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Home My WebLink About2024-05-20 PACKET 06.1. (Community Solar Garden)STAFF REPORT CASE: I U P2024-007 ITEM: 6.1 PUBLIC MEETING DATE: 5/20/24 TENTATIVE COUNCIL REVIEW DATE: 6/5/24 APPLICATION APPLICANT: Enterprise Energy, LLC for EESolar28 LLC, on behalf of property owners Ryan and Karen Finnegan REQUEST: An interim use permit to allow a 5 MW Community Solar Garden on approxi- mately 34.7 acres of land. SITE DATA LOCATION: ZONING: GUIDED LAND USE: West of Lehigh Road & South of 100th Street (PIN 25.027.21.22.0001) AG-1, Agricultural Preserve Agricultural Preserve LAND USE OF ADJACENT PROPERTIES NORTH: EAST: SOUTH: WEST: SIZE: N/A DENSITY: N/A RECOMMENDATION CURRENT GUIDED Agricultural Agricultural Preserve Agricultural Rural Residential Agricultural Agricultural Preserve Agricultural Agricultural Preserve Approval, subject to the conditions stipulated in this staff report. 10Cottage COTTAGE GROVE PLANNING DIVISION `�?�'�` j Grove kh�+e Price .n,P,p5perity Meet Planning Staff Contact: Application Accepted: 4/23/2024 60-Day Review Deadline: 6/22/2024 City of Cottage Grove Planning Division e 12800 Ravine Parkway South e Cottage Grove, MN 55016 Planning Staff Report Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Proposal Enterprise Energy, LLC (Applicant) has submitted an application for an Interim Use Permit for the proposed construction of a community solar garden. The subject site consists of two parcels totaling approximately 155 acres of land with the application proposing solar panels on approxi- mately 34.7 acres of the site. The site is located adjacent to 100th Street, Lehigh Avenue, and approximately three-quarter miles east of Kimbro Avenue. The property is currently owned by Ryan and Karen Finnegan with the Applicant proposing to lease the land for the proposed project. The location map below shows the location of the subject site proposed for the community solar garden. Site Location Review Schedule Application Received: April 23, 2024 Application Accepted: April 23, 2024 Planning Commission Meeting: May 20, 2024 Tentative City Council Meeting: June 5, 2024 60-Day Review Deadline: June 22, 2024 Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 2 of 12 Background Site Conditions The subject site consists of two parcels totaling approximately 155 acres in size, with the western parcel consisting of 80.1 acres and the eastern parcel consisting of 75.5 acres. The site is cur- rently tilled field utilized for agricultural purposes and has been utilized as such. The majority of the eastern parcel will be unaffected and able to continue being utilized as tilled field. A condition of approval will require the two lots be combined. e ria 2023 Aerial Ordinance Regulations The City's Solar Energy Systems ordinance was originally adopted by the City Council on October 7, 2015 (Ord. 948). This ordinance defines a "community solar garden" as a solar -electric (photo- voltaic) array that provides retail electric power to multiple community members or businesses residing or located off -site from the location of the solar energy system, under the provisions of Minnesota Statutes 21613.1641 or successor statute. Following the enactment and enforcement of the ordinance in 2015, the City Council adopted Ordinance No. 985 on July 19, 2017. This ordinance changed the minimum setback requirements for a community solar garden from complying with the principal structure setbacks to 300 feet from all boundary lines. In addition, the revised ordinance adopted in 2017 also required an interim use permit for all community solar gardens. Exhibit A of Ordinance No. 985 depicts areas in the community as eligible sites for community solar gardens. Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 3 of 12 Ordinance No. 985 Exhibit A The City's solar energy systems ordinance for community solar garden systems requires the following: - An interim use permit is granted by the City. - The site is located within the designated areas shown system ordinance. - The system is located on a minimum of five acres of land - Applicant provides a decommissioning plan. - The standards and regulations contained in the solar complied with. in Exhibit A of the solar energy energy systems ordinance are Neighborhood Meeting The Applicant held a neighborhood meeting on May 14, 2024. Notice of the neighborhood meeting was sent to the surrounding property owners within 500 feet of the project area. The intent of the meeting was to give the neighboring property owners the opportunity to ask questions and present concerns they might have to the Applicant in the early planning stages of the proposed project. Four property owners attended the meeting. Below are the main concerns from residents along with responses to each item: • Will construction traffic on Leigh Road negatively impact the roadway and what is the plan for repairs? o A condition of approval will require the Applicant to enter into a Memorandum of Understanding (MOU) with the City that outlines the designated construction traffic route and the requirements of any potential repairs to adjacent roadways caused by construction traffic. As part of the MOU, the Applicant will be required to document the condition of the roadway of the designated construction traffic route prior to con- struction traffic activity as well as provide the City with all necessary and required letters of credit for the repair of the designated construction traffic route. Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 4 of 12 • Based on the proposed site plan, it appears to be difficult to mow and maintain around the utility poles proposed along the southern property line. Is it possible to move the poles or to bury the electric line along the south property line that is proposed on poles? o The Applicant indicated they cannot control whether Xcel Energy buries their electric line currently proposed on poles, but the Applicant can and will request the lines be buried. In response to resident concerns about maintenance around the proposed poles, the Applicant has moved the proposed poles from the south side of the ac- cess road to the north side. This allows additional room for maintenance and a fur- ther setback from the property line to the south. A condition of approval requires the lines be buried unless written evidence and a finding of support is received from Xcel Energy detailing the lines must be above ground. • Will water runoff be increased to the property to the south? o The Applicant has submitted a detailed stormwater management report prepared by a professional consultant that will meet the standards and requirements of the City's stormwater standards. Furthermore, based on City standards and requirements, the Applicant shall not increase water runoff onto adjacent properties. • How will the growth of weed vegetation be managed and removed? o The Applicant has submitted a detailed Vegetative Management Plan (VMP) con- taining the proposed seed mix within the solar array area. In addition, the VMP con- tains a maintenance plan detailing a required amount of site visits by the vegetative restoration professionals. Furthermore, based on resident feedback, the Applicant has agreed to conduct monthly site visits to ensure weeds are being removed and the site is being maintained according to the VMP. • A chain link security fence is proposed, can the color of the fence be