weighted Average 8,982 37.12% Pervious Area 15,216 62.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 4S: NORTH AREA Hydrograph 1.62 cfs Runoff Type II 24-hr 2-Year Rainfall=2.86" Runoff Area=24,198 sf Runoff Volume=0.090 af 1 Runoff Depth=1.94" Flow (cfs) Tc=10.0 min CN=91 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 94 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 10 Summary for Reach 10R: GEORGE WEBER DR Inflow Area = 5.008 ac, 69.41% Impervious, Inflow Depth > 1.87" for 2-Year event Inflow = 2.08 cfs @ 12.02 hrs, Volume= 0.780 af Outflow = 2.08 cfs @ 12.02 hrs, Volume= 0.780 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 10R: GEORGE WEBER DR Hydrograph 2.08 cfs Inflow 2.08 cfs Outflow Inflow Area=5.008 ac 2 Flow (cfs) 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 95 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 11 Summary for Pond 10P: NURP POND Inflow Area = 4.476 ac, 69.65% Impervious, Inflow Depth = 1.90" for 2-Year event Inflow = 12.08 cfs @ 12.01 hrs, Volume= 0.709 af Outflow = 0.56 cfs @ 13.65 hrs, Volume= 0.690 af, Atten= 95%, Lag= 98.2 min Primary = 0.56 cfs @ 13.65 hrs, Volume= 0.690 af Routed to Reach 10R : GEORGE WEBER DR Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Starting Elev= 957.50' Surf.Area= 12,320 sf Storage= 47,129 cf Peak Elev= 958.70' @ 13.65 hrs Surf.Area= 16,778 sf Storage= 65,070 cf (17,941 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 397.0 min ( 1,204.9 - 808.0 ) Volume Invert Avail.Storage Storage Description #1 948.50' 140,789 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 948.50 1,381 0 0 955.00 6,444 25,431 25,431 957.00 9,739 16,183 41,614 958.00 14,900 12,320 53,934 959.50 18,906 25,355 79,288 960.00 20,098 9,751 89,039 961.00 24,349 22,224 111,263 962.00 34,703 29,526 140,789 Device Routing Invert Outlet Devices #1 Primary 957.50' 6.0" Round OUTLET L= 218.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 957.50' / 956.70' S= 0.0037 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.56 cfs @ 13.65 hrs HW=958.70' TW=0.00' (Dynamic Tailwater) 1=OUTLET (Barrel Controls 0.56 cfs @ 2.88 fps) Page 96 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 12 Pond 10P: NURP POND Hydrograph Inflow 12.08 cfs Primary 13 12 Inflow Area=4.476 ac 11 Peak Elev=958.70' 10 Storage=65,070 cf 9 6.0" 8 7 Round Culvert 6 Flow (cfs) n=0.010 5 L=218.0' 4 3 S=0.0037 '/' 2 0.56 cfs 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 97 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 13 Summary for Pond 40P: FILTER POND Inflow Area = 0.556 ac, 62.88% Impervious, Inflow Depth = 1.94" for 2-Year event Inflow = 1.62 cfs @ 12.01 hrs, Volume= 0.090 af Outflow = 0.08 cfs @ 13.23 hrs, Volume= 0.029 af, Atten= 95%, Lag= 73.2 min Primary = 0.08 cfs @ 13.23 hrs, Volume= 0.029 af Routed to Pond 10P : NURP POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 960.91' @ 13.23 hrs Surf.Area= 2,562 sf Storage= 2,683 cf Plug-Flow detention time= 349.3 min calculated for 0.029 af (32% of inflow) Center-of-Mass det. time= 219.7 min ( 1,027.0 - 807.4 ) Volume Invert Avail.Storage Storage Description #1 959.40' 22,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 959.40 1,339 0 0 960.90 2,200 2,654 2,654 962.00 34,703 20,297 22,951 Device Routing Invert Outlet Devices #1 Primary 960.90' 25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.08 cfs @ 13.23 hrs HW=960.91' TW=958.70' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.28 fps) Page 98 of 16918438_TwinCityHose Type II 24-hr 2-Year Rainfall=2.86" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 14 Pond 40P: FILTER POND Hydrograph Inflow 1.62 cfs Primary Inflow Area=0.556 ac Peak Elev=960.91' Storage=2,683 cf 1 Flow (cfs) 0.08 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 99 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 15 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: WEST AREA Runoff Area=83,292 sf 60.75% Impervious Runoff Depth=3.27" Tc=10.0 min CN=91 Runoff=9.14 cfs 0.521 af Subcatchment 2S: EAST AREA Runoff Area=87,479 sf 79.99% Impervious Runoff Depth=3.58" Tc=10.0 min CN=94 Runoff=10.19 cfs 0.599 af Subcatchment 3S: UNCAPTURED AREAS Runoff Area=23,169 sf 67.44% Impervious Runoff Depth=3.37" Tc=10.0 min CN=92 Runoff=2.60 cfs 0.149 af Subcatchment 4S: NORTH AREA Runoff Area=24,198 sf 62.88% Impervious Runoff Depth=3.27" Tc=10.0 min CN=91 Runoff=2.66 cfs 0.151 af Reach 10R: GEORGE WEBER DR Inflow=3.17 cfs 1.333 af Outflow=3.17 cfs 1.333 af Pond 10P: NURP POND Peak Elev=959.54' Storage=80,011 cf Inflow=19.82 cfs 1.210 af 6.0" Round Culvert n=0.010 L=218.0' S=0.0037 '/' Outflow=0.70 cfs 1.184 af Pond 40P: FILTER POND Peak Elev=961.00' Storage=3,000 cf Inflow=2.66 cfs 0.151 af Outflow=1.84 cfs 0.090 af Page 100 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1S: WEST AREA Runoff = 9.14 cfs @ 12.01 hrs, Volume= 0.521 af, Depth= 3.27" Routed to Pond 10P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 50,598 98 Paved parking, HSG D 32,694 80 >75% Grass cover, Good, HSG D 83,292 91 Weighted Average 32,694 39.25% Pervious Area 50,598 60.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 1S: WEST AREA Hydrograph 10 9.14 cfs Runoff 9 Type II 24-hr 8 10-Year Rainfall=4.26" 7 Runoff Area=83,292 sf Runoff Volume=0.521 af 6 Runoff Depth=3.27" 5 Flow (cfs) Tc=10.0 min 4 CN=91 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 101 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2S: EAST AREA Runoff = 10.19 cfs @ 12.01 hrs, Volume= 0.599 af, Depth= 3.58" Routed to Pond 10P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 69,973 98 Paved parking, HSG D 17,506 80 >75% Grass cover, Good, HSG D 87,479 94 Weighted Average 17,506 20.01% Pervious Area 69,973 79.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 2S: EAST AREA Hydrograph 11 10.19 cfs Runoff 10 Type II 24-hr 9 10-Year Rainfall=4.26" 8 Runoff Area=87,479 sf 7 Runoff Volume=0.599 af 6 Runoff Depth=3.58" Flow (cfs) 5 Tc=10.0 min 4 CN=94 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 102 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 3S: UNCAPTURED AREAS Runoff = 2.60 cfs @ 12.01 hrs, Volume= 0.149 af, Depth= 3.37" Routed to Reach 10R : GEORGE WEBER DR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 15,626 98 Paved parking, HSG D 7,543 80 >75% Grass cover, Good, HSG D 23,169 92 Weighted Average 7,543 32.56% Pervious Area 15,626 67.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 3S: UNCAPTURED AREAS Hydrograph 2.60 cfs Runoff Type II 24-hr 10-Year Rainfall=4.26" 2 Runoff Area=23,169 sf Runoff Volume=0.149 af Runoff Depth=3.37" Flow (cfs) Tc=10.0 min 1 CN=92 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 103 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 4S: NORTH AREA Runoff = 2.66 cfs @ 12.01 hrs, Volume= 0.151 af, Depth= 3.27" Routed to Pond 40P : FILTER POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 15,216 98 Paved parking, HSG D 8,982 80 >75% Grass cover, Good, HSG D 24,198 91 Weighted Average 8,982 37.12% Pervious Area 15,216 62.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 4S: NORTH AREA Hydrograph 2.66 cfs Runoff Type II 24-hr 10-Year Rainfall=4.26" Runoff Area=24,198 sf 2 Runoff Volume=0.151 af Runoff Depth=3.27" Flow (cfs) Tc=10.0 min 1 CN=91 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 104 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 20 Summary for Reach 10R: GEORGE WEBER DR Inflow Area = 5.008 ac, 69.41% Impervious, Inflow Depth > 3.19" for 10-Year event Inflow = 3.17 cfs @ 12.01 hrs, Volume= 1.333 af Outflow = 3.17 cfs @ 12.01 hrs, Volume= 1.333 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 10R: GEORGE WEBER DR Hydrograph 3.17 cfs Inflow 3.17 cfs Outflow Inflow Area=5.008 ac 3 2 Flow (cfs) 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 105 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 21 Summary for Pond 10P: NURP POND Inflow Area = 4.476 ac, 69.65% Impervious, Inflow Depth = 3.24" for 10-Year event Inflow = 19.82 cfs @ 12.03 hrs, Volume= 1.210 af Outflow = 0.70 cfs @ 14.11 hrs, Volume= 1.184 af, Atten= 96%, Lag= 124.7 min Primary = 0.70 cfs @ 14.11 hrs, Volume= 1.184 af Routed to Reach 10R : GEORGE WEBER DR Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Starting Elev= 957.50' Surf.Area= 12,320 sf Storage= 47,129 cf Peak Elev= 959.54' @ 14.11 hrs Surf.Area= 18,997 sf Storage= 80,011 cf (32,882 cf above start) Plug-Flow detention time= 1,712.7 min calculated for 0.102 af (8% of inflow) Center-of-Mass det. time= 547.3 min ( 1,339.6 - 792.3 ) Volume Invert Avail.Storage Storage Description #1 948.50' 140,789 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 948.50 1,381 0 0 955.00 6,444 25,431 25,431 957.00 9,739 16,183 41,614 958.00 14,900 12,320 53,934 959.50 18,906 25,355 79,288 960.00 20,098 9,751 89,039 961.00 24,349 22,224 111,263 962.00 34,703 29,526 140,789 Device Routing Invert Outlet Devices #1 Primary 957.50' 6.0" Round OUTLET L= 218.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 957.50' / 956.70' S= 0.0037 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.70 cfs @ 14.11 hrs HW=959.54' TW=0.00' (Dynamic Tailwater) 1=OUTLET (Barrel Controls 0.70 cfs @ 3.59 fps) Page 106 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 22 Pond 10P: NURP POND Hydrograph Inflow 22 19.82 cfs Primary 21 20 Inflow Area=4.476 ac 19 18 Peak Elev=959.54' 17 16 Storage=80,011 cf 15 14 6.0" 13 12 Round Culvert 11 10 Flow (cfs) n=0.010 9 8 7 L=218.0' 6 5 S=0.0037 '/' 4 3 2 0.70 cfs 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 107 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 23 Summary for Pond 40P: FILTER POND Inflow Area = 0.556 ac, 62.88% Impervious, Inflow Depth = 3.27" for 10-Year event Inflow = 2.66 cfs @ 12.01 hrs, Volume= 0.151 af Outflow = 1.84 cfs @ 12.09 hrs, Volume= 0.090 af, Atten= 31%, Lag= 4.9 min Primary = 1.84 cfs @ 12.09 hrs, Volume= 0.090 af Routed to Pond 10P : NURP POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 961.00' @ 12.09 hrs Surf.Area= 5,025 sf Storage= 3,000 cf Plug-Flow detention time= 194.3 min calculated for 0.090 af (60% of inflow) Center-of-Mass det. time= 88.8 min ( 881.5 - 792.7 ) Volume Invert Avail.Storage Storage Description #1 959.40' 22,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 959.40 1,339 0 0 960.90 2,200 2,654 2,654 962.00 34,703 20,297 22,951 Device Routing Invert Outlet Devices #1 Primary 960.90' 25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.84 cfs @ 12.09 hrs HW=961.00' TW=959.03' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.84 cfs @ 0.77 fps) Page 108 of 16918438_TwinCityHose Type II 24-hr 10-Year Rainfall=4.26" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 24 Pond 40P: FILTER POND Hydrograph Inflow 2.66 cfs Primary Inflow Area=0.556 ac Peak Elev=961.00' Storage=3,000 cf 2 1.84 cfs Flow (cfs) 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 109 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 25 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: WEST AREA Runoff Area=83,292 sf 60.75% Impervious Runoff Depth=6.25" Tc=10.0 min CN=91 Runoff=16.82 cfs 0.996 af Subcatchment 2S: EAST AREA Runoff Area=87,479 sf 79.99% Impervious Runoff Depth=6.61" Tc=10.0 min CN=94 Runoff=18.13 cfs 1.106 af Subcatchment 3S: UNCAPTURED AREAS Runoff Area=23,169 sf 67.44% Impervious Runoff Depth=6.37" Tc=10.0 min CN=92 Runoff=4.72 cfs 0.282 af Subcatchment 4S: NORTH AREA Runoff Area=24,198 sf 62.88% Impervious Runoff Depth=6.25" Tc=10.0 min CN=91 Runoff=4.89 cfs 0.290 af Reach 10R: GEORGE WEBER DR Inflow=5.47 cfs 2.521 af Outflow=5.47 cfs 2.521 af Pond 10P: NURP POND Peak Elev=961.11' Storage=113,979 cf Inflow=39.19 cfs 2.331 af 6.0" Round Culvert n=0.010 L=218.0' S=0.0037 '/' Outflow=0.91 cfs 2.239 af Pond 40P: FILTER POND Peak Elev=961.11' Storage=3,760 cf Inflow=4.89 cfs 0.290 af Outflow=4.49 cfs 0.229 af Page 110 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 1S: WEST AREA Runoff = 16.82 cfs @ 12.01 hrs, Volume= 0.996 af, Depth= 6.25" Routed to Pond 10P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 50,598 98 Paved parking, HSG D 32,694 80 >75% Grass cover, Good, HSG D 83,292 91 Weighted Average 32,694 39.25% Pervious Area 50,598 60.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 1S: WEST AREA Hydrograph Runoff 18 16.82 cfs 17 16 Type II 24-hr 15 100-Year Rainfall=7.32" 14 13 Runoff Area=83,292 sf 12 Runoff Volume=0.996 af 11 10 Runoff Depth=6.25" 9 Flow (cfs) 8 Tc=10.0 min 7 CN=91 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 111 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 2S: EAST AREA Runoff = 18.13 cfs @ 12.01 hrs, Volume= 1.106 af, Depth= 6.61" Routed to Pond 10P : NURP POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 69,973 98 Paved parking, HSG D 17,506 80 >75% Grass cover, Good, HSG D 87,479 94 Weighted Average 17,506 20.01% Pervious Area 69,973 79.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 2S: EAST AREA Hydrograph 20 Runoff 19 18.13 cfs 18 Type II 24-hr 17 16 100-Year Rainfall=7.32" 15 14 Runoff Area=87,479 sf 13 12 Runoff Volume=1.106 af 11 Runoff Depth=6.61" 10 9 Flow (cfs) Tc=10.0 min 8 7 CN=94 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 112 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 3S: UNCAPTURED AREAS Runoff = 4.72 cfs @ 12.01 hrs, Volume= 0.282 af, Depth= 6.37" Routed to Reach 10R : GEORGE WEBER DR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 15,626 98 Paved parking, HSG D 7,543 80 >75% Grass cover, Good, HSG D 23,169 92 Weighted Average 7,543 32.56% Pervious Area 15,626 67.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 3S: UNCAPTURED AREAS Hydrograph Runoff 5 4.72 cfs Type II 24-hr 100-Year Rainfall=7.32" 4 Runoff Area=23,169 sf Runoff Volume=0.282 af 3 Runoff Depth=6.37" Flow (cfs) Tc=10.0 min 2 CN=92 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 113 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 4S: NORTH AREA Runoff = 4.89 cfs @ 12.01 hrs, Volume= 0.290 af, Depth= 6.25" Routed to Pond 40P : FILTER POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 15,216 98 Paved parking, HSG D 8,982 80 >75% Grass cover, Good, HSG D 24,198 91 Weighted Average 8,982 37.12% Pervious Area 15,216 62.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 4S: NORTH AREA Hydrograph 4.89 cfs Runoff 5 Type II 24-hr 100-Year Rainfall=7.32" 4 Runoff Area=24,198 sf Runoff Volume=0.290 af 3 Runoff Depth=6.25" Flow (cfs) Tc=10.0 min 2 CN=91 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 114 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 30 Summary for Reach 10R: GEORGE WEBER DR Inflow Area = 5.008 ac, 69.41% Impervious, Inflow Depth > 6.04" for 100-Year event Inflow = 5.47 cfs @ 12.01 hrs, Volume= 2.521 af Outflow = 5.47 cfs @ 12.01 hrs, Volume= 2.521 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 10R: GEORGE WEBER DR Hydrograph 5.47 cfs Inflow 6 5.47 cfs Outflow Inflow Area=5.008 ac 5 4 3 Flow (cfs) 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 115 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 31 Summary for Pond 10P: NURP POND Inflow Area = 4.476 ac, 69.65% Impervious, Inflow Depth = 6.25" for 100-Year event Inflow = 39.19 cfs @ 12.01 hrs, Volume= 2.331 af Outflow = 0.91 cfs @ 15.44 hrs, Volume= 2.239 af, Atten= 98%, Lag= 205.7 min Primary = 0.91 cfs @ 15.44 hrs, Volume= 2.239 af Routed to Reach 10R : GEORGE WEBER DR Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Starting Elev= 957.50' Surf.Area= 12,320 sf Storage= 47,129 cf Peak Elev= 961.11' @ 15.44 hrs Surf.Area= 25,478 sf Storage= 113,979 cf (66,851 cf above start) Plug-Flow detention time= 1,417.5 min calculated for 1.157 af (50% of inflow) Center-of-Mass det. time= 792.4 min ( 1,570.8 - 778.4 ) Volume Invert Avail.Storage Storage Description #1 948.50' 140,789 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 948.50 1,381 0 0 955.00 6,444 25,431 25,431 957.00 9,739 16,183 41,614 958.00 14,900 12,320 53,934 959.50 18,906 25,355 79,288 960.00 20,098 9,751 89,039 961.00 24,349 22,224 111,263 962.00 34,703 29,526 140,789 Device Routing Invert Outlet Devices #1 Primary 957.50' 6.0" Round OUTLET L= 218.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 957.50' / 956.70' S= 0.0037 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.91 cfs @ 15.44 hrs HW=961.11' TW=0.00' (Dynamic Tailwater) 1=OUTLET (Barrel Controls 0.91 cfs @ 4.64 fps) Page 116 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 32 Pond 10P: NURP POND Hydrograph Inflow 39.19 cfs Primary 42 40 Inflow Area=4.476 ac 38 36 Peak Elev=961.11' 34 32 Storage=113,979 cf 30 28 6.0" 26 24 Round Culvert 22 20 Flow (cfs) 18 n=0.010 16 14 L=218.0' 12 10 S=0.0037 '/' 8 6 4 0.91 cfs 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 117 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 33 Summary for Pond 40P: FILTER POND Inflow Area = 0.556 ac, 62.88% Impervious, Inflow Depth = 6.25" for 100-Year event Inflow = 4.89 cfs @ 12.01 hrs, Volume= 0.290 af Outflow = 4.49 cfs @ 12.05 hrs, Volume= 0.229 af, Atten= 8%, Lag= 2.3 min Primary = 4.49 cfs @ 12.05 hrs, Volume= 0.229 af Routed to Pond 10P : NURP POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 961.11' @ 15.45 hrs Surf.Area= 8,377 sf Storage= 3,760 cf Plug-Flow detention time= 170.1 min calculated for 0.229 af (79% of inflow) Center-of-Mass det. time= 88.3 min ( 863.7 - 775.3 ) Volume Invert Avail.Storage Storage Description #1 959.40' 22,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 959.40 1,339 0 0 960.90 2,200 2,654 2,654 962.00 34,703 20,297 22,951 Device Routing Invert Outlet Devices #1 Primary 960.90' 25.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=4.48 cfs @ 12.05 hrs HW=961.07' TW=960.05' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 4.48 cfs @ 1.04 fps) Page 118 of 16918438_TwinCityHose Type II 24-hr 100-Year Rainfall=7.32" Prepared by Anderson Engineering Of MN, LLC Printed 4/28/2026 HydroCAD® 10.20-7a s/n 00837 © 2025 HydroCAD Software Solutions LLC Page 34 Pond 40P: FILTER POND Hydrograph Inflow 4.89 cfs Primary 5 4.49 cfs Inflow Area=0.556 ac Peak Elev=961.11' 4 Storage=3,760 cf 3 Flow (cfs) 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 119 of 169Project Information Calculator Version: Version 4: July 2020 Project Name: Twin City Hose Addition User Name / Company Name: Anderson Engineering Date: 4/30/2026 Project Description: Building Addition and expanded parking lot. Adding filtration bay and 10' bench to existing wet detention pond. Construction Permit?: Yes Site Information Retention Requirement (inches): 1.1 Site's Zip Code: 55374 Annual Rainfall (inches): 29.5 Phosphorus EMC (mg/l): 0.3 TSS EMC (mg/l): 54.5 Total Site Area Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 1.53 1.53 other turf to be mowed/managed Impervious Area (acres) 3.48 Total Area (acres) 5.01 Site Areas Routed to BMPs Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 1.36 1.36 other turf to be mowed/managed Impervious Area (acres) 3.12 Total Area (acres) 4.48 Page 120 of 169 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 13896 ft3 Volume removed by BMPs towards performance goal: 435 ft3 Percent volume removed towards performance goal 3 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 8.1608 acre-ft Annual runoff volume removed by BMPs: 0.1824 acre-ft Percent annual runoff volume removed: 2 % Post development annual particulate P load: 3.6626 lbs Annual particulate P removed by BMPs: 2.807 lbs Post development annual dissolved P load: 2.997 lbs Annual dissolved P removed by BMPs: 0.299 lbs Total P removed by BMPs 3.106 lbs Percent annual total phosphorus removed: 47 % Post development annual TSS load: 1209.8 lbs Annual TSS removed by BMPs: 927.3 lbs Percent annual TSS removed: 77 % BMP Summary Performance Goal Summary BMP Volume Volume Volume Volume Percent BMP Name Capacity Recieved Retained Outflow Retained (%) (ft3) (ft3) (ft3) (ft3) Filtration Forebay 435 1398 435 962 31 Wet Detention Pond 0 12023 0 12023 0 Annual Volume Summary Volume Volume From Volume Volume Percent From Direct BMP Name Upstream Retained outflow Retained Watershed BMPs (acre-ft) (acre-ft) (%) (acre-ft) (acre-ft) Filtration Forebay 0.8518 0 0.1823 0.6695 21 Wet Detention Pond 6.4583 0.6695 0 7.1278 0 Particulate Phosphorus Summary Page 121 of 169 Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) Filtration Forebay 0.3823 0 0.3222 0.0601 84 Wet Detention Pond 2.8985 0.0601 2.4852 0.4734 84 Dissolved Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) Filtration Forebay 0.3128 0 0.0915 0.2213 29 Wet Detention Pond 2.3715 0.2213 0.2074 2.3854 8 Total Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) Filtration Forebay 0.6951 0 0.4137 0.2814 56 Wet Detention Pond 5.27 0.2814 2.6926 2.8588 46 TSS Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) Filtration Forebay 126.27 0 106.42 19.85 84 Wet Detention Pond 957.38 19.85 820.87 156.36 84 BMP Schematic Page 122 of 169Page 123 of 169Project Information Calculator Version: Version 4: July 2020 Project Name: Twin City Hose Building Addition User Name / Company Name: Anderson Engineering Date: 4/30/2026 Project Description: Existing Condition Construction Permit?: Yes Site Information Retention Requirement (inches): 1.1 Site's Zip Code: 55374 Annual Rainfall (inches): 29.5 Phosphorus EMC (mg/l): 0.3 TSS EMC (mg/l): 54.5 Total Site Area Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 1.88 1.88 other turf to be mowed/managed Impervious Area (acres) 3.13 Total Area (acres) 5.01 Site Areas Routed to BMPs Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 1.59 1.59 other turf to be mowed/managed Impervious Area (acres) 2.77 Total Area (acres) 4.36 Page 124 of 169 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 12498 ft3 Volume removed by BMPs towards performance goal: ft3 Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 7.6187 acre-ft Annual runoff volume removed by BMPs: 0 acre-ft Percent annual runoff volume removed: 0 % Post development annual particulate P load: 3.4193 lbs Annual particulate P removed by BMPs: 1.805 lbs Post development annual dissolved P load: 2.798 lbs Annual dissolved P removed by BMPs: 0 lbs Total P removed by BMPs 1.805 lbs Percent annual total phosphorus removed: 29 % Post development annual TSS load: 1129.4 lbs Annual TSS removed by BMPs: 596.1 lbs Percent annual TSS removed: 53 % BMP Summary Performance Goal Summary BMP Volume Volume Volume Volume Percent BMP Name Capacity Recieved Retained Outflow Retained (%) (ft3) (ft3) (ft3) (ft3) Wet Detention Pond 0 11061 0 11061 0 Annual Volume Summary Volume Volume From Volume Volume Percent From Direct BMP Name Upstream Retained outflow Retained Watershed BMPs (acre-ft) (acre-ft) (%) (acre-ft) (acre-ft) Wet Detention Pond 6.7017 0 0 6.7017 0 Particulate Phosphorus Summary Page 125 of 169 Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) Wet Detention Pond 3.0077 0 1.8046 1.2031 60 Dissolved Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) Wet Detention Pond 2.4609 0 0 2.4609 0 Total Phosphorus Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) Wet Detention Pond 5.4686 0 1.8046 3.664 30 TSS Summary Load From Load From Load Outflow Direct Upstream Percent BMP Name Retained Load Watershed BMPs Retained (%) (lbs) (lbs) (lbs) (lbs) Wet Detention Pond 993.45 0 596.07 397.38 60 BMP Schematic Page 126 of 169Page 127 of 169 GRADING NOTES FILTRATION BASIN NOTES 1. THE CONTRACTOR MUST CONSTRUCT/GRADE SIDEWALKS AND ACCESSIBLE ROUTES, INCLUDING OFFSITE IN ACCORDANCE WITH APPLICABLE LAWS. 1. CONSTRUCTION STAGING SHOULD BE EXECUTED THOUGHTFULLY TO MINIMIZE SOIL CROSSING DRIVEWAYS, IN ACCORDANCE WITH CURRENT ADA STATE AND NATIONAL STANDARDS. 10. GRADING DISCREPANCIES IN EXISTING OR PROPOSED GRADES MUST BE REPORTED IN WRITING TO THE COMPACTION WITHIN THE FILTRATION AREA. FINAL GRADING OF THE BASIN SYSTEM MUST BE IMMEDIATE WRITTEN NOTIFICATION TO THE ENGINEER IS REQUIRED IF ADA CRITERIA CANNOT BE MET ENGINEER BEFORE PLACING PAVEMENT. THE CONTRACTOR SHOULD OBSERVE PAVEMENT AREAS FOR CONDUCTED USING LOW-IMPACT (WIDE-TRACKED) EARTHMOVING EQUIPMENT TO PREVENT AT ANY LOCATION. EVIDENCE OF PONDING BEFORE PLACEMENT TO ENSURE ADEQUATE DRAINAGE. COMPACTION. 2. IMPORTED SUITABLE FILL MATERIAL NEEDED MUST BE APPROVED BY THE GEOTECHNICAL ENGINEER 11. EXISTING SPOT ELEVATIONS AT MATCH POINTS ARE BASED ON SITE SURVEY DATA. THE CONTRACTOR 2. FINAL GRADING OF THE BASIN SHOULD BE CARRIED OUT TO PREVENT COMPACTION. BEFORE BRINGING IT ON THE SITE. IS RESPONSIBLE FOR VERIFYING CONNECTION POINTS BEFORE INSTALLATION OF IMPROVEMENTS AND EXCAVATION, IF NECESSARY WITHIN THE FILTRATION FOOTPRINT, SHOULD ONLY BE PERFORMED N 3. THE CONTRACTOR MUST COORDINATE REQUIRED SOIL TESTS AND INSPECTIONS WITH THE MUST NOTIFY THE ENGINEER IN WRITING OF ANY FIELD DISCREPANCIES. THE CONTRACTOR IS USING LOW GROUND PRESSURE TRACKED EQUIPMENT. RUBBER TIRE EQUIPMENT IS PROHIBITED GEOTECHNICAL ENGINEER. RESPONSIBLE FOR REWORK OF ANY DISCREPANCIES THAT ARE NOT COMMUNICATED TO THE WITHIN THE FILTRATION AREA. 4. THE CONTRACTOR IS RESPONSIBLE FOR EXCAVATING AND DISPOSING OF UNSUITABLE OR ENGINEER IN WRITING AT NO ADDITIONAL COST TO THE OWNER. 3. CONSTRUCTION STAGING AND THE INSTALLATION OF EROSION CONTROL MEASURES ARE CONTAMINATED SOILS DISCOVERED ONSITE IN ACCORDANCE WITH APPLICABLE REGULATIONS AND AS 12. THE PROPOSED CONTOURS PERTAIN TO THE FINISHED SURFACE GRADE, UNLESS OTHERWISE CRUCIAL TO PREVENT SEDIMENT AND TOPSOIL FROM ENTERING THE INFILTRATION AREA. IN THE DIRECTED BY THE GEOTECHNICAL ENGINEER. INDICATED. EVENT OF SEDIMENT INTRODUCTION, THE CONTRACTOR MUST PROMPTLY REMOVE THE 5. EXISTING TOPSOIL ON-SITE VARIES IN DEPTH. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING 13. THE CONTRACTOR IS RESPONSIBLE FOR MEETING GRADING/COMPACTION REQUIREMENTS OUTLINED IN MATERIAL BEFORE PROCEEDING WITH CONSTRUCTION. 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 SURFACE VEGETATION, TOPSOIL, AND OTHER UNSUITABLE MATERIAL FROM IMPERVIOUS AREAS AND THE GEOTECHNICAL REPORT AND SPECIFICATIONS FOR THE PROJECT. 4. THE CONTRACTOR IS REQUIRED TO MANAGE CONSTRUCTION ACTIVITIES AND IMPLEMENT OTHER DESIGNATED AREAS BEFORE PLACING SUITABLE FILL MATERIAL, AS DIRECTED BY THE 14. IMPORTED SUITABLE FILL MATERIAL MUST BE APPROVED BY THE GEOTECHNICAL ENGINEER BEFORE NECESSARY EROSION CONTROL MEASURES TO PREVENT SEDIMENT FROM WASHING INTO THE Plymouth, MN 55441 | ae-mn.com GEOTECHNICAL ENGINEER. BRINGING IT ON THE SITE. FILTRATION BASIN. 0 30' 60' P 763.412.4000 | F 763.412.4090 6. EXCAVATE, COMPACT EMBANKMENT/SUITABLE FILL, AND BACKFILL IN ACCORDANCE WITH MN/DOT 15. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING DEWATERING MEASURES AS REQUIRED OR AS 5. THE CONTRACTOR MUST PREVENT CONTAMINATION OF FILTRATION BASIN SOILS WITH Anders on E nginee ring of Minnes ota, LLC SPEC 2106 SPECIFIED DENSITY METHOD. THE CONTRACTOR MUST MEET MOISTURE CONTENT/CONTROL DIRECTED BY THE GEOTECHNICAL ENGINEER AT NO ADDITIONAL COST TO THE OWNER. SEDIMENT, IN-SITU, OR TOPSOIL DURING AND AFTER INSTALLATION. MATERIALS MUST BE REQUIREMENTS IN ACCORDANCE WITH MN/DOT 2106 AND SITE TESTING REQUIREMENTS. 16. COMPACTION TESTING SHALL FOLLOW THE FREQUENCY OUTLINED IN THE GEOTECHNICAL REPORT OR SEGREGATED, AND INSTALLATION UNDER DRY SOIL CONDITIONS IS CRUCIAL TO PREVENT 7. ONSITE EMBANKMENT MATERIAL FREE OF ORGANIC SOIL AND DEBRIS MAY BE CONSIDERED FOR REUSE MNDOT SCHEDULE OF MATERIALS CONTROL. WHERE NO FREQUENCY IS PROVIDED, CONSULT THE SMEARING AND COMPACTION. AS SUITABLE FILL MATERIAL IN PERVIOUS AREAS BUT MUST BE APPROVED BY THE GEOTECHNICAL ENGINEER FOR MINIMUM REQUIREMENTS. 6. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING FILTRATION SYSTEMS OFFLINE BY ENGINEER. 17. GRADING ELEVATIONS SHALL CONFORM TO MNDOT SPEC 2106.3.I. RESTRICTING STORMWATER INFLOW TO THE BASIN AS NECESSARY UNTIL VEGETATION IS LEGEND 8. THE CONTRACTOR SHOULD PROMPTLY BACKFILL SUBGRADE AND TRENCH EXCAVATIONS AFTER ESTABLISHED IN THE CELL(S), AND UP-GRADIENT AREAS ARE FULLY STABILIZED, WITH EXCAVATION. IMPERVIOUS SURFACES CLEARED OF CONSTRUCTION SEDIMENT. PROPERTY LIMITS 9. THE CONTRACTOR IS RESPONSIBLE FOR QUANTIFYING SOIL IMPORT OR EXPORT AND CONDUCTING 7. UPON THE FINAL COMPLETION OF CONSTRUCTION, THE CONTRACTOR MUST ENSURE THAT THE TWIN CITY HOSE THEIR OWN QUANTITY TAKEOFFS FROM THE DRAWINGS. ADDITIONAL ON-SITE EXCAVATION OR FILTRATION BASIN IS FREE AND CLEAR OF SEDIMENT. CONSTRUCTION LIMITS OFF-SITE IMPORT MAY BE NECESSARY TO ACHIEVE FINAL GRADES, AND THE CONTRACTOR MUST 8. EXCAVATION OF THE INFILTRATION BASIN IS NOT ALLOWED UNTIL CONTRIBUTING DRAINAGE COORDINATE THESE ACTIONS WITH THE OWNER AND ENGINEER. THE SUITABILITY OF OFFSITE IMPORT AREAS WITH EXPOSED SOIL ARE STABILIZED, AND BITUMINOUS BASE COURSE IS INSTALLED ON 958 EXISTING MINOR CONTOUR BUILDING MATERIAL MUST BE VERIFIED BY THE GEOTECHNICAL ENGINEER. ANY EXCESS MATERIAL, UNLESS CONTRIBUTING PAVEMENT AREAS. UPLAND DRAINAGE AREAS MUST BE DIVERTED TO PREVENT NOTED OTHERWISE, BELONGS TO THE CONTRACTOR AND SHOULD BE MOVED AND DISPOSED OF RUNOFF FROM ENTERING THE EXCAVATED CELL, AND THE FILTRATION CELL SHOULD NOT BE 960 EXISTING MAJOR CONTOUR USED AS TEMPORARY SEDIMENT BASINS. ADDITION 958 PROPOSED MINOR CONTOUR 960 PROPOSED MAJOR CONTOUR EXISTING SPOT ELEVATION 20615 COMMERCE BLVD DRAINAGE ARROW ROGERS MN, 55374 PROPOSED CONCRETE C&G FL 961.75± FL 961.61± G 961.85± G 961.50± EDWARD FARR SPOT ELEVATION KEY 962 ARCHITECTS, INC. G 962.24 ± EXISTING GRADE 963 964 G 962.92 HP 963.40± G GUTTER FLOW LINE 963 EOF 961.81± 2.0% TC TOP OF CURB 5.0% FL 962.70 963 HP HIGH POINT ELEVATION 2.0% G 964.20 I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR 2.0% R RIM ELEVATION REPORT WAS PREPARED BY ME OR UNDER MY DIRECT FL 963.18 2.0% SWALE ℄ G 965.47± G 963.66 SUPERVISION AND THAT I AM A DULY LICENSED 963 964 5.0% 965.43± SEE DETAIL 2/C4 EOF EMERGENCY OVERFLOW ELEVATION PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE 965.46± 4.5% OF MINNESOTA. 2.0% G 963.92 FFE FINISHED FLOOR ELEVATION 965 G 965.91 964 PRINT NAME: BRIAN J. FIELD, PE FL 963.75 FL 963.18 966 1 FL FLOW LINE 965.52 G 965.83 966.17± G 965.68 SIGNATURE: NOT FOR CONSTRUCTION 966.17± 965 4.5% KEY NOTES 962 G 965.91 5.0% 966.92 FL 961.50 DATE: 04/28/2026 LICENSE NO. 57224 966.60 966.94± 1 TIP SIDEWALK AWAY FROM BUILDING 2% MIN. FFE 967.00 G 966.30 G 964.94 REVISION LOG 966 G 965.66 2 INVERT OF EXISTING 18" RCP TO REMAIN IN PLACE SEE DETAIL 1/C4 3 NO. DATE DESCRIPTION OF REVISIONS 965.50 BERM 960 NEW FILTER BASIN 3 NEW DRAINAGE AND UTILITY EASEMENT 100 YR HWL = 961.11 966.24 961 BOTTOM = 959.40 G 966.31± 965.52 963 5.0% 962 966.92 963 966.60 NEW BUILDING BOT: 959.40 966.94± ADDITION 964 FFE 967.00 EXISTING BUILDING FFE = 966.90 965 I 962.00 FFE = 966.90± 1 PARKING ADDITION GRADING ENLARGEMENT 965.50 C4 EOF 960.90 SCALE: 1" = 20' 965.50 963.50 966.33± 965.50 963.24± 966 965 964 963 957 962 958 EOF 961.00± 959 3:1 961 960 956 SITE PLAN REVIEW 2 EXISTING BUILDING I 962.00 955 APRIL 28, 2026 954 FFE = 966.00± 953 958 NEW WET POND DESIGNED: DRAWN: CHECKED BY: 957 964.92± 952 955 NWL = 957.50 964.90 BF ER BF 958 957 962 960 951 100 YR HWL = 961.11 950 950 BOTTOM = 948.50 964.82± DRAWING TITLE 949 I 952.00 EX DRAINAGE EASEMENT 0.3% BOT: 0.3% 964.84± 950 948.50± 949 955 950 964.86 957 960.54± 958 951 960 952 964.84 953 964.91± 954 964.83± GRADING & 960.73± 955 956 NWL: 957 0.3% 0.3% 963 DRAINAGE PLAN 957.50 963 964.98± 964.85 958 962 959 960 2.0% 2.0% 961 962 964.93± 965.02± DRAWING NO. EOF 961.80 R 962.12 HP 963.30 2 ISLAND GRADING ENLARGEMENT C4 SCALE: 1" = 10' C4 PLOTTED: COMM. NO. ---- 18438 Page 128 of 169 LEGEND PROPERTY LIMITS CONSTRUCTION LIMITS 959 EXISTING MINOR CONTOUR 960 EXISTING MAJOR CONTOUR 959 PROPOSED MINOR CONTOUR N 960 PROPOSED MAJOR CONTOUR 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 EXISTING SPOT ELEVATION Plymouth, MN 55441 | ae-mn.com DRAINAGE ARROW P 763.412.4000 | F 763.412.4090 Anders on E nginee ring of Minnes ota, LLC SILT FENCE 0 30' 60' INLET PROTECTION CONSTRUCTION ENTRANCE BIO ROLL EROSION CONTROL BLANKET TWIN CITY HOSE BUILDING KEY NOTES ADDITION 1 INSTALL AND MAINTAIN SILTFENCE PERIMETER SEDIMENT PROTECTION IN TURF AREAS. COMMERCE BOULEVARD USE BIO-ROLLS AS NEED IN PAVED AREA PER MNDOT SPEC 3885. CONC VALLEY GUTTER WITH CURB CUT 2 INSTALL AND MAINTAIN INLET SEDIMENT PROTECTION. 