changed? o Based on resident feedback and desire to have a black in color chain link fence to blend into the existing environment, the Applicant has agreed to install a chain link fence that is black coated. A condition of approval will require the chain link fence meet the requirements of City Code Title 11-3-6 and be black coated. In addition, the Applicant has revised the site plan to include a proposed row of Black Hills Spruce Trees along the south boundary of the solar array area to further screen the site. Furthermore, the Applicant has indicated the property owner intends to con- tinue agricultural farming in the non -array areas of the site. Planning Considerations Zoning and Comprehensive Plan The subject site is zoned AG-1, Agricultural, and is guided as Agricultural in the 2040 Compre- hensive Plan. The proposed use is consistent with the City's zoning ordinance and the 2040 Comprehensive Plan. Community solar gardens are permitted within the within the AG-1 Zoning District with an Interim Use Permit. Interim Use Permit City Code Title 11-4-13 requires an Interim Use Permit (IUP) for a community solar garden. Per City Code Title 11-2-9, the purpose and intent of an interim use permit is, "To allow a use that is presently judged acceptable by the City Council, but that with anticipated development or rede- velopment, will not be acceptable in the future or will be replaced in the future by a permitted or Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 5 of 12 conditional use allowed within the respective district." The Applicant requested the IUP length be a total of 35 years from the commercial operation date. However, staff has noted a potential for development to reach the subject site within the proposed 35-year time frame. Therefore, staff is proposing this IUP last for 25 years from the commercial operation date with a potential extension of up to 10 years. Review of the IUP will occur at the end of the 24th year of operation by the City Council, in which a determination will be made as to whether the community solar garden will inhibit any proposed development. If an extension is granted, a condition of approval will require the community solar garden cease use and be removed within one year if a development appli- cation of an adjacent parcel is received. Agriculture Preserve Program The Agriculture Preserve Program was established by Minnesota State Statute in 1980 with the intent to encourage and preserve areas planned and zoned for long-term agricultural use within the seven -county metropolitan area (except for Ramsey County as it is fully developed). The pro- gram established a local planning process to designate agricultural areas as a long-term land use and to provide benefits to maintain viable, productive farm operations. The subject site was enrolled in the Agricultural Preserve Program in 1982. In January 2014, the property owner completed and recorded the Notice Initiating Expiration of a Metropolitan Agricul- tural Preserve which stated an expiration date of November 18, 2021. The subject site is no longer enrolled in the program and thus there are no conflictions with the proposed project. Site Plan The Applicant is proposing a five -megawatt community solar garden on approximately 34.7 acres of the 155-acre site. The 34.7-acre array area is located on the western side of the site meeting the required 300-foot setback to all property lines after the two parcels are combined. KIMBRO AVE S -4310' AWAY AffNEAL A �;,�-_ .-T - 7 ----I CCR 33% + ARRAY AREA �G _ PROTECTED WITHIN BLACK CHAIN LINK II SECURITY FENCE -5240' IN PERIMETER, WITH -34.7 ACRES ENCLOSED WITHIN v EXISTING 1MVA SWGR-PV-C CONTAINING MV XFMR 111VA SWGR-PV-B CONTAINING MV XFMR CONTAINING MV FMR II - - - f Y Proposed Site Plan Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 6 of 12 The Applicant is proposing the rows of solar panels to run from north to south with panels able to pivot on a single axis following the sun from east to west. The pivoting motion of the panels does not create any noise, and the panels are relatively low to the ground as the maximum height of the panel at full tilt is seven to ten feet. MINIMUM DWANCES AND MODULE DATA 86.10" 12187mm] 1 _ 1725" / PI 1 mmj Y '--END" 3S AT ZERO DEGREES ASSEMBLY. ER 1W TRACKM e RANGE OF 7'-D'MAX m. MOTION mp . 1 2133 —1-1 301E mm] 4 MIN 11219 mm] K]T,CEWERSMUCTURE BOTTOM OF DRIVEEINE IT 1305 rt ] MIN GRADE 51 0w � F Solar Panel Elevation Profile Generally, each one -megawatt community solar garden consists of one concrete equipment pad about 200 square feet in size. The proposed project is a five -megawatt project; however, the project is engineered so that there are five one -megawatt solar arrays tied together to create the total five -megawatt solar garden. Therefore, the Applicant is proposing a total of five concrete equipment pads, one for each megawatt of the proposed solar garden. Each equipment pad is located within the approximate 34.7-acre array area that is enclosed with fencing. Proposed Equipment Pad Locations Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2O24-007 May 20, 2024 Page 7 of 12 The property will be fenced for security and safety reasons. The proposed fence is a black -coated 6-foot chain link fence without barbed wire that meets the requirements of City Code Title 11-3-6. Placement of the fence will be around the perimeter of the approximate 34.7-acre solar garden area and not around the entire 155 acres subject site. An illustration of the proposed chain link fence is below. iiiuSIrallOn or rroposea t nain unK r-ence Transportation/Site Access The subject site is located off 100th Street South and Lehigh Road South. Access to the project is proposed to be located off Lehigh Road South in the southeastern corner of the site and extend along the southern boundary. The Applicant is proposing a fifteen -foot -wide Class V gravel access road with a 20-foot entrance. KIMBRO AVE 5 ^ 4 i1 G AWAY I COTH '; T ARRAY AREA PROTECTED WITHIN S �I BLACK CHAIN LINK Z SECURITY FENCE y �5240' IN PERIMETER, WITH ^-34.7 ACRES ENCLOSED WITHIN 9� EXJSTIN 1MVA SWGR-PV-C CONTAINING MV XFMR 1MVA SWGR-PV-B CONTAINING MV XFMR Y CONTAINING ING V PV_XFMR l Site Access r Site Access The large majority of traffic impact will occur during site construction as materials are brought to the site. Anticipated traffic during site construction will include semi truckloads with equipment Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 8 of 12 drop off (solar panels, steel racking, etc.) as well as pickup trucks and passenger vehicles. All construction parking will be located entirely within the subject site. Following the completion of site construction, access to the site will be minimal. An engineer will access the site via pickup truck twice per year to examine the equipment and ensure it is func- tioning correctly. In addition, maintenance crews will access the site twice per year to manage the vegetative cover and to do routine site maintenance such as weed removal. Screening The Applicant is proposing a single row of black hills spruce trees along the southern border of the solar array area in order to screen it from residents to the south. KIMBRO AVE S —4310' AWAY 100TH ST F r GCR 339 ARRAY AREA F- PROTECTED WITHIN s, BLACK CHAIN LINK t SECURITY FENCE �— —5240' IN PERIMETER, ti WITH —34.7 ACRES ENCLOSED WITHIN 9� EXISTF 1MVA SWGR-PV-C 91 CONTAINING MV XFMR 1MVA SWGR--PV—B (I�(��(�(I��ti��`��III��I�� CONTAINING MV XFMR IIIIIIIII 11MVA SWGR_PV_A CONTAINING MV XFMR Proposed Screening lack Hills Spruce Trees — — Proposed Screening Vegetative Management Plan The Applicant has submitted a detailed vegetative management plan (VMP). The plan includes a vegetative restoration plan in which the entire approximate 34.7-acre array area will be seeded with a native pollinator friendly mix. The VMP details the maintenance of the establishment phase of years 1 to 3 and the maintenance phase of years 4-plus. Both phases will require site visits each year by maintenance crews to ensure the VMP is followed and maintained properly. Further vegetation management requirements will be included in the stormwater maintenance agreement. Glare Study The Applicant completed and submitted a detailed glare study in order to determine any potential glare risk for neighbors and aircraft. The glare study revealed the proposed project has no glare risk and meets all FAA requirements. Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 9 of 12 Decommissioning Plan City Code Title 11-4-13 states a decommissioning plan shall be submitted with all applications for community solar gardens. The Applicant has submitted a detailed decommissioning plan meeting the requirements in City Code. The plan describes the decommissioning of the project's operation and facilities necessary to be completed in order to restore the land to pre -construction conditions. The process of decommissioning generally takes approximately six months or less. All photovol- taic modules will be disconnected, removed from the racks, packaged, and transported to a des- ignated location for resale, recycling, or disposal. The panel racking system will be unbolted, disassembled, and transported off -site for salvage or reuse. All electrical equipment, buildings, and foundations will also be removed from the site. All access roads and parking areas will be removed to allow the complete restoration of these areas. Clean topsoil would be imported onsite, replaced over disturbed areas, and leveled to match the existing grades. The area will be seeded with native grass species for the purpose of erosion control. City Code Title 11-4-13 allows the City, at its discretion, to require the owner and/or operator of the solar energy system to provide a financial security in an amount equal to 125 percent of the cost estimate for decommissioning the system. A condition of approval will require the Applicant provide the City with the financial security upon the City's acceptance of the decommissioning cost estimate and prior to the issuance of a building permit. Grading and Stormwater Management Plan The Applicant is proposing minor grading in multiple areas of the site prior to installing the solar panels. The removal of topsoil will be required to prepare for installing the gravel access roads. As a condition of final approval, the applicant will be required to meet stormwater requirements established by the state, watershed district, as well as the city's ordinances and Surface Water Management Plan. In the preliminary civil site plans, stormwater is routed to an infiltration basin and swale. The Applicant will be required to update plans based on comments in the engineering review memo dated May 14, 2024. A stormwater maintenance agreement will be required for the on -going maintenance of the infiltration basin and swale as well as the maintenance of the native vegetation. Well -maintained vegetation is conducive to stormwater infiltration and is therefore key to reducing runoff rates and volumes and improving stormwater quality. Public Hearing Notices The public hearing notice for the May 20, 2024, Planning Commission meeting was published in the Saint Paul Pioneer Press and mailed on May 8, 2024, to 25 property owners that are within 500 feet of the proposed project. Staff has not received any comments at the time of writing the report. Recommendation That the Planning Commission recommend that the City Council approve the Interim Use Permit for a five -megawatt community solar garden to be constructed on approximately 35 acres of a 155-acre site (PID: 25.027.21.22.0001 and 25.027.21.24.0001) as shown on the development plans dated April 19, 2024, subject to the following conditions of approval: Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 10 of 12 1. The project shall be completed in accordance with the plans submitted as amended by the conditions of approval. Any significant changes to the plans, as determined by planning staff, shall require review and approval by the Planning Commission and City Council. 2. Prior to the issuance of a building permit, the Applicant shall incorporate the recommenda- tions, requirements, and evaluations noted in the Bolton & Menk stormwater comment letter dated May 14, 2024, and the City comment letter dated May 14, 2024, and subject to modifications that are agreed to by the Applicant and City Engineer. All comments shall be adopted herein by reference. 3. All applicable permits (i.e.; building, electrical, grading, and right of way) and a commercial plan review packet must be completed, submitted, and approved by the City prior to the commencement of any construction activities. Detailed construction plans must be reviewed and approved by the Building Official, City Engineer, and Fire Marshal. 4. The Interim Use Permit shall last for 25 years, beginning at the date of commercial opera- tion and sunset on December 31, 2052. At the end of the 24th year of operation, a review of the IUP shall occur and the City Council may grant an extension of up to 10 years. If an extension is granted and a development application is received on an adjacent parcel dur- ing the extension period, the onsite operations shall cease and be removed within one (1) year in order not to inhibit development. 5. The approvals of this Interim Use Permit shall become null and void if a building permit is not issued within 2 years from the date of approval. 6. Pursuant to City Code Title 11-4-13.D.5, all on -site and off -site electric power lines nec- essary to interconnect the electric power created from the community solar garden to the utility company grid system must be underground. If written verification and a finding of support is supplied to the City, and approved by planning staff, by Xcel Energy or local utility then above ground electric powerlines shall be permitted. 7. Prior to the issuance of a building permit, planning staff shall review and approve a final landscaping plan. 8. Prior to the issuance of a building permit, the Applicant shall enter into a Memorandum of Understanding outlining the designated construction traffic route, the preconstruction road- way testing requirements by the Applicant of the designated traffic route, and requirements of any potential repairs to designated traffic route from construction traffic by the Applicant. The adjacent City roadways (100th Street and Lehigh Road) are both load limited roadways. 