20615 COMMERCE BLVD 1 3 INSTALL TEMP ROCK ENTRANCE OR HARD SURFACE ASPHALT/CONCRETE AT ROGERS MN, 55374 CONSTRUCTION INGRESS & EGRESS LOCATION PRIOR TO EXCAVATION. MAINTAIN THROUGHOUT THE ENTIRE CONSTRUCTION PROCESS. 4 AREAS WITH SLOPES STEEPER THAN 4:1 TO HAVE EROSION CONTROL BLANKET AND SEED INSTALLED. EROSION CONTROL BLANKET TO BE CATEGORY 3 OR 3N PER MNDOT SPEC 3885. EDWARD FARR 3 ARCHITECTS, INC. 964 EROSION CONTROL NOTES 965 1. GRADING CONTRACTORS SHALL VERIFY LOCATIONS AND ELEVATIONS OF ALL UNDERGROUND UTILITIES WITH THE RESPECTIVE UTILITY COMPANIES PRIOR TO CONSTRUCTION. 2. ALL EROSION CONTROL MEASURES CALLED FOR ON THESE PLANS AND SPECIFICATIONS, WHICH MAY INCLUDE SILT FENCE, SEDIMENTATION 966 BASINS OR TEMPORARY SEDIMENT TRAPS, SHALL BE CONSTRUCTED AND SERVICEABLE IN THE FOLLOWING ORDER: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT A. ROCK CONSTRUCTION ENTRANCES A MINIMUM OF 50 FEET SUPERVISION AND THAT I AM A DULY LICENSED B. SILT FENCE C. TEMPORARY CULVERTS PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE D. TEMPORARY SEDIMENTATION BASINS AND OUTFALL FACILITIES OF MINNESOTA. E. STORMWATER POND CONSTRUCTION F. COMMON EXCAVATION AND EMBANKMENT (GRADING) G. SEED AND MULCH OR SOD PRINT NAME: BRIAN J. FIELD, PE H. BIO-ROLL BARRIERS IN FINISHED GRADED AREAS I. INLET AND OUTLET FACILITIES SUBSEQUENT TO STORM SEWER WORK 1 3. GRADING CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY AND NPDES PHASE II PERMITTING REQUIREMENTS AS WELL AS EROSION CONTROL MEASURES AS MAY BE SHOWN ON THESE PLANS OR SPECIFICATIONS. GRADING SIGNATURE: NOT FOR CONSTRUCTION CONTRACTOR SHALL IMPLEMENT ANY ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED TO PROTECT ADJACENT PROPERTY. 4. ALL EROSION CONTROL FACILITIES SHALL BE MAINTAINED BY THE CONTRACTOR DURING GRADING OPERATIONS. ANY TEMPORARY FACILITIES DATE: 04/28/2026 LICENSE NO. 57224 WHICH ARE TO BE REMOVED AS CALLED FOR ON THESE PLANS AND SPECIFICATIONS SHALL BE REMOVED BY THE GRADING CONTRACTOR WHEN DIRECTED BY THE ENGINEER. THE GRADING CONTRACTOR SHALL RESTORE THE SUBSEQUENTLY DISTURBED AREA IN ACCORDANCE 960 WITH THESE PLANS AND SPECIFICATIONS. REVISION LOG 5. THE GRADING CONTRACTOR SHALL SCHEDULE THE SOILS ENGINEER SO THAT CERTIFICATION OF ALL CONTROLLED FILLS WILL BE FURNISHED TO THE OWNER DURING AND UPON COMPLETION OF THE PROJECT. NO. DATE DESCRIPTION OF REVISIONS NEW BUILDING 965 6. ALL DISTURBED AREAS, EXCEPT AREAS TO BE PAVED AND/OR SPECIFICALLY DESIGNED BY A LANDSCAPE PLAN, SHALL BE COVERED WITH A MINIMUM 6" OF TOP SOIL OR AS INDICATED IN SPECIFICATIONS OR LANDSCAPING PLAN. ALL DISTURBED AREAS SHALL BE SEEDED & MULCHED ADDITION EX 100-YR HWL: 961.82 AT THE PRESCRIBED RATES WITHIN 72 HOURS OF FINAL GRADING UNLESS OTHERWISE NOTED. FFE = 966.90 EXISTING BUILDING SEED MIX: MNDOT - MESIC INSLOPE 59# / ACRE MULCH: TYPE 1 2 TONS / ACRE (DISK ANCHORED) FFE = 966.90± FERTILIZER: TYPE 3 22-5-10 350# / ACRE NEW 100-YR HWL: 961.11 ALL EXPOSED SOIL AREAS WITH A CONTINUOUS POSITIVE SLOPE WITHIN 200 LINEAL FEET OF ANY SURFACE WATER, MUST HAVE TEMPORARY EROSION PROTECTION OR PERMANENT COVER FOR THE EXPOSED SOIL AREAS YEAR ROUND, ACCORDING TO THE FOLLOWING TABLE OF SLOPES AND TIME FRAMES: TYPE OF SLOPE TIME (Maximum time an area can remain open when the area is not actively being worked) STEEPER THAN 3:1 7 DAYS 10:1 TO 3:1 4 DAYS FLATTER THAN 10:1 7 DAYS 7. THE EXISTING TOPOGRAPHY AND CONTOUR ELEVATIONS SHOWN ON THE PLAN WERE TAKEN FROM A PLAN FURNISHED BY OWNER. 8. CONTRACTORS GRADING AND EROSION CONTROL OPERATIONS SHALL TAKE PLACE WITHIN THE CONSTRUCTION LIMITS. 9. IT IS REQUIRED THAT SOILS TRACKED FROM THE SITE BY MOTOR VEHICLES BE CLEANED DAILY FROM PAVED ROADWAY SURFACES 965 THROUGHOUT THE DURATION OF CONSTRUCTION. 2 10. PROVIDE TEMPORARY SEDIMENTATION BASINS AS DIRECTED BY THE ENGINEER. 960 11. ALL REQUIREMENTS OF THE LOCAL WATERSHED DISTRICT SHALL BE SATISFIED PER THE APPROVED PERMIT. EXISTING BUILDING 12. ALL EROSION & SEDIMENT CONTROL MEASURES SHOWN ON THIS PLAN AND IMPLEMENTED IN THE FIELD AS DIRECTED BY THE ENGINEER FFE = 966.00± SHALL CONFORM TO THE MPCA'S "PROTECTING WATER QUALITY IN URBAN AREAS: BEST MANAGEMENT PRACTICES FOR MINNESOTA". 13. DEWATERING AND / OR BASIN DRAINING DISCHARGE SHALL BE DIRECTED TO SEDIMENTATION BASINS WHEREVER POSSIBLE. ALL DISCHARGE POINTS SHALL BE ADEQUATELY PROTECTED FROM EROSION & SCOUR THROUGH USE OF APPROVED ENERGY DISSIPATION DEVICES. 955 4 14. ALL SOLID WASTE / CONSTRUCTION DEBRIS SHALL BE DISPOSED OF IN ACCORDANCE WITH MPCA REQUIREMENTS. HAZARDOUS MATERIALS SHALL BE STORED / DISPOSED OF IN COMPLIANCE WITH MPCA REGULATIONS. SITE PLAN REVIEW 15. CONTRACTOR SHALL USE RAPID STABILIZATION METHODS PER MNDOT 2575 AS NEEDED DURING THE COURSE OF THE WORK TO MAINTAIN CONFORMANCE WITH THE CITY AND NPDES II PERMIT REQUIREMENTS. THIS WORK SHALL CONSIST OF OPERATIONS NECESSARY TO RAPIDLY STABILIZE SMALL CRITICAL AREA, TO PREVENT OFF SITE SEDIMENTATION AND / OR TO COMPLY WITH PERMIT REQUIREMENTS. THE WORK MAY APRIL 28, 2026 BE PERFORMED AT ANY TIME DURING THE CONTRACT AND DURING NORMAL WORKING HOURS. THIS WORK WILL BE CONDUCTED ON SMALL AREAS THAT MAY OR MAY NOT BE ACCESSIBLE WITH NORMAL EQUIPMENT. THIS WORK SHALL BE DONE IN ACCORDANCE WITH THE APPLICABLE MNDOT STANDARDS SPECIFICATIONS, THE DETAILS SHOWN IN THE PLANS, AND THE FOLLOWING: DESIGNED: DRAWN: CHECKED BY: BOT: BF ER BF THERE ARE FIVE STABILIZATION METHODS APPROVED FOR THESE OPERATIONS. THESE METHODS MAY BE CONDUCTED INDEPENDENTLY OR IN 948.50± COMBINATION. EX 100-YR HWL: 961.82 950 METHOD RAPID STABILIZATION DRAWING TITLE 1 1 TYPE 1 MULCH WITH DISC ANCHORING 2 TYPE 3 MULCH WITH TYPE HYDRAULIC MULCH 3 TYPE HYDRAULIC MULCH WITH SEED MIXTURE 22-11 1 4 955 4 CATEGORY 3 EROSION CONTROL BLANKET WITH SEED MIXTURE 5 RIPRAP CLASS II WITH GEOTEXTILE TYPE III NEW 100-YR HWL: 961.11 NWL: THESE EFFORTS WILL BE INCIDENTAL TO THE EROSION CONTROL BID ITEM. 957.50 16. CHANGE OF COVERAGE: FOR STORM WATER DISCHARGES FROM CONSTRUCTION PROJECTS WHERE THE OWNER OR OPERATOR CHANGES, EROSION & (E.G., AN ORIGINAL DEVELOPER SELLS PORTIONS OF THE PROPERTY TO VARIOUS BUILDERS) THE NEW OWNER OR OPERATOR MUST SUBMIT A SUBDIVISION REGISTRATION WITHIN 7 DAYS OF ASSUMING TRANSFERS, SALE OR CLOSING ON THE PROPERTY. 17. INDIVIDUAL SITE BUILDERS SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL NECESSARY EROSION CONTROL MEASURES AS MAY BE SEDIMENT REQUIRED. REQUIRED ECM'S SHALL CONSIST OF BUT NOT BE LIMITED TOT HE FOLLOWING: 1 A. STAKED FIBER LOG ROLLS AT BACK OF ALL CURB EXCEPT AT CONSTRUCTION / DRIVEWAY ENTRANCE. B. SILT FENCE ON ALL DOWN GRADIENT SLOPES FROM CONSTRUCTION AREA. SILT FENCE SHALL HAVE THE BOTTOM DUG IN WITH SOIL CONTROL PLAN FIRMLY COMPACTED. C. ROCK CONSTRUCTION ENTRANCE HAVING 1" TO 2" CLEAR ROCK OVER GEOTEXTILE FABRIC. D. STREET CLEANING AS MAY BE REQUIRED SHOULD VEHICLE TRACKING OCCUR. INDIVIDUAL SITE BUILDERS ARE REQUIRED TO MAINTAIN EROSION CONTROL MEASURES UNTIL SUCH TIME AS INDIVIDUAL YARDS/VEGETATION 2 ARE ESTABLISHED. 18. CONTRACTOR SHALL PROVIDE A TEMPORARY LINED SEDIMENTATION BASIN ON SITE FOR CONSTRUCTION WASH OUT USE. TEMPORARY BASIN SHALL BE LOCATED AS TO PROVIDE EASY ACCESS FOR CONSTRUCTION VEHICLES AND CONCRETE TRUCKS AS NECESSARY. DRAWING NO. 19. INLET SEDIMENTATION CONTROL IS TO BE PROVIDED TO ALL STORM SEWER CATCH BASIN THROUGHOUT CONSTRUCTION . MEASURES APPLIED SHALL COMPLY WITH BEST MANAGEMENT PRACTICES FOR MINNESOTA AND APPLICATION OF NPDES PHASE II AS APPROPRIATE FOR PHASE OF CONSTRUCTION. 20. CONTRACTOR SHALL PREVENT SOIL LOSS DURING CONSTRUCTION DUE TO WIND EROSION THROUGHOUT CONSTRUCTION. DUST SHALL BE SUPPRESSED THOUGH THE APPLICATIONS OF WATER, AS DEEMED NECESSARY BY THE CONTRACTOR, OR THROUGH EQUIVALENT BMP'S AS APPROVED BY THE ENGINEER. 21. IF LEED ACCREDITATION IS APPLICABLE, CONTRACTOR SHALL DOCUMENT THE IMPLEMENTATION OF THE EROSION AND SEDIMENTATION C5 CONTROL PLAN THROUGH DATE-STAMPED PHOTOS AND INSPECTION LOGS / REPORTS. REPORTS SHALL INCLUDE AT A MINIMUM DESCRIPTION OF ALL EMPLOYED BMP'S (INCLUDING BOTH MEASURES TO PREVENT SOIL LOSS DUE TO RUNOFF AND SOIL LOSS DUE TO WIND EROSION), BMP'S DEEMED UNNECESSARY DUE TO SITE CONDITIONS, CORRECTIVE ACTIONS TAKEN IN RESPONSE TO PROBLEMS, AND ANY ADDITIONAL INFORMATION RELEVANT TO THE CONDITION OF THE EROSION AND SEDIMENT CONTROL PLAN AS IT WAS ESTABLISHED AT THE TIME OF CONSTRUCTION. PLOTTED: COMM. NO. ---- 18438 Page 129 of 169 Kilo Engineering, LLC Marine on Saint Croix, Minnesota 763-412-1965 www.kiloengineering.com April 24, 2026 Mr. Jay Donaldson Twin Cities Hose 20615 Commerce Boulevard Rogers, Minnesota 55063 RE: Geotechnical Engineering Services Report Proposed Commercial Addition 20615 Commerce Boulevard Rogers, Minnesota Kilo Project No.: 26-2130 Dear Mr. Donaldson: Kilo Engineering, LLC (Kilo) is pleased to transmit this Geotechnical Engineering Services Report for the proposed Dollar General retail development to be located at approximately 20615 Commerce Boulevard in Rogers, Minnesota. This report includes the results of field and laboratory testing, recommendations for foundations, pavement section design, and general site development. Kilo appreciates the opportunity to perform this Geotechnical Study and looks forward to continuing our participation during the design phases of this project. If you have questions pertaining to this report, or if Kilo may be of further service, please contact us. Respectfully submitted, LICENSEE STATEMENT KILO ENGINEERING 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. Joseph M. Rozmiarek, P.E. President and Chief Engineer Signature: Name: Joseph M. Rozmiarek, P.E. MN P.E. # 52629 Date: April 24, 2026 Zack Pilz, E.I.T. Staff Engineer . Page 130 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 2 of 27 Table of Contents EXECUTIVE SUMMARY .................................................................................................. 3 PROJECT INFORMATION ............................................................................................... 4 Project Authorization and Provided Documentation .............................................. 4 Project Description ................................................................................................. 4 Purpose and Scope of Services ............................................................................. 5 SITE AND SUBSURFACE CONDITIONS ........................................................................ 6 Site Location and Description ................................................................................ 6 Field Exploration Summary .................................................................................... 7 Groundwater Observations .................................................................................... 9 GEOTECHNICAL HAZARDS RECOMMENDATIONS ..................................................... 9 Geotechnical Hazard Identification ........................................................................ 9 Geotechnical Hazard Remediation ...................................................................... 10 CONSTRUCTION RECOMMENDATIONS ..................................................................... 13 Subgrade Preparation .......................................................................................... 13 Conventional Shallow Foundation Recommendations ........................................ 15 Frost-Protected Shallow Foundation Recommendations .................................... 17 Floor Slab Recommendations .............................................................................. 19 Seismic Design Recommendations ..................................................................... 20 Pavement Recommendations .............................................................................. 20 Stormwater Management Recommendations ...................................................... 22 Erosion Control Recommendations ..................................................................... 24 RISK MANAGEMENT CONSIDERATIONS ................................................................... 25 Special Inspections During Construction ............................................................. 25 Moisture Sensitive Soils/Weather Related Concerns .......................................... 25 Excavation Safety ................................................................................................. 25 Utilities Trenching ................................................................................................. 26 REPORT LIMITATIONS .................................................................................................. 26 LIST OF APPENDICES .................................................................................................. 27 Page 131 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 3 of 27 EXECUTIVE SUMMARY Kilo Engineering, LLC (Kilo) completed a geotechnical exploration for the proposed commercial addition in Rogers, Minnesota. Based on the findings of the field and laboratory work, the following geotechnical hazards will likely impact the design and construction of the project. Surficial Organic Soils A deposit of surficial organic soil was encountered within the building and pavement areas extending to depths of 1-½± feet below existing site grades. These materials will not be suitable for the support of foundations, slabs, pavements, or newly placed engineered fill due to the deleterious nature of the organics. These soils should be removed as part of mass grading and replaced with suitable engineered fill soils. Organic soil depths and consistencies should be anticipated to vary across the site. This stratum may have been previously disturbed due to previous site development. Undocumented Fill Soils Some of the near-surface soils have likely been disturbed as part of the construction of the adjacent commercial property to the west of the site, and from the detention feature that once appeared to the north of the site. Existing utilities (if present) that are not planned to be part of the proposed development should be properly sealed and removed from the site. “Undocumented Fills” are soils that have been previously disturbed by man-made activities and have an unknown or undocumented history of compaction as part of the previous site disturbance. Undocumented fill soils were observed up to 4± feet below existing site grades in two of the building borings and up to 5± feet in the pavement boring. These materials can be highly variable in material composition and compaction quality. Due to this unknown condition, these soils should be either removed and replaced with engineered fill as described in the “Subgrade Preparation” section of this report or may be stabilized in place under proposed pavement areas, depending on the condition of the materials at the time of construction. Undocumented fill soils below foundation elements should be removed and replaced by engineered fill prior to foundation construction. The materials should be evaluated by a qualified special inspections firm at the time of construction. Shallow Groundwater Shallow groundwater was observed in each of the borings completed on site at depths ranging from 8± to 10± feet below existing site grades. These depths are generally anticipated to be below the zone of construction for the structure, but may impact the installation of site utilities and other deeper excavations on site. If limited groundwater is observed above the static groundwater level, it can likely be controlled using conventional sumping techniques. If excavations are planned below the static groundwater level, more intensive dewatering techniques, such as well points, may be required. The need for dewatering will be dependent on the climatic conditions at the time of construction, including precipitation, runoff, and temporary grading during construction. Kilo has provided this executive summary for the convenience of the client, and this information should not be relied upon in lieu a full review of the contents of this report. Should variance in recommendations be present, the recommendations in the body of this report shall govern over those in this executive summary. Page 132 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 4 of 27 PROJECT INFORMATION Project Authorization and Provided Documentation The following Table summarizes, in chronological order, the Project Authorization History for the services performed and represented in this report by Kilo Engineering, LLC. No construction plans were provided at the time of this report. DOCUMENT AND REFERENCE NUMBER DATE REPRESENTATIVE & COMPANY Mr. Jay Donaldson Email Request for Proposal 4/6/2026 Twin Cities Hose Mr. Joseph Rozmiarek Kilo Proposal 26e-2536 4/6/2026 Kilo Engineering, LLC Mr. Jay Donaldson Notice to Proceed: 4/6/2026 Twin Cities Hose Project Description Kilo understands that the project includes the design and construction of a new addition to the existing commercial building with associated pavements. The project site is located at 20615 Commerce Boulevard in Rogers, Minnesota. The site is currently developed with an existing commercial property that is planning a building addition. The proposed addition will consist of light-gauge steel framing for one to two stories above grade and has an approximate footprint of 9,650 square feet. The proposed finished floor elevation for the new building has not been reported to Kilo at the time of this report. The boring elevations during the field exploration range from 95± to 96± feet relative to the temporary benchmark (TBM) utilized by the drillers in the field, the top of nut on the fire hydrant on the northwest corner of the site, just northeast of the existing commercial building. This benchmark has an estimated elevation of 970± feet MSL according to publicly available elevation data but cannot be confirmed with survey data at the time of this report. This report is based on the finished floor of the new building being set at 96± feet TBM, based on the average of the observed grades in the proposed building and grading the site to drain. Should these elevations be incorrect, Kilo should be contacted to amend this report with proper elevations and modified recommendations, as appropriate. The elevation differences between the borings completed for the project are on the order of 1± feet within the building footprint and across the site. Based upon these elevations and observed unsuitable soil depths, cuts on the order of 1-½± to 4± feet will be required to remove surficial organic materials and fills on the order of 3± to 5± feet will be required to reach final grades in the proposed building pad. Kilo’s recommendations for the pavements are based on cuts on the order of up 5± feet to remove surficial organic soils and undocumented fill soils and fills on the order of up to 5± feet to achieve design site grades. The table below provides information regarding the proposed development. Page 133 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 5 of 27 PROPOSED DEVELOPMENT PROPERTY DESCRIPTION SOURCE STRUCTURES Number of Buildings One Addition, East Portion of Site Site Plan Stories Above Grade 1 to 2 RFP Stories Below Grade 0 RFP Construction Type Light-Gauge Steel Framing Not Provided Maximum Wall Load 5.0 kips per lineal foot (klf) Not Provided Maximum Column Load 150 kips Not Provided Maximum Floor Slab Load 200 pounds per square foot (psf) Not Provided Load Source Not Provided Proposed FFE 96± feet TBM Not Provided PAVEMENTS AND STORMWATER MANAGEMENT Light-Duty Automobile Parking Pavement Types Site Plan Heavy-Duty Auto and Truck Drive Lanes Light-Duty – 100,000 ESALs Pavement Traffic Loads Not Provided Heavy-Duty – 250,000 ESALs Pavement Locations North of the Extension Site Plan Pavement Access Commerce Boulevard, North of Site Site Plan Stormwater Features Existing Pond, South of Site Not Provided Stormwater Location - Not Provided PROPOSED GRADE CHANGES 1-½± feet of surficial organic soils; Up to 4± feet of undocumented fill in proposed Unsuitable Soil Depth building area; Boring Logs Up to 5± feet of undocumented fill in the proposed pavement area Grade Changes – Borings 1± feet in building and across the site Field Survey Not Provided – Information not provided to Kilo. This report is based on Kilo’s experience with similar developments in lieu of client-provided information. This information should be verified by the client. RFP – Information provided by the client in the project Request for Proposal The geotechnical recommendations presented in this report are based on the available project information, building location, and the subsurface materials described in this report. If the noted information is incorrect, please inform Kilo in writing so that we may amend the recommendations presented in this report as appropriate and if desired by the client. Kilo will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. Purpose and Scope of Services The purpose of this study was to explore the subsurface conditions at the site and develop geotechnical design criteria regarding foundations, floor slabs, and pavements and construction recommendations for the proposed project. Kilo’s scope of services included drilling a total of four (4) soil test borings, select Page 134 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 6 of 27 laboratory testing, and preparation of this Geotechnical Report. The scope of services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. Kilo is not nor does it advertise to be an environmental professional firm. In the event that the geotechnical recommendations in this report and environmental recommendations by others vary, the more stringent recommendation should be followed, or the relevant design professionals be contacted for clarification. An asbestos survey and lead-based paint survey was completed by a Kilo subcontractor under a separate cover. SITE AND SUBSURFACE CONDITIONS Site Location and Description The site is located at 20615 Commerce Boulevard in Rogers, Minnesota. The site is bounded to the north by Commerce Boulevard with commercial properties beyond; to the east by a commercial property with George Weber Road beyond; to the south a pond with commercial properties beyond; and to the west by commercial properties beyond. The site is currently developed with an existing commercial property that is planning a building addition. Publicly available historical aerial photographs were used to explore the site history and historical aerial photographs were observed dating to 1957 from the Minnesota Historical Aerial Photograph Online (MHAPO) library from the University of Minnesota, and dating to 1991 in Google Earth. In the 1957 and 1964 photos, the site appears as an undeveloped lot in use for row-crop agriculture. The next available photograph appears in 1991 through google earth, where the site is undeveloped, but a pond appears in the northern section of the site. Sometime between 1991 and 2003, the commercial building to the west was constructed and the pond to the north of the site was removed. The existing commercial building was constructed in 1998 according to Hennepin County property tax records. Then sometime in 2004, the stormwater feature appears on the south side of the site. From 2004 to 2025, the site has remained relatively unchanged, with evidence of the commercial building to the west in all of the aerial photographs viewed. The site Latitude and Longitude coordinates are approximately 45.1913N and 93.5412W, respectively. The site is generally flat, with elevation differences of 1± feet between the borings. Potential Flood Impacts As part of the due diligence for the site, Kilo reviewed the publicly available flood zone maps produced by the Federal Emergency Management Agency (FEMA), which includes several designations related to flood potential. Zone A (blue shaded) designates the base floodplain, or an area subject to inundation by the 1% annual (100-year) chance flood event. Zone AE designates the same as Zone A, but indicates an area that has a reported base flood elevation. Zone AO designates river or stream flood hazard areas with a 1% or greater chance of shallow flooding each year. Zone B (orange shaded, where mapped) designates an area of moderate flood hazard, the area between the limits of the 100‐ year and 500‐year flood levels. Zone C and Zone X (unshaded) designates an area of minimal flood Page 135 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 7 of 27 hazard, outside the mapped 100-year or 500‐year flood level, as appropriate. Zone D designates an area with possible but undetermined flood hazards that have not been mapped. Some areas have been mapped but have not been digitized (dot shading). An image pulled from the relevant FEMA flood map is shown in the figure below. Based on the data in the site map above, the site is Zone X and is outside the 100-year and 500-yr floodplain. The nearest area of Zone A and Zone AE are in the floodplains of Diamond Lake approximately 1.32 miles to the northeast. There is no reported base flood elevation of the lake, but the normal water elevation of the lake is approximately 900± feet MSL, which is approximately 62± to 63± feet below existing site grades according to site elevations in Google Earth. Given the Zone X designation and distance to the Zone A and Zone AE areas, the risk of large-scale flood potential is considered to be low. Field Exploration Summary The following locations were sampled with soil borings to explore the subsurface conditions at the site: SURFACE ELEVATION DEPTH OF BORING BORING TYPE LOCATION (FT TBM) BORING (FT) B-1 Building North Side 95± 15 B-2 Building South Side 95± 15 B-3 Building Center 96± 15 B-4 Pavement North Entrance Lane 95± 15 The borings were located in the field utilizing handheld GPS technology. Prior to mobilization to the site, the boring location plan was georeferenced and the boring coordinates plotted for field location. The horizontal accuracy of GPS unit is estimated to be 10± feet in open areas and 20± feet in wooded areas. Page 136 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 8 of 27 Boring elevations were determined by the drilling crew while on site using conventional leveling techniques. The top of nut on the fire hydrant on the northwest corner of the site, just northeast of the existing commercial building, was used as the temporary benchmark and assigned the arbitrary elevation of 100 feet. This benchmark is estimated to be near elevation 970± feet MSL, but cannot be confirmed with survey data at the time of this report. If the mean sea level elevation of this temporary benchmark can be provided to Kilo, this report can be updated to include MSL elevations. The vertical accuracy of the boring locations is estimated to be 1± feet. Soil borings for the site were performed and completed by Kilo Engineering on April 9, 2026. Hollow-stem augers were used to advance the borings. Samples were taken at half-flight intervals to a depth of 10 feet below existing site grades, and every five feet thereafter. Samples were recovered using split-spoon sampling techniques in general accordance with ASTM D1586. Field data, including boring number, sample depth, soil classification, and SPT N-value were recorded in the field and a representative soil sample was placed in a glass jar to minimize moisture loss. The soil samples were delivered to Kilo’s soil engineering laboratory for a limited number of engineering property tests. These tests included: • USCS Soil Classification (ASTM D2487 and D2488) • Moisture Content (ASTM D2216) • Percent Passing the #200 Sieve (ASTM D1140) • Particle Size Analysis of Soils (ASTM D422) The soil stratigraphy encountered in the field exploration is generalized in the table below: SOIL MOISTURE CONTENT SPT N-VALUE SOIL DESCRIPTION SOIL COLOR DEPTH RANGE (FT) (USCS) RANGE (%) RANGE (BPF)* Surficial Organic OL Black 0± to 1 ½± feet - - Soil FILL Clay Fill Black 2± to 5± feet 24% to 34% 7 to 18 Light Brown, CL-ML Silty Lean Clay 2± to 7± feet 21% to 30% 5 to 19 Brown, Gray Black, 2± to 15± feet CL Sandy Lean Clay Brown, 18% to 31% 6 to 13 (Termination Depth) Dark Gray *BPF – blows per foot The shallow site soils encountered in the field exploration were compared to the mapped Web Soil Survey prepared by the Natural Resources Conservation Service. This service has mapped soil properties for 95% of the United States. At this location, there are a couple mapped soils that consist of the Le Sueur loam, and the Cordova loam. The table below represents the sand and clay particles in the upper soil profile, and the NRCS descriptions for reclamation and small commercial buildings. It should be noted that the underlying soil sampling for this database was primarily for agricultural purposes, and only covers the approximate upper eighty inches of the soil profile. Page 137 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 9 of 27 SUITABILITY SOIL TYPE BORING ENCOMPASSING PERCENT SUITABILITY FOR FOR SMALL PERCENT CLAY (WEBSOIL) AREA SAND RECLAMATION COMMERCIAL BUILDING Somewhat Le Sueur B-1, B-2, B-3 33 to 39 24 to 30 Fair Limited Cordova B-1, B-4 35 to 42 21 to 32 Fair Very Limited Soils are not homogenous and may change both vertically and laterally between the boring locations. Clear separation between strata may not be observed in the field, with gradual transitions between soil types encountered. The general soil description above is generalized for convenience. Full details regarding the soils encountered during this exploration are included in the boring logs in the appendix of this report, including soil descriptions, penetration resistances, moisture contents, and completed laboratory testing to define soil engineering properties. Water level observations are only valid for the time and locations sampled and may vary substantially with time. The samples not altered by laboratory testing will be stored for 30 days from the date of this report and then disposed of unless retention is requested by the client. Storage fees for soils retained beyond 30 days may apply. Groundwater Observations Shallow groundwater was encountered during and at the completion of drilling activities in all four of the completed borings on site. This groundwater was encountered at depths ranging from 8± to 10± feet below existing site grades (elevations 85± to 87± feet TBM). Based on the observed moisture contents, changes in colorization, and the soil types encountered, the static groundwater is anticipated to be below the zone of planned construction. If groundwater seepage is encountered during construction, it is anticipated that it can be controlled using conventional sumping techniques. If larger or uncontrollable amounts of seepage are encountered, Kilo should be contacted for additional recommendations. Perched groundwater conditions may be encountered due to the low permeability of the upper site soils. Kilo recommends that the contractor determine the actual groundwater level on site at the time of construction. The groundwater observations noted on the boring logs represent the groundwater conditions at the test boring locations at the time of sampling. It should be expected that the groundwater levels will fluctuate at least several feet seasonally and depending on climatic conditions and precipitation. The possibility of groundwater level fluctuation should be considered when developing the design and construction plans for the project. Short-term dewatering may be required to facilitate foundation construction, depending on climatic conditions at the time of construction. GEOTECHNICAL HAZARDS RECOMMENDATIONS Geotechnical Hazard