9. Installation of landscaping shall occur in a timely fashion and be consistent with the ap- proved landscape plan and vegetative management plan. Prior to the issuance of a building permit, a letter of credit in the amount of 150 percent of the landscape estimate shall be submitted to the City as required by City ordinance. The financial guarantee shall be held until all required plantings are installed. At such time of installation, the Planning Depart- ment shall conduct an inspection to verify compliance with the landscape plan. If the in- spection is approved, 50 percent of the financial guarantee shall be released. One year Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 11 of 12 from the date of initial inspection a follow-up inspection shall be conducted to verify surviv- ability. If the follow-up inspection is approved, the remainder of the financial guarantee shall be released. 10. Upon the City's acceptance of the decommissioning estimate as noted in the decommis- sioning plan, the applicant shall provide the City with a cash escrow or irrevocable letter of credit in the amount equal to 125 percent of the accepted decommissioning estimate. The financial guarantee must be accepted by the City prior to the issuance of a building permit. 11. The grading and erosion control plan for the site must comply with NPDES II Permit re- quirements. Erosion control devices must be installed prior to commencement of any grad- ing activity. Erosion control must be performed in accordance with the recommended practices of the Minnesota Stormwater Manual and the conditions stipulated in Title 9-7-1, Erosion Control During Construction, of the City's Subdivision Ordinance. The Applicant shall be responsible for the costs for the City to inspect the site in relation to erosion control conformance. 12. The Applicant must provide the City with an as -built survey of all utilities and grading plan. 13. The applicant must prepare a stormwater management plan and submit it to the City for review and comment. The plan must be approved and a stormwater maintenance agree- ment executed before the City will issue the building permit for the proposed community solar garden project. 14. The Applicant is responsible for removing debris from all adjacent public and private road- ways during their grading and construction process. The adjacent streets shall be swept clean daily or as needed. 15. All areas of the site, where practical, shall be established and maintained per the approved Vegetative Management Plan. A vegetative restoration professional shall visit the site once per month to ensure weed growth is being mitigated and managed and the site is being maintained according to the Vegetative Management Plan. 16. The maximum area occupied by the solar array area and ancillary equipment is limited to 40 acres of land on the western parcel of the site (PID: 2502721220001). Any proposed changes to the solar array area shall be reviewed and approved by planning staff in writing. If the proposed changes substantially alter site operations, planning staff may refer the proposal to the Planning Commission and City Council for review and approval. 17. Prior to the issuance of a building permit, planning staff shall approve the final fencing proposed onsite. The fence shall meet the standards of City Code Title 11-3-6 and any proposed chain link fence must be black in color. 18. All construction improvements shall be limited to the following hours and days of operation: Monday through Friday 7:00 A.M. to 7:00 P.M. Saturday 9:00 A.M. to 7:00 P.M. Sunday Not Allowed Planning Commission Staff Report — Enterprise Energy Community Solar Garden Planning Case No. IUP2024-007 May 20, 2024 Page 12 of 12 Prepared by: Conner Jakes Associate Planner Attachments: • Applicant's Narrative • Development Plans • Civil Plan Set • Solar Panel Detail • Inverter Detail • Vegetative Management Plan • Glare Study • Preliminary Stormwater Management Plan • Decommissioning Plan • Engineering Comment Letter Dated May 14, 2024 • Stormwater Management Comment Letter Dated May 14, 2024 Date: Land Use Authority: April, 2024 City of Cottage Grove, MN ENTERPRISE ENERGY Application for Interim Use Permit Finnegan 5MW Community Solar Garden Enterprise Energy LLC for EESolar32 LLC Enterprise Energy LLC, a Minnesota limited liability company ("Applicant") submits this Interim Use Permit and Lot Combination application on behalf of EESolar32 LLC, a Minnesota limited liability company and subsidiary of Enterprise Energy. Applicant requests a permit to construct 5 MW Alternating Current of community solar gardens on land owned by Ryan and Karen Finnegan, Washington County, MN, Tax ID 2502721220001 & 2502721240001, legally described by Section 10 of this Narrative. The owner has applied to combine the parcels. The project will consist of 5 1MW gardens that will look and function as a single garden and be under common ownership but have separate points of interconnection located adjacent to one another. The 5MW project is collectively referred to as the "solar array." The site was selected due to its compliance with the zoning ordinance, its proximity to electrical infrastructure, it's physical characteristics and suitability for solar development, and landowner participation. The application form is attached. ENTERPRISE I ENERGY 1 Enterprise Energy 2925 Dean Parkway, Executive Suite 300 Minneapolis, MN 55416 (952) 212-0824 1. Summary of Project A Community Solar Garden is a solar power plant that allows people who don't have a good spot for solar panels to be treated by the electric utility as though these solar panels are on their property. We lease land somewhere that is good for solar, such as this parcel, and pay to develop and install the Community Solar Garden. When the array puts power into the Grid, it receives a "bill credit" from the electric utility for that amount of power. The bill credit grants the right to take that same amount of power out of the electric grid at a different location for no cost. We then sell the bill credit to the people who don't have a good spot for solar, thereby allowing them to save money through solar even though they don't have a good spot for solar panels. The people who buy the bill credits are referred to as the "subscribers" since they subscribe to the Community Solar Garden by agreeing to buy the bill credits. The installation will operate as a "Community Solar Garden" as defined by Minnesota law and Section 11-4-13 of the City Ordinance. The requested term of the fUP is 35 years from the commercial operation date. Section 11-4-113(E) of the ordinance permits community solar farms as an interim use subject to certain requirements, including being in the area shown on Exhibit A of Resolution 985 on file with the City, and subject to a 300' property line setback. Potential solar sites are also limited to parcels that are not enrolled in the Ag Preserve Program. This proposed project meets all requirements of the ordinance, including the 300' setback, Resolution 985, and non -enrollment in Ag-Preserve. The Minnesota legislature recently passed a bill that increases the size of Community Solar developments from 1MW AC to 5MW AC. You may recall some legacy solar projects that were developed prior to 2016 were similar in size. However, after 2016 the state limited community solar projects to 1MW, until now. This size increase is tremendously important for because it unlocks better (less visible) development sites that pay a lot more tax revenue than a 1MW project would. Due to the City's 300 foot solar setbacks, it does not make economic sense from an land owner's prospective to put a 1MW solar development in the middle of a large field. However, a 5MW project can make better use of the whole parcel while satisfying the setback. Also, because larger projects have better economies of scale, they can afford more electric upgrade costs, including longer interconnection power lines to a farther way distribution power grid. This results in developments being less visible and more off the beaten path. The new law also drastically increases tax revenue to the City and County because in Minnesota, solar projects under 1MW don't pay production tax. However, under the new law, this 5MW project will pay production tax. Production Tax is $1.20 per Megawatt Hour produced. A 5MW Solar Array can produce about 12,500 MWH of solar per year. The following table shows that the proposed project will generate about $525,000.00 in additional tax revenue, and it does not include potential annual escalation in Production Tax, which would add even more tax revenue. 