Identification The following table summarizes the potential geotechnical hazards observed on site with a limited description of the potential remedial actions included. Full descriptions of the remedial actions are included below the table. Page 138 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 10 of 27 GEOTECHNICAL HAZARD PRESENT? REMEDIATION METHOD Surficial Organic Soil Yes 1-½± feet of cut to remove surficial organic soils Organic Soils at Depth No Possible fill from the removal of the stormwater Undocumented Fill Yes feature on the north side of the site from the observed historical aerial photos Site has an existing commercial building adjacent to Previous Site Disturbance Yes where borings were tested Previous Site Structures No Loose Granular Soils No Soft Cohesive Soils No Moisture-Sensitive Soils Yes Moisture condition or replace Limited Reuse of Site Soils No Mass Grading Yes Raise grades to FFE Shallow Bedrock No Groundwater observed in all of the borings at Shallow Groundwater Yes depths of 8± to 10± feet below existing site grades Perched Groundwater No Flood Risk No Environmental Concerns No Unsuitable Soils at Foundation Level No Wet Soils at Foundation Level No Buried Obstructions No Building addition foundations should be structurally Building Additions Yes connected to existing foundations; slabs separate Deep Foundations Recommended No High Settlement Potential No Swell, Shrinkage, or Collapse No Karst or Subsidence No Localized low-permeability soils present near Pavement Drainage Concerns Yes anticipated pavement subgrade elevation Infiltration Limitations Yes On-site cohesive soils have low permeability Seismic Concerns No Liquefaction Concerns No Earth Retention Concerns No Slope Stability Concerns No Geotechnical Hazard Remediation A deposit of surficial organic soil was encountered within the building and pavement areas extending to depths of 1-½± feet below existing site grades. Organic soil depths and consistencies should be anticipated to vary across the site. The term “surficial organic soil” is used here in lieu of the word “topsoil” since the material was not tested for suitability for landscaping or agricultural purposes. The surficial organic soil generally consisted of silty sand or sandy silt soils with roots and organic material. Page 139 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 11 of 27 The surficial organic soil is not suitable for support of foundations or foundation supporting fill in its current condition due to the presence of roots and organics. Soils containing more than 3% organics by mass should be used in green areas or disposed of offsite. The depth and extent required for unsuitable soil removal should be determined by a representative of a qualified special inspections firm at the time of construction. Some of the near-surface soils have likely been disturbed as part of the construction of the adjacent commercial property to the west of the site, and from the detention feature that once appeared to the north of the site. Existing utilities (if present) that are not planned to be part of the proposed development should be properly sealed and removed from the site. “Undocumented Fills” are soils that have been previously disturbed by man-made activities and have an unknown or undocumented history of compaction as part of the previous site disturbance. Undocumented fill soils were observed up to 4± feet below existing site grades in two of the building borings and up to 5± feet in the pavement boring. These materials can be highly variable in material composition and compaction quality. Due to this unknown condition, these soils should be either removed and replaced with engineered fill as described in the “Subgrade Preparation” section of this report or may be stabilized in place under proposed pavement areas, depending on the condition of the materials at the time of construction. Undocumented fill soils below foundation elements should be removed and replaced by engineered fill prior to foundation construction. The materials should be evaluated by a qualified special inspections firm at the time of construction. The silty lean clay and sandy lean clay soils will be highly moisture susceptible and will quickly lose strength if they are allowed to become saturated and become disturbed by construction activities. Therefore, the subgrade soils should be protected from the entry of moisture once exposed. Soil subgrades should be surface-compacted at the end of each workday to minimize any potential precipitation infiltration. Whenever possible, maintaining a 2% grade to allow for surface runoff of the subgrade is recommended, with areas to collect runoff until permanent stormwater features can be constructed. Soils that become excessively wet should be allowed to dry and may be recompacted in place. Soils that cannot be dried to within their compactible limits should be removed and replaced with engineered fill as noted in the “Subgrade Preparation” section of this report. Kilo has not been provided a proposed grading plan for the site. This report is based on the cuts of 1- ½± to 4± feet to remove the surficial organic soils and undocumented fill soils and fills on the order of 3± to 5± feet in the building area to achieve a design finished floor elevation of 96± feet TBM. Cuts and fills on the order of 5± feet are planned to achieve design site grades in the pavement areas. Anticipated grading quantities are provided in the table below. Deeper localized cuts to match foundation elements may be required at the interface between the addition and existing foundations. SURFACE DEPTH OF SOIL TO REMOVE BOTTOM OF FILL REQUIRED TO BORING BUILDING LOCATION ELEVATION (FT) CUT ELEVATION 96±TBM (FT) 1 ½± (topsoil) B-1 North Side 95± 91± 5± 2 ½± (undocumented fill) B-2 South Side 95± 1 ½± (topsoil) 93± 3± 1 ½± (topsoil) B-3 Center 96± 92± 4± 2 ½± (undocumented fill) Page 140 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 12 of 27 Shallow groundwater was observed in each of the borings completed on site at depths ranging from 8± to 10± feet below existing site grades. These depths are generally anticipated to be below the zone of construction for the structure, but may impact the installation of site utilities and other deeper excavations on site. If limited groundwater is observed above the static groundwater level, it can likely be controlled using conventional sumping techniques. If excavations are planned below the static groundwater level, more intensive dewatering techniques, such as well points, may be required. The need for dewatering will be dependent on the climatic conditions at the time of construction, including precipitation, runoff, and temporary grading during construction. The proposed building addition should plan on foundation bearing elevations matching that of the foundations for the existing structure on site. In the event that these elevations are unequal, the surcharge load from the new foundations will impart a horizontal force on the existing foundations. The foundation depths may step up to standard frost depths away from the existing foundations at a rate of not more than 2H:1V. The foundations for the new addition should be structurally connected to that of the existing structure, but the floor slab and foundation wall elements should be allowed to move independently of the existing structure. Some differential settlement, on the order of 1/4 inch, should be anticipated between the existing structure and the addition, since settlement is likely complete in the existing structure. While this amount of settlement is generally tolerable, consideration of settlement tolerances at door openings and other features at the interface between the addition and existing structure should be reviewed as part of the construction planning process. The site hydrology will be modified by the development of the site. Precipitation that previously would infiltrate into the soil will instead generate runoff when an impervious surface, such as a building, slab, or pavement, is encountered. This additional peak runoff may require temporary site storage and treatment, depending on local regulations. Moisture should not be allowed to collect near the building foundations, and the site should be sloped to drain. It may be possible to grade the site to drain to stormwater features directly, or a private storm sewer system with catchments and pipelines to the stormwater feature may be necessary. The on-site soils have a low permeability, and detention is recommended for stormwater management. The sandy lean clay and silty lean clay soils encountered near the surface on this site have a relatively low permeability and will only absorb nominal amounts of moisture applied to the surface. For the stormwater features, lean clay soils may be used to create at-grade detention features as described in the “Stormwater Management” section of this report. The majority of the precipitation on the site should be planned to be controlled as surface runoff due to the limited infiltration capacity of the on- site soils over the majority of the site. Site grading should be completed in a manner to slope pavements and green areas away from the proposed building and towards the proposed stormwater features or a storm sewer collection system, as appropriate. The proposed pavements should daylight into green areas, the stormwater features, or a storm sewer collection system. The following geotechnical related recommendations have been developed in order to minimize the risk of the hazards identified above and to accommodate the proposed construction as described in this report. These recommendations are based on the owner and their design team incorporating these recommendations into the project plans and specifications and that appropriate construction quality control is utilized and verified with independent construction material testing under the direction of a licensed professional engineer in the state of Minnesota. If changes in the planned Page 141 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 13 of 27 construction occur, Kilo should review the scope and magnitude of the proposed changes with revised recommendations as appropriate. CONSTRUCTION RECOMMENDATIONS Subgrade Preparation Preparation of the subgrade is an important prerequisite to foundation, slab, and pavement performance. The subgrade preparation generally consists of four major components as described below: • Removal of unsuitable soils • Scarification, moisture-conditioning, and compaction of the final cut subgrade • Placement, compaction, and testing of new engineered fill to achieve site grades • Protection of the subgrade from moisture, ruts, and loosening prior to final surface cover Prior to the placement of new fill or preparation of the construction area subgrade, Kilo recommends that the surficial vegetation, soils containing organic material, trees including root bulbs, encountered debris greater than three inches in diameter, and frozen soils (where present during construction) be removed from within and a minimum of 10 feet beyond the proposed building and pavement areas. Soils containing organic material will be unsuitable for reuse on site due to their deleterious nature and unfavorable settlement characteristics. Soils containing organics should be disposed of offsite or used in landscaped areas. Unsuitable soils that do not contain organics, such as wet, soft, or loose mineral soils encountered should be selectively undercut and/or stabilized in place. Undocumented fill soils (where encountered) should be removed entirely from below building foundations, but may remain in place under the building floor slab and pavements provided these materials pass proofroll operations as noted below. A representative of a qualified special inspections firm working under the direction of a qualified geotechnical engineer should determine the need for and means of stabilization at the time of construction. After stripping and excavating the unsuitable soils described above, the subgrade should be compacted to a minimum of 95% relative compaction (to the standard proctor, ASTM D698) or to more stringent requirements as described in the table below. The compaction of the exposed subgrade should be tested prior to the placement of engineered fill, foundations, or final surface cover. One means of testing large areas such as the slab on grade and pavement areas is a proofroll test. Proofrolling should be performed with a steel drummed vibratory roller where granular soils are present at subgrade elevations, or a fully loaded tandem axle dump truck or rubber-tired vehicle with a minimum axle load of 18 kips where cohesive soils are encountered. Soils that are observed to rut in excess of one inch under the moving load or have elastic deformations in excess of one-half inch should be remediated prior to placement of engineered fill. Remediation may consist of either moisture conditioning, scarification and recompaction, or placement of new engineered fill. Cut material generated by these operations may be moisture conditioned and compacted as a source of engineered fill, used in landscape areas, or disposed of offsite. The compaction, proofrolling, and undercutting activities should be witnessed by a representative of the special inspections firm under the direction of a qualified geotechnical engineer licensed in the state of Minnesota. Kilo provides construction observation and special inspections services, and can Page 142 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 14 of 27 provide a scope of work for this service. Proofrolling should be performed following a warm and dry period, which may limit the need for surface repairs to localized areas. If subgrade preparation, compaction, or fill placement activities occur during wet periods or during cool weather, additional remedial actions to repair the proofrolled surface should be anticipated. Newly placed engineered fill required to establish site grades should be free of organics, frozen soils, ice, debris in excess of three inches, and other deleterious materials. Predominantly silt soils are not recommended for use as engineered fill due to concerns with moisture control and material workability. Due to the underlying cohesive soils, sand soils are not recommended for fill due to the risk of ponding water in these sand soils above the low-permeability native soil materials. Imported fill should consist of lean clay soils with a maximum liquid limit of 45 and a minimum plasticity index of 12 or a clayey sand with a minimum of 30% of the material passing the #200 sieve. A limited volume of clean sand soils will be required for the building floor slab subgrade. The material excavated for the below-grade detention feature that classifies as lean clay may be used as a source of engineered fill for mass grading. A qualified special inspections firm or accredited soil engineering laboratory should test the proposed import soils for gradation or plasticity characteristics as appropriate prior to import. Approved soil imports should be tested for optimum moisture content and maximum laboratory dry density in accordance with the Standard Proctor, ASTM D698. Depending on the proposed use of the newly placed engineered fill, the soils should be compacted to the relative densities noted in the table below. MIN % DRY MOISTURE MATERIAL TESTED FREQUENCY OF TESTING DENSITY (D698) CONTENT RANGE 1 per 200 cy of fill placed or Pavement Subgrade - Top 3 feet 100% -2 to +2% 1 per 5,000 square feet minimum of three tests per lift 1 per 200 cy of fill placed or Fill under Foundation Elements 98% -2 to +2% 1 per 2,500 square feet Lateral Oversize under Foundation Elements minimum of three tests per lift Mass Grading Fill not covered above Utility Trench Backfill 1 per 200 cy of fill placed or Below-Grade Wall Backfill 95% -3 to +3 % 1 per 5,000 square feet Floor Slab Subgrade minimum of three tests per lift Pavement Subgrade Deeper than 3’ 1 per 3,000 cy of fill placed or Random Fill (non-load bearing/Green Space) 92% -3 to +3 % 1 per 10,000 square feet minimum 1 test per lift To achieve the design relative compaction values noted in the table above, the compaction equipment should be matched to the proposed material and proposed use. Granular soils subject to full-size, smooth- drum compaction equipment (minimum ten tons) may be placed in 12-inch loose lifts prior to compaction. Cohesive soils subject to full-size, sheepsfoot compaction equipment (minimum ten tons) should be placed in 8-inch loose lifts prior to compaction. Material subject to lightweight compaction equipment, including walk-behind compactors, jumping jacks, or plate compactors should be placed in 6-inch loose lifts prior to compaction. All newly placed engineered fill should be placed in horizontal lifts, not parallel to existing slopes. Moisture control should be exercised during material placement to maintain moisture contents within the ranges of the optimum moisture content noted above. If soils are not within the recommended moisture contents, these soils should be spread thinly and allowed to dry or water should be added Page 143 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 15 of 27 uniformly through the material by disking or scarifying. Compaction tests should be performed by a qualified special inspections firm on every lift of new engineered fill at the frequencies noted in the table above. Newly placed engineered fill should extend a minimum of 10 feet beyond the edges of proposed building areas and a minimum of 5 feet beyond the edges of pavement areas. Conventional Shallow Foundation Recommendations Kilo has based this report on the proposed finished floor elevation of 96± feet relative to the temporary benchmark, cuts of 1-½± to 4± feet to remove surficial organic soils and existing fill soils, and fills on the order of 3± to 5± feet are anticipated within the building area. If the proposed building elevation varies from this elevation, Kilo should be contacted in writing to verify the validity of the recommendations provided in this report. The foundations for the new addition should bear at the same elevation as the foundations for the existing construction for all continuous wall foundations. Based on this proposed finished floor elevation, the associated bottom of footing elevations accounting for local frost depth requirements are estimated to be 92± feet relative to the temporary benchmark. The soils at this elevation are anticipated to consist of the existing native silty lean clay soils, undocumented fill soils, or newly placed engineered fill after the removal of existing unsuitable soils as noted in this report. Based on the reported structural loads, the soils observed in the field exploration, and the engineering properties noted in the laboratory testing, the proposed building can be supported by conventional continuous shallow foundations at the proposed walls and columns. Kilo recommends foundations be designed to bear upon either the existing granular soils or newly placed engineered fill that has been placed and compacted as recommended in this report. Prior to any new engineered fill placement, the soils at the base of excavations should be observed and tested by a qualified special inspections firm prior to engineered fill placement. Suitable bearing soils were observed at depths of 2± to 5± feet below existing site grades but may vary between boring locations. If unsuitable soils are encountered at a foundation excavation, a soil correction will be required. This excavation should be extended to competent soils that meet field strength testing requirements. The resulting overexcavation can be backfilled with controlled low-strength material (CLSM), sometimes referred to as lean fill, that extends six inches beyond the face of the proposed foundation element in each direction. Alternatively, the overexcavation can be backfilled with engineered fill as defined in this report extending at a minimum one horizontal to one horizontal (1H:1V) ratio beyond the face of the foundation element. This new engineered fill should be compacted to a minimum of 98% relative compaction as noted in the “Subgrade Preparation” section of this report. This will require widening and deepening the area to be corrected with engineered fill from conventional foundation excavations. Alternatively, foundations can bear at the bottom of excavation with additional structural materials (foundation walls or column bearing piers) to proposed surface grades. Page 144 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 16 of 27 The proposed building can be supported on conventional shallow foundations with allowable bearing pressures as noted in the table below. These bearing capacities are based on the soil materials at proposed bearing elevations above with appropriate testing of the subgrade, newly placed engineered fill, and overexcavations as noted. Excavations should extend to the depths noted for adequate frost protection in accordance with local frost depths. The minimum foundation size for column foundations of 30 inches square and wall foundations of 18 inches wide should be followed to minimize the risk of punching shear failures. This minimum foundation size should be utilized even if narrower foundations would be allowable given the allowable bearing pressures noted below. DEPTH BELOW ADJACENT PROPOSED MAXIMUM MAXIMUM ALLOWABLE FOUNDATION TYPE GRADES (IN) LOAD BEARING CAPACITY (PSF) Interior Column Foundations 24 150 kips 2,000 after correction Exterior Column Foundations 42 150 kips 2,000 after correction Continuous Wall Foundations 42 5.0 kips/foot 2,500 after correction The depth of code-required frost penetration design is dependent on whether the structure is designed to be heated or unheated. Exterior footings in heated areas, such as permanently climate-controlled buildings, should be located at a depth of at least 42 inches below the final exterior grades as required by the State of Minnesota for sites in the southern half of the state, including Hennepin County where the site is located. The continuous wall foundations should bear at the same elevation as the existing wall foundations at the interface between the existing and new construction. Isolated unheated foundations for unheated structures, signage, canopies, and exposed vestibules should be located at least 60 inches below the final exterior grades. If the foundation soils will be exposed to freezing temperatures during or after foundation construction, then the footings and concrete should be adequately protected from freezing. Soils should be allowed to thaw prior to the placement of additional foundations or slabs. Otherwise, interior footings can be located on the native soils or newly placed engineered fill at shallower depths below the floor slab, compatible with architectural and structural considerations. Foundation excavations should be tested prior to concrete placement to verify the field conditions are consistent with those recommended in this report. One means of testing native, undisturbed soils is the use of the dynamic cone penetrometer in accordance with ASTM Special Technical Publication (STP) 399, “Dynamic Cone for Shallow Penetration Testing” by George F. Sowers. This test method correlates the results of a specific dynamic cone penetrometer testing apparatus to SPT N-values and associated allowable bearing capacities. Testing should be completed at spacing no greater than every 25 feet Page 145 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 17 of 27 along continuous foundations and a minimum of one test per every isolated column foundation. Based on the allowable bearing pressures noted in the table above, the penetrometer values should be consistent with a SPT N-value of 6 or 7 blows per foot or greater at each test location. During excavations, soils should be protected from changes in moisture content. The addition of water into soil subgrades can negatively impact the shear strength of the soil and material workability. Subgrade soils should be protected from site runoff by maintaining proper site drainage from prepared site subgrades to non-structural areas of the site. Wet soils should be properly moisture conditioned prior to the placement of new engineered fill soils. Foundation, slab, and pavement concrete should be placed as quickly as possible to minimize degradation of the subgrade surface due to wetting and drying. The proposed foundation system has been evaluated for settlement potential based on the soil properties described in this report. Kilo estimates that the total foundation settlement for the foundation system is one inch. Differential settlement between adjacent column foundations or between 30-foot spans of continuous is estimated to be one-half inch. This settlement estimate is based on the subgrade materials being prepared as noted in the “Subgrade Preparation” of this report, including the minimum compaction requirements and the use of settlement plated in areas of deeper fill placement for site grading. Generally, this level of differential settlement is tolerable but should be verified by the structural engineer of record. Sensitive materials such as masonry walls should be designed to minimize cosmetic damage from differential settlement with properly placed control joints. Frost-Protected Shallow Foundation Recommendations As an alternative to conventional shallow foundations, Kilo understands that the lightly-loaded structures are frequently designed as frost-protected shallow foundations (FPSF) utilizing a thickened slab at the perimeter of the building to support the wall loads, with the majority of the structure bearing on column foundations at both interior and exterior locations. Based on the soil conditions observed in this exploration, this structural system may be utilized given the parameters noted below. The site is located in south-central Minnesota, with an estimated air-freezing index of 2,500°F-days based on the map below. This air-freezing index dictates the required insulation R-value, depth of thickened slab bearing, and dimensions of the installed insulation for the FPSF system. Page 146 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 18 of 27 The values recommended below are based on ASCE 32-01, “Design and Construction of Frost-Protected Shallow Foundations”. The insulation should be placed on properly compacted, unfrozen ground, and protected during installation from damage. Backfill should be placed using light equipment above the horizontal insulation. The values listed in the table below are minimum values for design. The area should be graded for proper drainage away from the foundation. The foundation should be embedded a minimum of 18 inches below the exterior grades, and the horizontal insulation should have a minimum cover depth of 12 inches below exterior grades. No more than 12 inches of vertical insulation should be exposed above exterior grades. Exposed insulation should be adequately adhered to the foundation and protected from environmental damage. This foundation system will still require the significant mass grading noted in this report. The foundations at the interface between the existing and new construction shall bear at the same elevation as noted in this report. DESIGN PARAMETER VALUE UNIT Minimum Vertical Insulation R-Value 6.7 UL Minimum Horizontal Insulation R-Value Along Walls 1.7 UL Minimum Horizontal Insulation R-Value at Corners 4.9 UL Horizontal Dimension A 12 Inches Horizontal Dimension B 24 Inches Horizontal Dimension C 40 Inches Minimum Foundation Depth 16 Inches Allowable Bearing Pressure 1,200 Psf Page 147 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 19 of 27 Floor Slab Recommendations The building floor slab is anticipated to be supported upon either properly compacted native soils or newly placed engineered fill. Both the subgrade and fill soils should be tested as noted in the “Construction Recommendations” section of this report. The chart below is an excerpt from “Slab Thickness Design for Industrial Concrete Floors on Grade” by Robert G. Packard (1976) with the Portland Cement Association, a commonly referenced chart in the Civil Engineering Body of Knowledge that correlates soil types to a range of subgrade modulus and California Bearing Ratio (CBR) values. Project Soils Encountered Utilizing this chart, Kilo recommends the following values be used for floor slab design. DESIGN PARAMETER VALUE UNIT 3 Subgrade Modulus k12, 12-inch square plate load test 140 lb/in 3 Subgrade Modulus k30, 30-inch circular plate load test 70 lb/in California Bearing Ratio (CBR) 3 Percent Select Granular Fill Minimum Thickness Below Slab 6 Inches On-site soils suitable for reuse as Select Granular Fill No Kilo recommends that select granular fill be placed below the floor slab with the minimum thickness noted in the table above. Select granular fill should be a free-draining material with a maximum of 5% of the material retained on the #200 sieve and a minimum of 50% of the material retained on the #40 sieve by mass. These soils are not likely to be encountered on site, and will have to be imported. Floor slabs should have a vapor retarder in accordance with ACI 302 “Guide to Concrete Floor and Slab Construction”. This guidance document recommends polyethylene sheeting placed directly under the floor slab to minimize moisture penetration from the soil subgrade below if sensitive floor finishes are Page 148 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 20 of 27 present and that the vapor retarder is below the select granular fill if slab curling or deformation is a concern. Properly spaced control joints should be utilized to minimize random cracking of the slab due to shrinkage, curing, and curling forces. The existing native surficial organic soils and native lean clay soils have a moderate to high susceptibility to frost heave if not removed from the subgrade. The slabs placed in unheated areas, such as sidewalks, should be designed to resist frost heave, or the subgrade should be replaced with non-frost susceptible soil to minimize the potential differential movement of the slab. The subgrade should be overexcavated 12 inches below the planned bottom of slab elevation and replaced with select granular fill, consisting of sand soils with less than 50% of the material passing the #40 sieve by weight and less than 5% of the material passing the #200 sieve by weight. The newly placed fill should be compacted to a minimum of 95% of the maximum dry density as determined by the Standard Proctor test (ASTM D698). Seismic Design Recommendations Although the site is in a region with low seismicity, the site is in a municipality that employs the 2021 International Building Code (IBC). The 2021 International Building Code (IBC) requires that a site class be determined based on soil type for the calculation of earthquake design forces in structures. Based on the observed depth to rock and the estimated shear strength of the soil at the boring locations, Site Class “D” is recommended. If shallower rock or stiffer soils are encountered deeper than the depth of Kilo’s borings, Kilo should be notified in writing in order to make appropriate modifications to the seismic design recommendations contained in this report. The USGS-NEHRP probabilistic ground motion values interpolated between the nearest four grid points from latitude 45.1913N and longitude 93.5412W are as follows: 2% PROBABILITY OF SITE MAXIMUM SPECTRAL SPECTRAL DESIGN PERIOD (S) EVENT IN 50 YEARS COEFFICIENT DESIGN ACCELERATION ACCELERATION PARAMETERS 0.2 (Ss) 5.4 Fa = 1.6 Sms = 7.4 SDs = 4.9 T0 = 0.20 1.0 (S1) 3.2 Fv = 2.4 Sm1 = 7.5 SD1 = 5.0 Ts = 1.02 Sms = FaSs SDs = ⅔*Sms T0= 0.2*SD1/SDs Sm1 = FvS1 SD1 = ⅔*Sm1 Ts= SD1/SDs The seismic parameters for this report were accessed via SeismicMaps.org, which