2 Enterprise Energy ENTERPRISE ENERGY 2925 Dean Parkway, Executive Suite 300 Minneapolis, MN 55416 (952) 212-0824 Apart from Production Tax, farmland generates far more tax revenue for when it has a large solar installation on it because the assessor can change the tax usage classification of the property from Agricultural to Commercial / Industrial. Solar does not change the zoning or property valuation. However, there is an enormous increase in tax revenue from changing use alone. 2. Methods of Construction We would like to begin construction as soon as spring 2025 and complete before winter. However, the actual construction process will only take about three months. We haven't set an groundbreaking date yet. The construction process begins with preliminary site testing for soil conditions for footings, as well as environmental, historical, and cultural diligence. A construction trailer and portable toilet will be placed on site when we begin groundbreaking. Construction can be thought of as four phases: footings, racking, panels, electrical, and testing. Typically, a subsequent phase begins when the previous phase is about halfway done. Footings will consist of rows of I -beams that are driven into the ground to a depth of about 10-15 feet with no concrete footing. When about half of the field has I -beams installed, the racking system begins being placed on the I -beams. When the raking is installed on about half of the field, electricians will begin installing the solar panels on the completed portion. When the solar panels about installed about halfway through the field, electricians will begin wiring the system together. After the installation is complete it will undergo about a month of testing from the installer and the electric utility before it becomes commercially operational. The rows of solar panels will run from North to South, and pivot on a single axis following the sun from East to West. The racking system is attached to driven I-beam that secures the installation to the ground. The I -Beam is driven directly into the ground. The racking and footings are within accepted 3 Enterprise Energy ENTERPRISE ENERGY 2925 Dean Parkway, Executive Suite 300 Minneapolis, MN 55416 (952) 212-0824 professional standards given the local soil and climate, and are professional engineered to withstand winds exceeding 150 MPH. -.' Wm Solar panels produce direct current (DC) electricity. The electrical grid uses alternating current (AC) electricity. The power produced from the array will be run through an "Inverter" that changes the power from direct current to alternating current. The process of inverting the electricity loses some efficiency. Therefore, it will produce more DC power than AC. This conversion is expressed as a DC/AC ratio. This project will have roughly a 1.5 DC/AC Ratio, meaning that for every MW AC that it produces, it produces 1.5MW direct current. A � 4 A community solar garden has one concrete equipment pad that takes up about 200 sf. The solar panels are connected by underground electric conduit that leads to the equipment pad where metering equipment is mounted. The amount of electricity that is produced by the solar development is measured by the solar development owner and the electric utility. The power 4 Enterprise Energy ENTERPRISE ENERGY 2925 Dean Parkway, Executive Suite 300 Minneapolis, MN 55416 (952) 212-0824 production and equipment are monitored 24/7 by a satellite or cellular based security system. An emergency shutoff switch is also on site. After the power is metered at the equipment pad, it interconnects into the electric utility's existing three phase distribution power distribution network. The solar installation includes a pole that houses overhead wires and leads to another pole that is controlled by the electric utility. Each 1MW of solar on the site will have its own point of interconnection. All points of interconnection will be adjacent to one another. The solar array will be contained within a security fence as described by the site plan. The fence will meet electrical code requirements and prevent people from trespassing, while allowing birds, insects, rodents, and other wildlife to pass through. A single fence will surround all 5 MW. Enterprise Energy ENTERPRISE 2925 Dean Parkway, Executive Suite 300 ENERGY Minneapolis, MN 55416 (952) 212-0824 We are flexible as to the style and color of the fencing, and look forward to working out a preferred solution with the city and neighboring property owners. 3. Access, Parking and Roads Access to the site will be by a packed class five gravel road approximately fifteen feet wide with a 20-foot entrance. Construction parking will be located entirely within the parcel. No additional parking is required. Multiple simi truckloads of equipment such as solar panels and steel racking will be delivered through the construction process. Multiple pickup trucks, workers, passenger vehicles, bobcats and equipment will be on site most days during construction. 6 Enterprise Energy Da ENERGY ENTERPRISE 2925 Dean Parkway, Executive Suite 300 Minneapolis, MN 55416 (952) 212-0824 4. Operation Access to the site will be minimal after construction. An engineer will need to access the property by pickup truck at least twice a year to examine the equipment. Maintenance crews will be on site at least twice a year to manage the vegetative cover and remove weeds. The array will be monitored 24/7 365 days a year by a computer monitoring system that measures the power being produced on site. If a problem arises, the system will alert the system owner so that appropriate personnel can be dispatched to the site to resolve the issue. The development will be owned and operated by an owner operator selected by the Developer. We have not determined who the owner will be yet. 5. Vegetation Management and Landscape Plan & Visual Impact The Minnesota state legislature has passed a law that encourages solar developers to plant solar arrays in pollinator friendly plantings, Minn Stat. 216B.1642. The Minnesota Board of Water and Soil Resources has issues guidelines for the establishment of such pollinator habitat underneath solar developments, including tools evaluating the establishment and maintenance of the pollinator plantings. We submit the attached vegetation management plan in compliance with the abovementioned guidelines. The vegetative management plan will create wildlife habitat for birds, rodents, and insects that cannot live in farmed soils due to pesticides, as well as carnivorous animals that eat them. Unlike row crops, the vegetative cover will have deep roots that will improve the permeability of the soil, promote soil