is based on USGS seismic data for the contiguous United States. The site coefficients, maximum spectral accelerations, and design parameters are based solely on this source and the underlying USGS data. The risk category utilized is based on occupied, non-essential structures but should be verified with the architect, structural engineer, or building official as appropriate. This determination is beyond Kilo’s scope of services. Pavement Recommendations Kilo has provided recommendations for pavement construction based on the existing unsuitable soils being removed from the surface, properly compacted subgrades, and properly compacted engineered fill to achieve design site grades. If the existing site soils are not prepared in this manner, undesirable performance of the pavements may result. Any observed soft or loose locations should be selectively Page 149 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 21 of 27 subcut and replaced with suitable engineered fill, or stabilized in place using engineered fill, aggregate base, or open-graded clean crushed stone. Kilo has based the pavement sections in the table below on the traffic loadings noted in this report and the soil conditions noted in this report. If traffic loadings vary from those stated, modifications to the pavement sections may be required. The site soils are anticipated to be fair to good materials with a minimum CBR value of 3. If higher quality materials are used for engineered fill that exceed this value, Kilo should be contacted to value-engineer the pavement sections if appropriate. These pavements have been designed only for the anticipated garbage and delivery truck service. The following pavement sections have been recommended based on ATHIRDTO 1993 methodologies and the following design parameters: • Design Life: - 20 years • Initial Serviceability - 4.2 • Terminal Serviceability: - 2.0 • Reliability: - 85% • Standard Deviation: - 0.45 • Drainage Factor – 0.9 If during the final design phase these values are determined to be incorrect, Kilo must be contacted to provide revised pavement recommendations. Based upon the soil borings, laboratory data and provided the subgrade soils are prepared as outlined in this report, the following flexible and rigid pavement section thicknesses are recommended for parking lot and drive areas in general accordance with AASHTO 1993 methodologies. WEAR COURSE BASE COURSE AGGREGATE BASE PAVEMENT TYPE THICKNESS (IN) THICKNESS (IN) THICKNESS (IN) Light-Duty Asphalt (100,000 ESALs) 1-1/2 2 8 Heavy-Duty Asphalt (250,000 ESALs) 2 2 10 Concrete (250,000 ESALs) 6 6 The pavement sections noted above are based on the traffic loadings noted in this report, which account for typical parking lot traffic from light-duty automobiles, retail deliveries, and garbage surface. Sites in northern climates can see significant truck traffic from snowplowing activities depending on the types of equipment used. If pickup-mounted snowplows are used, the effect may be minor, but heavy-duty trucks or front-end loaders used for snow clearing activities would increase the traffic loads on the pavements. If heavy-duty trucks or front-end loaders are planned for snow clearing activities, it may be advisable to add an additional half-inch of wear-course asphalt to the design section. The granular base course should consist of well-graded crushed stone meeting the requirements from Section 3138 the State of Minnesota DOT Standard Specifications for Construction. The granular base course material should be placed and compacted to a minimum of 100% of maximum density as determined by the standard Proctor (ASTM D698). Also, a representative of a qualified special inspections firm working under the direction of a licensed professional engineer in the state of Minnesota should test and document the base course material for gradation prior to and during placement. Page 150 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 22 of 27 Asphaltic binder and surface courses should meet the gradation requirements from Section 3139 the State of Minnesota DOT Standard Specifications for Construction. Asphaltic courses should be placed and compacted to the minimum required density contained within Section 2360 of the State of Minnesota DOT Standard Specifications for Construction. An adequate number of in-place density tests should be performed during construction to document the placement compaction as recommended in the requirements of Section 2360. The pavements should be sloped to provide positive surface drainage. Otherwise, a storm sewer system may be appropriate to carry away storm run-off water. Water should not be allowed to pond on or adjacent to the pavement as this could saturate the subgrade and cause premature pavement deterioration. The granular base course should be protected from water inflow along drainage paths. Additionally, the granular base course should extend beyond the edges of the pavement in low areas to allow any water that enters the base course stone a path for exit. Construction of the subgrade and pavements should be in accordance with the project specifications and the recommendations of this report. A flexible pavement system is not recommended in dumpster pad areas and areas where heavy trucks will turn frequently or will be parked due to concerns about plastic deformations of the surface course. Based upon the anticipated traffic volumes, Kilo recommends a concrete pavement section consisting of 6 inches of crushed aggregate base course and 6 inches of Portland cement concrete as a rigid pavement replacement. The concrete should have a minimum compressive strength of 4,000 psi at 28 days and should be properly air entrained. The concrete must be properly reinforced and must have appropriately spaced control joints. Stormwater Management Recommendations As sites are developed, the construction of man-made impervious features such as pavements and building roofs reduce the capacity of a site to infiltrate stormwater into the subgrade and increases the peak runoff generated by a given land area in a given storm. As a result of the increase in impervious area, more of the stormwater volume becomes runoff instead of infiltrating into the ground. With this increase in impervious area, contaminants such as salts, sediment, and debris can be carried by the runoff and eventually pollute lakes, streams, and rivers. In order to reduce the risks of this problem, the Minnesota Pollution Control Agency requires on-site storage, infiltration, and treatment of stormwater as part of the Stormwater Permit prior to discharge off-site. This is typically through the use of stormwater management ponds, below-grade storage, or as part of a capture and beneficial reuse process. No planned stormwater management areas are shown on the provided plans. This report is based on the soil types generally encountered on site, and additional exploration may be necessary once stormwater feature locations are available. Page 151 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 23 of 27 DESIGN HYDROLOGIC INFILTRATION SOIL TEXTURES (USDA) USCS SOIL TYPES SOIL GROUP RATE (IN/HR) Gravel GW – Well-Graded Gravel 1.63 Sandy Gravel GP - Poorly-Graded Gravel Silty Gravel GM – Silty Gravel 1.63 Gravelly Sands SW – Well-graded Gravelly Sands A Sand SW – Uniformly Graded Sands Sand SP – Gap-graded or poorly graded Sands 0.8 Loamy Sand Sandy Loam 0.45 SM – Silty Sands, Silty Gravelly Sands B Loam MH – Micaceous Silts 0.3 Silt Loam Sandy Clay Loam ML – Silts, Very Fine Sands, Silty or Clayey C 0.2 Fine Sands Clay Loam GC – Clayey Gravel, Clayey Sandy Gravel Silty Clay Loam SC – Clayey Sands, Clayey Gravelly Sands Sandy Clay CL – Low-Plasticity Clays, Sandy or Silty Clays D 0.06 Silty Clay OL – Organic Silts and Clays of Low Plasticity Clay CH – High-Plasticity Clays OH – Organic Silts and Clays of High Plasticity *These values can be replaced by site-specific test values if infiltration testing is completed on site The soil types encountered in this exploration are highlighted in the table above for reference. For this site, detention is generally a preferred option for newly constructed stormwater management features given the predominantly low-permeability sandy and silty lean clay soils on site. It may be feasible to utilize below-grade stormwater storage and infiltration below the pavement areas on site if additional storage volumes are required. Once stormwater feature locations are identified, it may be advisable to explore the area with additional shallow borings or test pits to verify that the soils encountered in this area are consistent with the design detention capacity. Groundwater was observed in all of the borings at a depths of 8± to 10± feet, and no changes in soil colorization representative of seasonal high groundwater levels were observed above this depth. Given these observations, the groundwater observed at 8± to 10± feet would be considered a “confining layer”. The bottom of feature will have to be within 5± feet of the existing site grades to maintain code-required separation above confining layers. In order to create an at-grade detention feature, the bottom of feature needs to have a low- permeability base, such as a 24-inch-thick compacted clay liner with a permeability of 10-6 cm/s or lower or a geosynthetic clay liner to minimize infiltration at the base of the feature. Low-plasticity clays with a minimum of 75% of the material being classified as clay from hydrometer test, a maximum liquid limit of 45, and a minimum plasticity index of 12 can be used to create this liner if compacted in three 8-inch-thick lifts to 95% relative compaction at 0% to 4% above optimum moisture content. These materials were encountered on site but will require testing prior to the planned use since feature Page 152 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 24 of 27 locations are not known at the time of this report. Import materials or reused on-site soils should be tested for gradation, plasticity characteristics, and optimum moisture content prior to use as clay pond liners. Regarding allowable slopes, slopes with a ratio of three horizontal to one vertical (3H:1V) are generally stable but may be difficult to construct and maintain. For this reason, maximum slopes of 4H:1V are recommended to allow for mowing and other maintenance equipment to operate on the side slopes. This reduced slope also reduces the runoff velocity and scour potential near the stormwater feature. The detention system is generally designed to reduce peak flows into municipal sewer systems from highly impervious developed sites. The system should be designed to account for the estimated runoff from a design storm by others. It should be noted that the authorized scope of work did not include infiltration testing to determine infiltration rates above those specified in the Minnesota Stormwater Design Manual. The scope of services did not include HydroCAD modeling of the site to determine runoff volumes. This should be completed by others after the proposed site plan has been completed for impervious area calculations. Erosion Control Recommendations Two main methods are utilized to control erosion both during construction and during the operations phases of a project – velocity dissipation and surficial armoring. These methods can be utilized separately or in tandem and may require stabilization measures along multiple points along existing slopes, including outside the bounds of this project. Without erosion control measures, surficial runoff can range from sheet flow to rills, gullies, and gulches, creating channelized flow for larger erosion events over time. Velocity dissipation of stormwater runoff becomes important as flow rates increase from development. Prior to development, many surfaces absorb portions of precipitation through infiltration and have shallower slopes, reducing runoff velocity. As sites are developed, new impervious surfaces are introduced that do not infiltrate precipitation and also reduce the time to peak runoff flows. As a result, higher total runoff volumes and faster flow rates generate higher erosion potential of the subgrade downstream of developed areas. To mitigate this risk, velocity control measures such as silt fences, settling ponds, berms, rip-rap outlets, and other controls can be utilized to slow the flow of runoff leaving developed areas and reduce the erosion caused by such runoff. The intent of velocity dissipation is to reduce peak flow velocities and reduce the erosion potential of a given runoff volume. In addition to velocity dissipation, surficial armoring can be used in high-flow or high-velocity areas to reduce the erosion of a soil subgrade. Surficial armoring is utilizing surface features to “cover” the soils from being eroded, and can consist of new or increased vegetation density, erosion control blankets, turf mats, and other surface cover features. Another alternative is using V-shaped concrete or rip-rap channels at planned stormwater outlets or along existing slopes to create channelized flow and minimize the surficial sheet flows. In order to utilize these armored channels, civil planning, including stormwater flow rates, collection systems, and dissipation systems have to be evaluated to locate and size the channel structures. Providing site-specific, design-level erosion control details was beyond the authorized scope of Kilo’s services. The recommendations noted above are not intended to be an exhaustive list, and the specific Page 153 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 25 of 27 site conditions and erosion potential should be evaluated by the site civil engineer for the project. RISK MANAGEMENT CONSIDERATIONS Special Inspections During Construction A qualified special inspections firm under the supervision of a professional engineer licensed in the state of Minnesota should be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. Kilo does not provide these services but can advise the client regarding firms who can perform these services. Kilo will not accept responsibility for conditions that deviated from those described in this report, nor for the performance of the foundation or pavement if a qualified special inspections firm is not engaged to also provide construction observation and testing for this project in accordance with the recommended testing frequencies in this report. Moisture Sensitive Soils/Weather Related Concerns Protection of the subgrade from changes in moisture content will be necessary for the subgrade to perform as designed. Increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. To minimize this risk, the exposed surface should be compacted prior to anticipated precipitation events and should be sloped to drain away from building and pavement areas until final surface wear courses (pavements and floor slab) are in place. Failure to maintain surface drainage may slow the progress of earthwork activities. Water should not be allowed to pond in excavations or upon prepared soil surfaces. Wet soils should be scarified, allowed to dry, and recompacted, or should be replaced by properly placed engineered fill. It will be advantageous to perform earthwork during dry weather to minimize moisture-related impacts on soil subgrades and associated strength loss. Excavation Safety This report was written to address the technical hazards anticipated for the site and the proposed project conditions. During the execution of the work, excavation work involving utility trenches, foundation excavations, and other below-grade penetrations. It is mandated that excavations be constructed in accordance with current Occupational Safety and Health Administration (OSHA) guidelines to protect workers and others during construction. Kilo recommends that these regulations be strictly enforced; otherwise, workers could be in danger and the owner(s) and the contractor(s) could be liable for substantial