health, slow down the velocity of water runoff, and prevent topsoil erosion, thereby naturally improving the quality of any surrounding waterbodies and wetlands. The proposed project is hardly visible to adjoining properties. Homes to the West and South are about a half a mile away. Properties to the Southeast are about a quarter mile away. The closest home (to the NE) is on a heavily wooded lot. Apart from setbacks, we also prepared an FAA glare study to determine if the project could potentially create glare for neighbors and aircraft. That study did not reveal any glare risk. Enterprise Energy Da ENERGY ENTERPRISE 2925 Dean Parkway, Executive Suite 300 Minneapolis, MN 55416 (952) 212-0824 6IM&I'llia -, _ 6. Stormwater Management Plan We hired Westwood Professional Services to prepare a Stormwater Management Report for the project. This document was prepared by Minnesota licensed engineers and includes detailed stormwater runoff calculations, HydroCad modeling, and mitigation measures. It complies with local laws and rules, as well as the Minnesota Board of Soil and Water, DNR, MPCA, and other state and federal requirements. No County drain tile or cross property tile is located on the parcel. Under the lease agreement with the landowner, the developer assumes responsibility for any tile damaged during construction. The developer will identify the location of tile and either avoid hitting it or replace it to restore drainage to its preexisting condition. 7. Decommissioning Plan A decommission plan that complies with section 11-4-13F of the City ordinance is attached. The solar tenant and its successors shall be responsible for decommissioning of the solar installation upon the expiration of the lease, land use permits, or the cessation of power generation for a period longer than 12 months, at which point the solar installation will be deconstructed and removed. All footings, electrical components and underground wires, fences, and other solar equipment will be removed, and the land can be restored to agricultural production. The solar installation will comply with any decommissioning security requirements or procedures that are required by the land use authority. The land lease for solar installation contains a contractual obligation for the solar tenant to decommission the solar installation and restore the property. It also requires that the tenant post a security for removal in the form of a bond, escrow, or letter of credit prior to construction, payable to the property owner, in the event that the land use authority does not require one. The purpose of the security is to ensure that sufficient money is set aside to remove the solar installation before it is built. $ Enterprise Energy ENTERPRISE ENERGY 2925 Dean Parkway, Executive Suite 300 Minneapolis, MN 55416 (952) 212-0824 8. Fire Prevention Plan The solar installation will comply with the international building code, including sections 605.11-605.11.2 regarding the location of underground electrical conduit, the national electric code, and all local electric and fire codes and ordinances. The solar installation will have emergency contact information posted on a sign at the fence entrance. The local fire department will be given an emergency key to the security fence. Solar production will be monitored 24/7 for electrical and mechanical issues. 9. Legal Description The West Half of the Northwest Quarter of Section 25, Township 27 North, Range 21 West, City of Cottage Grove, Washington County, MN (2502721220001) and That part of the East Half of the Northwest Quarter and that part of the West Half of the Northeast Quarter, all in Section 25, Township 27 North, Range 21 West, City of Cottage Grove, Washington County, Minnesota, described as follows: Commencing at the Northeast corner of said East Half of the Northwest Quarter; thence North 89 degrees 54 minutes 36 seconds West, assumed bearing, along the North line of said East Half of the Northwest Quarter, a distance of 1147.27 feet to the point of beginning of the parcel of land to be described; thence South 00 degrees 02 minutes 09 seconds East a distance of 1316.22 feet; thence South 89 degrees 52 minutes 19 seconds East, a distance of 1693.76 feet to the intersection with the traveled centerline of Lehigh Ave North; thence southerly along said East line of the Southeast corner of said West Half of the Northeast Quarter; thence Westerly along the South lines of said West Half of the Northeast Quarter and said East Half of the Northwest Quarter to the Southwestern corner of said East Half of the Northwest Quarter; thence Northerly along the West line of said East Half of the Northwest Quarter to the Northeast corner thereof thence Easterly along the North line of said East Half of the Northwest Quarter to the point of beginning. Containing 75.45 acres, more or less (2502721240001). 10. Exhibit List a. Application Form b. Site Plan (Site Map) c. Demonstration Equipment Specifications d. Vegetation Management Plan e. Glare Study f. Stormwater Management Plan g. 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W W rLf U BzY a _ •^ � � � O = O LL LA � o p - I ro - o lW m ° 0 tlo ,ap o T =LLB oV P6g - ��oGo O V a z 0 m G o a_lo a o- z O pm O a W y V V N0 i,z 4w N Cj 0 0 `s m Lf 76O = o LL th V - r O N N Z Z pz Z N� m Z Y3 U0 Z W N \y 8 go Omg 30_ x O� T HS —26 as 30 - �3 aso oC� oggo p'dp Eg o3 ooz �p a opo pz o kago'o� pzo _ 30 =Qj B 3 oo�Q _ 33�zg3o �� 36- 6ooogPo p on 03o maogN�OmQa� �go �. z :_ m _\ ■ z 3 \ j \ ( / �:: :.. ■tee 2 0. � O � t 3 \ � } ` | lo }( \ ` ( § < / - � FEATURES • NEW and MORE POWERFUL! • XGI1500-250/250-600 • XGI 1500-225-600 (Selectable: 225kW/225kVA or 225kW/250kVA) • XGI1500-200/200-480 • XGI 1500-175-480 (Selectable: 175kW/175kVA or 175kW/200kVA) • Industry -leading maximum DC/AC Ratio of 2.0 • Accepts two input PV Output Circuits, with no overcurrent protection required • Made in the USA with global components • Buy American Act (BAA) compliant • 99.0% peak efficiency • Flexible solution for distributed and centralized system architecture • Advanced grid -support functionality Rule 21/UL1741SB • Robust, dependable and built to last • Lowest O&M and installation costs • Access all inverters on site via WiFi from one location • Remote diagnostics and firmware upgrades • SunSpec Modbus Certified • Tested compatible with the TESLA PowerPack Microgrid System Yaskawa Solectria Solar is pleased to introduce its most powerful XGI 1500 inverters, with the XGI 1500-250 models at 600 Vac, and the XGI 1500-200 models for 480 Vac service. SOLECTRIA XGI ® AL;,_,. YASKAWA ® 4 o The XGI 1500-250 and XGI 1500-200 feature SiC technology, high power and high efficiency that places them at the top end of the utility - scale string inverters in the market. OPTIONS Yaskawa Solectria Solar designs all XGI 1500 utility -scale string inverters for high reliability and builds them with the highest quality components • PV Source Circuit Combiners -- selected, tested and proven to last beyond their warranty. The XGI 1500 • Web -based monitoring inverters provide advanced grid -support functionality and meet the latest • Extended warranty IEEE 1547 and UL 1741 standards for safety. °nC �l°b°I c°mPp°6 The XGI 1500 inverters provide ideal solutions for ground -mounted utility -scale PV systems, with models available for service connections at 600 Vac and 480 Vac. Designed and engineered in Lawrence, MA, the SOLECTRIA XGI