penalties. Kilo is providing this information solely as a service to our client. Kilo does not assume responsibility for construction site safety or the contractor's or other parties’ compliance with local, state, and federal safety or other regulations. Given that Kilo is not involved with the means and methods of construction, the contractor is solely responsible for designing and constructing stable, temporary excavations for the protection of workers and the general public. These responsibilities may include shoring, sloping, or benching the sides of the excavations as required to maintain stability of both the excavation sides and bottom. All soils should be considered “Type C” soils requiring the maximum protection requirements unless dictated otherwise by the contractor’s “Competent Person” as defined in OSHA regulations for excavation Page 154 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 26 of 27 safety. The contractor's “Competent Person" should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. Utilities Trenching Backfill for utility trenches is as important as the original subgrade preparation or engineered fill placed to support either a foundation or slab. Utility trench excavations have the potential to degrade the properties of the adjacent fill materials. Utility trench walls that are allowed to move laterally can lead to reduced bearing capacity and increased settlement of adjacent structural elements and overlying slabs and pavements. Therefore, it is imperative that the backfill for utility trenches be placed to meet the project specifications for the engineered fill of this project. Due to the narrow nature of utility trenches, larger compaction equipment cannot typically be used. Unless otherwise specified, the backfill for the utility trenches should be placed in 4 to 6 inch loose lifts and compacted to a minimum of 95 percent of the maximum dry density and within 2 percent of the optimum moisture content achieved by the standard Proctor test (ASTM D698). It may be advisable to utilize granular fill in utility trenches to allow for compaction with the lighter equipment typically utilized. Up to 4 inches of bedding material placed directly under the pipes or conduits placed in the utility trench can be compacted to 90 percent relative compaction with respect to the standard Proctor. Compaction testing should be completed at the minimum rates noted in the “Subgrade Preparation” section of this report, including testing each lift placed. REPORT LIMITATIONS The concept of risk is an important aspect of the geotechnical evaluation. Soils are non-homogenous and material properties may change across the project site and between locations sampled in the field exploration. Geotechnical engineers use a variety of analyses that include theoretical, mathematical, and empirical models to estimate the performance of a given set of soils under a given set of loads. Given the nature of the materials, these analyses do not always comprise an exact science. The analyses must be combined with engineering judgment and experience when developing recommendations. Due to potential variations in material properties on site at and away from Kilo’s field exploration, this geotechnical evaluation should not be considered risk-free. The interaction between the soils and the proposed structure may not perform as planned. The engineering recommendations presented in this report constitute Kilo’s professional estimate of those measures that are necessary for the proposed structure to perform according to the proposed design based on the information generated and referenced during this evaluation, and Kilo’s experience in working with similar conditions. The recommendations submitted are based on the project information provided by the client, the subsurface information acquired during the field exploration, and Kilo’s engineering experience with similar projects. If project details were to change, including the type of construction, building loads, or location of features, Kilo should be contacted to verify the validity of their recommendations. If changes do not occur without Kilo having the opportunity to review the changes and revise their recommendations accordingly, Kilo accepts no responsibility for the impact of the changes on the project. Page 155 of 169 Commercial Addition - Rogers, Minnesota Kilo Project 26-2130 – April 24, 2026 Page 27 of 27 The geotechnical engineer has endeavored to adhere to generally accepted professional geotechnical engineering practices in the local area with the findings, recommendations, specifications, or professional advice contained in this report. No other warranties are implied or expressed. This report is based on the recommendations contained herein being incorporated into the project plans and specifications, adequate construction quality control measures are utilized, and that third-party special inspections or construction material testing is completed as noted in this report and as required by section 1705 of the International Building Code (IBC). This report may be used only by the client, their design team, and only for the purposes stated, within three years from its issuance. Land use, site conditions (both on site and off site) or other factors may change over time, and additional work may be required with the passage of time. Any party other than the client who wishes to use this report shall notify Kilo of such intended use. Based on the intended use of the report, Kilo may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kilo from any liability resulting from the use of this report by any unauthorized party. LIST OF APPENDICES Site Vicinity Plan Boring Location Plan Boring Logs Geotechnical General Notes Page 156 of 169 Site N Project Name: Twin Cities Hose Addition Project Address: 20615 Commerce Boulevard Proposed Site City, State: Rogers, Minnesota Project Number: 26-2130 Vicinity Plan Page 157 of 169 B-4 B-1 B-3 B-2 N Project Name: Twin Cities Hose Addition Project Address: 20615 Commerce Boulevard Proposed Boring City, State: Rogers, Minnesota Project Number: 26-2130 Location Plan Page 158 of 169 95 80 # 95 80 # 96 81 # 95 80 # Fence Diagram Elevation B-1 B-2 B-3 B-4 Boring 1 100 thru 4 99 98 Twin Cities Hose Add. 97 20615 Commerce Blvd 96 FFE OL Rogers, Minnesota 95 OL OL OL OL 26-2130 94 OL OL FILL bl OL 93 Fr. Depth FILL bl CL-MLlb FILL bl FILL bl Elevation Reference 92 FILL bl CL-MLlb CL-MLb FILL bl Temporary Benchmark 91 CL-MLg CL-MLlb CL-MLb FILL bl 90 CL-MLg CL-MLlb CL-MLb FILL bl 89 CL-MLg CL-MLlb CL b FILL bl Finished Floor Elevation 88 V V CL b V VCL-MLlb V V CL b CL-MLg 96 feet 87 CL b CL-MLlb CL b CL-MLg 86 CL b CL-MLlb CL b V VCL-MLg 85 CL b CL b CL b CL dg Frost Depth Elevation 84 CL b CL b CL b CL dg 93 feet 83 CL b CL b CL b CL dg 82 CL b CL b CL dg CL dg 81 CL dg CL dg CL dg CL dg 80 CL dg CL dg CL dg 79 78 77 76 75 74 Kilo Engineering 73 Marine on Saint Croix 72 Minnesota Page 159 of 169 Kilo Engineering Boring B-1 Marine on Saint Croix, MN Drilling Crew: Kilo Boring Depth: 15 ft 15 Page 1 of 1 Drilling Rig: Simco Elevation: 95 ft TBM Project Name: Twin Cities Hose Add. Drilling Date: 4/9/2026 GW During Drilling: 8 ft Project Address: 20615 Commerce Blvd Drilling Method: H.S.A. GW At Completion: Not Observed City, State: Rogers, Minnesota Sampling Type: Split Spoon GW At Delay: -- Project Number: 26-2130 Drilling Foreman: K. Elleson Latitude: 45.19143°N Boring Location: Proposed Building Logged By: H. Giebel Longitude: 93.54123°W North Side Soil or Rock Description: N-value MC PL LL PI P200 Depth Sample SoilProfile (in) Recovery Symbol 0 Surficial Organic Soil (16" thick) 0.5 GB OL 18 1 1.5 2 FILL, Sandy LEAN CLAY, trace Organics, Black, Moist, Stiff 1-3-7 2.5 SS 14 FILL 24 3 N=10 3.5 4 4.5 CL- Silty LEAN CLAY with Sand, Gray, Moist, Medium Stiff 1-2-3 5 SS 10 30 5.5 ML N=5 6 6.5 7 Sandy LEAN CLAY, Brown, Moist, Stiff 1-3-6 7.5 SS V 18 CL 22 8 N=9 8.5 9 9.5 Sandy LEAN CLAY, Brown, Wet, Stiff 1-3-10 10 SS 18 CL 21 10.5 N=13 11 12 12 13 13 14 14 15 Sandy LEAN CLAY, Dark Gray, Wet, Stiff 2-2-6 15 SS 18 CL 19 16 N=8 16 17 17 18 18 19 19 19.5 20 21 End of Boring at 15 feet - Boring backfilled with auger cuttings Page 160 of 169 Kilo Engineering Boring B-2 Marine on Saint Croix, MN Drilling Crew: Kilo Boring Depth: 15 ft 15 Page 1 of 1 Drilling Rig: Simco Elevation: 95 ft TBM Project Name: Twin Cities Hose Add. Drilling Date: 4/9/2026 GW During Drilling: 8 ft Project Address: 20615 Commerce Blvd Drilling Method: H.S.A. GW At Completion: Not Observed City, State: Rogers, Minnesota Sampling Type: Split Spoon GW At Delay: -- Project Number: 26-2130 Drilling Foreman: K. Elleson Latitude: 45.19116°N Boring Location: Proposed Building Logged By: H. Giebel Longitude: 93.54122°W South Side Soil or Rock Description: N-value MC PL LL PI P200 Depth Sample SoilProfile (in) Recovery Symbol 0 Surficial Organic Soil (16" thick) 0.5 GB OL 22 1 1.5 2 CL- Silty LEAN CLAY with Sand, Light Brown, Moist, Very Stiff 2-8-11 2.5 SS 10 21 3 ML N=19 3.5 4 4.5 CL- Silty LEAN CLAY with Sand, Light Brown, Moist, Medium woh-3-4 5 SS 8 23 5.5 ML Stiff N=7 6 6.5 7 CL- Silty LEAN CLAY, Light Brown, Moist, Stiff 2-3-6 7.5 SS V 10 22 8 ML N=9 8.5 9 9.5 Sandy LEAN CLAY, Brown, Wet, Stiff woh-2-7 10 SS 18 CL 23 10.5 N=9 11 12 12 13 13 14 14 15 Sandy LEAN CLAY, Dark Gray, Wet, Medium Stiff 1-1-5 15 SS 12 CL 21 16 N=6 16 17 17 18 18 19 19 19.5 20 21 End of Boring at 15 feet - Boring backfilled with auger cuttings Page 161 of 169 Kilo Engineering Boring B-3 Marine on Saint Croix, MN Drilling Crew: Kilo Boring Depth: 15 ft 15 Page 1 of 1 Drilling Rig: Simco Elevation: 96 ft TBM Project Name: Twin Cities Hose Add. Drilling Date: 4/9/2026 GW During Drilling: 9 ft Project Address: 20615 Commerce Blvd Drilling Method: H.S.A. GW At Completion: Not Observed City, State: Rogers, Minnesota Sampling Type: Split Spoon GW At Delay: -- Project Number: 26-2130 Drilling Foreman: K. Elleson Latitude: 45.19128°N Boring Location: Proposed Building Logged By: H. Giebel Longitude: 93.54134°W Center Soil or Rock Description: N-value MC PL LL PI P200 Depth Sample SoilProfile (in) Recovery Symbol 0 Surficial Organic Soil (16" thick) 0.5 GB OL 20 1 1.5 2 FILL, Sandy LEAN CLAY with Sand, trace Organics, Black, 2-6-11 2.5 SS 12 FILL 25 3 Moist, Very Stiff N=17 3.5 4 4.5 CL- Silty LEAN CLAY with Sand, Brown, Moist, Medium Stiff 1-2-5 5 SS 14 25 5.5 ML N=7 6 6.5 7 Sandy LEAN CLAY, Brown, Moist, Stiff 2-3-8 7.5 SS 12 CL 31 8 N=11 8.5 V 9 9.5 Sandy LEAN CLAY, Brown, Wet, Medium Stiff 1-1-6 10 SS 18 CL 24 10.5 N=7 11 12 12 13 13 14 14 15 Sandy LEAN CLAY, Dark Gray, Moist, Stiff 2-5-8 15 SS 18 CL 18 16 N=13 16 17 17 18 18 19 19 19.5 20 21 End of Boring at 15 feet - Boring backfilled with auger cuttings Page 162 of 169 Kilo Engineering Boring B-4 Marine on Saint Croix, MN Drilling Crew: Kilo Boring Depth: 15 ft 15 Page 1 of 1 Drilling Rig: Simco Elevation: 95 ft TBM Project Name: Twin Cities Hose Add. Drilling Date: 4/9/2026 GW During Drilling: 10 ft Project Address: 20615 Commerce Blvd Drilling Method: H.S.A. GW At Completion: Not Observed City, State: Rogers, Minnesota Sampling Type: Split Spoon GW At Delay: -- Project Number: 26-2130 Drilling Foreman: K. Elleson Latitude: 45.19151°N Boring Location: Proposed Pavement Logged By: H. Giebel Longitude: 93.5413°W North End Soil or Rock Description: N-value MC PL LL PI P200 Depth Sample SoilProfile (in) Recovery Symbol 0 Surficial Organic Soil (18" thick) 0.5 GB OL 18 1 1.5 2 FILL, Sandy LEAN CLAY, trace Organics, Black, Moist, Very 2-8-10 2.5 SS 14 FILL 34 3 Stiff N=18 3.5 4 4.5 FILL, Sandy LEAN CLAY, trace Organics, Black, Moist, 1-2-5 5 SS 5 FILL 33 5.5 Medium Stiff N=7 6 6.5 7 CL- Silty LEAN CLAY, Gray, Moist, Stiff 1-3-6 7.5 SS 8 30 8 ML N=9 8.5 9 9.5 V Sandy LEAN CLAY, Dark Gray, Moist, Stiff 1-2-6 10 SS 10 CL 22 10.5 N=8 11 12 12 13 13 14 14 15 Sandy LEAN CLAY, Dark Gray, Moist, Stiff 1-2-7 15 SS 18 CL 19 16 N=9 16 17 17 18 18 19 19 19.5 20 21 End of Boring at 15 feet - Boring backfilled with auger cuttings Page 163 of 169 Page 164 of 169 Page 165 of 169 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 Plymouth, MN 55441 | ae-mn.com P 763.412.4000 | F 763.412.4090 Ande rs on Engine ering of Minne sota, LLC TWIN CITY HOSE BUILDING ADDITION 20615 COMMERCE BLVD ROGERS MN, 55374 EDWARD FARR ARCHITECTS, INC. NEW BUILDING NEW BUILDINGREVISION LOG NO. DATE DESCRIPTION OF REVISIONS EXISTING BUILDING EXISTING BUILDING FFE = 966.90± FFE = 966.90± SITE PLAN REVIEW APRIL 28, 2026 DESIGNED: DRAWN: CHECKED BY: BF ER BF DRAWING TITLE TURNING EXHIBIT DOCK 1 DRAWING NO. EX 1 1 DOCK 1 ENTERING 1 DOCK 1 EXITING EX 1 SCALE: 1" = 20' EX 1 SCALE: 1" = 20' PLOTTED: COMM. NO. ---- 18438 Page 166 of 169 1 3 6 0 5 1 s t A v e n u e N . # 1 0 0 Plymouth, MN 55441 | ae-mn.com P 763.412.4000 | F 763.412.4090 Ande rs on Engine ering of Minne sota, LLC TWIN CITY HOSE BUILDING ADDITION 20615 COMMERCE BLVD ROGERS MN, 55374 EDWARD FARR ARCHITECTS, INC. NEW BUILDING NEW BUILDING REVISION LOG NO. DATE DESCRIPTION OF REVISIONS EXISTING BUILDING EXISTING BUILDING FFE = 966.90± FFE = 966.90± SITE PLAN REVIEW APRIL 28, 2026 DESIGNED: DRAWN: CHECKED BY: BF ER BF DRAWING TITLE TURNING EXHIBIT DOCK 2 DRAWING NO. EX 2 1 DOCK 2 ENTERING 2 DOCK 2 EXITING EX 2 SCALE: 1" = 20' EX 2 SCALE: 1" = 20' PLOTTED: COMM. NO. ---- 18438 Page 167 of 169 STAFF REPORT Meeting Date: June 1, 2026 ROGERS PLANNING Agenda Item: 7.1 COMMISSION Subject: Past Planning Commission Items Report Prepared By: Brett Angell, Community Development Director Overview / Background / Analysis The Planning Commission last met on Monday, May 4th with a few items that were discussed at the meeting. The items below highlight the discussion and current status of each item. 2050 Comprehensive Plan Kick-Off The Planning Commission and City Council heard a presentation from the city's consultant, TC2, related to the upcoming 2050 Comprehensive Plan process. The discussion corresponded to sharing the anticipated process, community engagement expectations, and common themes and goals for the update. This discussion was a kick-off to a process that will take over a year to complete. A project website and community engagement is anticipated to begin in June. Community engagement will be active throughout the summer with both in-person and virtual opportunities for individuals to provide feedback. 136th Ave Retail Center (lot adjacent to Maynards) The Planning Commission reviewed a site plan and variance request related to a 9,100 square foot multi-tenant commercial building at 21355 136th Avenue. The primary discussion related to pedestrian connectivity to the site and the broader area. This item was reviewed at the May 12th City Council meeting which also had an extensive conversation on pedestrian access. The City Council ultimately unanimously approved the site plan and variance request and provided a request that the city further evaluate the area's pedestrian access early in the comprehensive plan update process and for the future roadway projects happening in the area. Other Items of Note Fletcher Bypass Work is well underway for the new Fletcher Bypass (County Rd 116). It is still anticipated the construction will be completed by the end of 2026. City Facilities The second sheet of ice, located in between the existing ice arena and turf facility, is anticipated to start construction in mid-June. The second sheet of ice will connect the two existing facilities. Bid package #1 for the civic campus, which includes demolition of the former Boyer Trucks, grading, utilities, and a few other items, has been awarded Page 168 of 169and work is anticipated to begin shortly on site. Bid package #2, the primary bid package, is currently anticipated to be released in June. Staff Recommendation No action required. This item is for informational purposes. Financial Impact: Not applicable. Source Fund: Not applicable. Budgeted? N/A Supporting Documentation None Page 169 of 169