inverters are assembled and tested at Yaskawa America's facilities in Buffalo Grove, IL. The XGI 1500 inverters are Made in the USA with global components, and are compliant with the Buy American Act. YAS KAWA SOLECTRIA SOLAR Yaskawa Solectria Solar 1-978-683-9700 1 Email: sales@solectria.com I solectria.com Document No. FL.XG11500-04 1 10/04/2023 1 @ 2021 Yaskawa America, Inc. SPECIFICATIONS Absolute Maximum Input Voltage 1500 VDC Maximum Power Voltage Range (MPPT) 860-1250 VDC 750-1250 VDC Operating Voltage Range (MPPT) 860-1450 VDC 750-1450 VDC Number of MPP Trackers 1 MPPT DC Input Maximum Operating Input Current 296.7 A 267 A 237.3 A 207.6 A Maximum Operating PV Power 255 kW 230 kW 204 kW 179 kW Maximum DC/AC Ratio I Max Rated PV Power 2.0 1 500 kW 2.22 1 500 kW 2.51500 kW 2.86 1 500 kW Max Rated PV Short -Circuit Current (Flsc x 1.25) Nominal Output Voltage AC Voltage Range Continuous Real Output Power Continuous Apparent Output Power (kVA) Maximum Output Current (ARM,) AC Output Fault Current Contribution (1 cycle RMS) Conductor Compatibility Nominal Output Frequency Power Factor (Unity default) Total Harmonic Distortion (THD) @ Rated Load Grid Connection Type Peak Efficiency Efficiency CEC Average Efficiency Tare Loss Ambient Temperature Range De -Rating Temperature Temperature Storage Temperature Range Relative Humidity (non -condensing) Operating Altitude Advanced Graphical User Interface Communication Interface Communications Third -Party Monitoring Protocol Web -Based Monitoring Firmware Updates Safety Listings & Certifications Testing & Certifications Advanced Grid Support Functionality Testing Agency FCC Compliance Warranty Standard and Options Acoustic Noise Rating DC Disconnect Mounting Angle Enclosure Dimensions Weight Enclosure Rating and Finish OL�- 800 A 600 VAC, 3-Phase 480 VAC, 3-Phase -12% to +10% 250 kW 225 kW 200 kW 175 kW 250 250 225 200 200 175 XGI 1500- XGI 1500- 240.6 225/225:216.5 240.6 175/175:210.5 225/250:240.6 175/200:240.6 390 A 390 A 351 A 312 A 312 A 273 A 600 kcmil max, Cu or Alum,1 or 2 conductors with lugs 60 Hz +/- 0.80 Adjustable < 5% 3-Ph + N/GND 99.0% 98.5% <1 W -40°F to 140°F (-40°C to 60°C) 113GF (45°C) 127°F (53°C) 113°F (45°C) 131°F (55°C) -40°F to 167°F (-40°C to 75°C) 0 - 95% 9,840 ft (3 km) WiFi Ethernet SunSpec Modbus TCP/IP Optional Remote and Local UL 1741, IEEE 1547, UL 1998, UL 1699b Photovoltaic Arc -Fault Circuit Protection Certified Rule 21, UL 1741SB ETL FCC Part 15 (Subpart B, Class A) 5 Years Standard; Option for 10 Years 73dBA@1 m;67dBA@3m Integrated 2-Pole 400 A DC Disconnect Vertical only Height: 29.5 in. (750 mm) I Width: 44.3 in. (1125 mm) I Depth:15.4 in. (390 mm) 290 Ibs (131.5 kg) NEMA 4X, IEC IP66, Type 3R, Polyester Powder -Coated Aluminum II 'Ii ",EliSO"Ill 1, YASKAWA Yaskawa Solectria Solar 1-978-683-9700 1 Email: sales@solectria.com I solectria.com SOLECTRIA SOLAR Document No. FL.XGI1500-04 1 10/04/2023 1 @ 2021 Yaskawa America, Inc. FEATURES • NEW and MORE POWERFUL! • XGI1500-250/250-600 • XGI 1500-225-600 (Selectable: 225kW/225kVA or 225kW/250kVA) • XGI1500-200/200-480 • XGI 1500-175-480 (Selectable: 175kW/175kVA or 175kW/200kVA) • Industry -leading maximum DC/AC Ratio of 2.0 • Accepts two input PV Output Circuits, with no overcurrent protection required • Made in the USA with global components • Buy American Act (BAA) compliant • 99.0% peak efficiency • Flexible solution for distributed and centralized system architecture • Advanced grid -support functionality Rule 21/UL1741SB • Robust, dependable and built to last • Lowest O&M and installation costs • Access all inverters on site via WiFi from one location • Remote diagnostics and firmware upgrades • SunSpec Modbus Certified • Tested compatible with the TESLA PowerPack Microgrid System Yaskawa Solectria Solar is pleased to introduce its most powerful XGI 1500 inverters, with the XGI 1500-250 models at 600 Vac, and the XGI 1500-200 models for 480 Vac service. SOLECTRIA XGI ® AL;,_,. YASKAWA ® 4 o The XGI 1500-250 and XGI 1500-200 feature SiC technology, high power and high efficiency that places them at the top end of the utility - scale string inverters in the market. OPTIONS Yaskawa Solectria Solar designs all XGI 1500 utility -scale string inverters for high reliability and builds them with the highest quality components • PV Source Circuit Combiners -- selected, tested and proven to last beyond their warranty. The XGI 1500 • Web -based monitoring inverters provide advanced grid -support functionality and meet the latest • Extended warranty IEEE 1547 and UL 1741 standards for safety. °nC �l°b°I c°mPp°6 The XGI 1500 inverters provide ideal solutions for ground -mounted utility -scale PV systems, with models available for service connections at 600 Vac and 480 Vac. Designed and engineered in Lawrence, MA, the SOLECTRIA XGI inverters are assembled and tested at Yaskawa America's facilities in Buffalo Grove, IL. The XGI 1500 inverters are Made in the USA with global components, and are compliant with the Buy American Act. YAS KAWA SOLECTRIA SOLAR Yaskawa Solectria Solar 1-978-683-9700 1 Email: sales@solectria.com I solectria.com Document No. FL.XG11500-04 1 10/04/2023 1 @ 2021 Yaskawa America, Inc. SPECIFICATIONS Absolute Maximum Input Voltage 1500 VDC Maximum Power Voltage Range (MPPT) 860-1250 VDC 750-1250 VDC Operating Voltage Range (MPPT) 860-1450 VDC 750-1450 VDC Number of MPP Trackers 1 MPPT DC Input Maximum Operating Input Current 296.7 A 267 A 237.3 A 207.6 A Maximum Operating PV Power 255 kW 230 kW 204 kW 179 kW Maximum DC/AC Ratio I Max Rated PV Power 2.0 1 500 kW 2.22 1 500 kW 2.51500 kW 2.86 1 500 kW Max Rated PV Short -Circuit Current (Flsc x 1.25) Nominal Output Voltage AC Voltage Range Continuous Real Output Power Continuous Apparent Output Power (kVA) Maximum Output Current (ARM,) AC Output Fault Current Contribution (1 cycle RMS) Conductor Compatibility Nominal Output Frequency Power Factor (Unity default) Total Harmonic Distortion (THD) @ Rated Load Grid Connection Type Peak Efficiency Efficiency CEC Average Efficiency Tare Loss Ambient Temperature Range De -Rating Temperature Temperature Storage Temperature Range Relative Humidity (non -condensing) Operating Altitude Advanced Graphical User Interface Communication Interface Communications Third -Party Monitoring Protocol Web -Based Monitoring Firmware Updates Safety Listings & Certifications Testing & Certifications Advanced Grid Support Functionality Testing Agency FCC Compliance Warranty Standard and Options Acoustic Noise Rating DC Disconnect Mounting Angle Enclosure Dimensions Weight Enclosure Rating and Finish OL�- 800 A 600 VAC, 3-Phase 480 VAC, 3-Phase -12% to +10% 250 kW 225 kW 200 kW 175 kW 250 250 225 200 200 175 XGI 1500- XGI 1500- 240.6 225/225:216.5 240.6 175/175:210.5 225/250:240.6 175/200:240.6 390 A 390 A 351 A 312 A 312 A 273 A 600 kcmil max, Cu or Alum,1 or 2 conductors with lugs 60 Hz +/- 0.80 Adjustable < 5% 3-Ph + N/GND 99.0% 98.5% <1 W -40°F to 140°F (-40°C to 60°C) 113GF (45°C) 127°F (53°C) 113°F (45°C) 131°F (55°C) -40°F to 167°F (-40°C to 75°C) 0 - 95% 9,840 ft (3 km) WiFi Ethernet SunSpec Modbus TCP/IP Optional Remote and Local UL 1741, IEEE 1547, UL 1998, UL 1699b Photovoltaic Arc -Fault Circuit Protection Certified Rule 21, UL 1741SB ETL FCC Part 15 (Subpart B, Class A) 5 Years Standard; Option for 10 Years 73dBA@1 m;67dBA@3m Integrated 2-Pole 400 A DC Disconnect Vertical only Height: 29.5 in. (750 mm) I Width: 44.3 in. (1125 mm) I Depth:15.4 in. (390 mm) 290 Ibs (131.5 kg) NEMA 4X, IEC IP66, Type 3R, Polyester Powder -Coated Aluminum II 'Ii ",EliSO"Ill 1, YASKAWA Yaskawa Solectria Solar 1-978-683-9700 1 Email: sales@solectria.com I solectria.com SOLECTRIA SOLAR Document No. FL.XGI1500-04 1 10/04/2023 1 @ 2021 Yaskawa America, Inc. ENTERPRISE ENERGY Vegetation Installation and Management Plan for Finnegan CSG V3 March 2024 Natural Resource Services Natural Resource Services Table of Contents Site owner, location, vegetation professionals Overview of site conditions, seeding Site map Site preparation and seeding Vegetation establishment, management Seed mixes for array & basin MN BWSR Scorecard Natural Resource 2 Services page 3 page 4 - 5 page 6 page 7 page 8 - 9 page 10 - 11 page 12 Site Location & Name Finnegan Community Solar Garden EESolar32 LLC 10555 Lehigh Road South Hastings, MN Washington County Site Developer Enterprise Energy, LLC 2925 Dean Parkway, Suite 300 Minneapolis, MN 55416 Developer Contact Evan Carlson 612.470.7152 EvanC(@Enterpriseenergy.com Vegetation Restoration Natural Resource Services, Inc 2885 Quail Road NE Sauk Rapids MN 56379 320.290.5363 and 16425 W. State Route 90 Princeville, IL 61559 Natural Resource 3 Services Proposed Finnegan CSG Overview of Site Conditions and Restoration Finnegan Community Solar Garden is proposed on approximately 35 acres of land in Washington County near the town of Hastings. The land is currently used for agriculture in typical row crops. Prior to this recent farm use it was an Upland Prairie for thousands of years. The vegetation restoration plan includes seeding the entire array area inside the fence and under the single axis tracking panels with the native pollinator friendly mix. This mix can be referenced on page 10 of this Plan. An area of elevation lies within the array site on the western portion and this sloped area will not include panels. Minimal grading will be necessary near this elevation and any land inside the security fence will be seeded with the array native m ix. The site is well drained to excessively well drained and contains sandy loam and silty loam soils throughout 80% of it, with a narrow drainage creek bordering the west side of the array. A basin seed mix is planned for this lower lying area in the southwest corner. The basin mix can be found on page 11 of this Plan. Permanent Seeding The native species selected will aid in improving stormwater and snowmelt infiltration, erosion control and restoration of native habitat. No fertilizers or soil amendments will be needed or used on this site. When seeded as planned, this site will exceed the 85 points necessary to achieve the Gold Standard as Native Pollinator Friendly on the MN Board of Soil and Water Resources Solar Habitat Friendly scorecard. When construction is completed or at a minimum reduced to only foot traffic, site prep and permanent seeding can begin. All grading must be completed and the site cleared of debris. If the site was allowed to go fallow for any length of time during the growing season it may require an herbicide treatment prior to disking and seeding. If this is necessary, the site will be treated with an appropriate herbicide such as glyphosate or similar. The site should be allowed to stand undisturbed for 10-14 days as required. Separate herbicides will be used for the different groups of plants found on the site, broadleaf vs perennial weeds, for example. Broadleaf herbicides require up to 30 days standing time so adequate planning is necessary. Following the required activation time, the site should be disked and harrowed, then seeded. A cover crop of oats or winter wheat, seasonally determined, should be included at the time of seeding. Natural Resource 4 Services At this time, no screening is planned for the Finnegan site. All native grass seed will be applied using a mechanical broadcast seeder followed by the cover crop of oats or wheat, seasonally determined, followed by the forbs. Areas inaccessible to equipment will be hand broadcast. The site will be harrowed once again after all seeding is completed. Maintenance of these sites plays a vital role in the eventual success of any native landscape installation, especially during the establishment period of years one through three. Active management of all areas of the Finnegan site are similar: dry and wet areas of the site are inspected annually followed by maintenance necessary to encourage healthy native species while discouraging non-native/invasive species. During the growing season of the first year of establishment, the site shall be inspected a minimum of three times. 1. During the germination year, the site will be mowed to control annual weed development and to aid in the growth of the prairie seedlings by reducing competition. Mowing may also be necessary if the weeds are about to set seed. Optimum cutting height is typically 4 to 6 inches. The mowing should finely mulch the clippings to prevent smothering young plants. 2. In years following the first growing season, Integrated Vegetation Management (IVM) services are utilized to control annual, biennial and perennial weed species within the developing native landscape. Typical IVM services include spot herbicide spraying, spot mowing, and herbicide wicking. Natural Resource 5 Services Site Preparation 1. Inspection of the project area to assess site conditions and determine the need for any site prep mowing or spraying activities. 2. If necessary, an herbicide application will be completed using glyphosate (Round -up® or equivalent) as per manufacturer's directions in areas with actively growing vegetation. Allow a minimum of 10 days before disturbing the soil or completing seeding activities. 3. When perennial broadleaf vegetation is present a triclopyr herbicide will be added (Garlon 3A® or equivalent) as per manufacturer's directions. When a broadleaf herbicide is used allow a minimum of 30 days before disturbing the site or completing seeding. 4. Depending on the type and density of vegetation present (i.e., annual vs perennial) a complete site mowing might be advisable in lieu of an herbicide application. For instance, if the site is dominated by foxtail (an annual), mowing would be preferrable to an herbicide application. Seed and Seeding Installation 1. Construction debris, garbage and building materials will be removed and/or staged outside the intended seeding areas. 2. Disk soil as conditions allow, within the project area in preparation for seeding. Harrow or rake the soil to achieve the proper seedbed. 3. Following disking, the site will be broadcast seeded using the lowland mix throughout most of the site and the upland mix for the drier areas. 4. A cover crop will be seeded along with the other seed, either winter wheat or oats, seasonally determined. 5. Harrowing will be completed as site conditions allow, after all planned seed mixes and cover crop seeding is completed. 6. Areas inaccessible to equipment will be hand seeded. 7 ONatural Resource Services Recommended Vegetation Management Procedures Establishment Phase Growing seasons 1, 2 and 3 Year 1 Complete site mowings to control annual/biennial weed canopy and prevent production of viable seed. K K3 Natural Resource 8 Services • 3 mowings are typical depending on soils, weather patterns and planting dates. • Mowing to be done using specialized zero -radius mowers and/or flail mowers • Target mowing height of 4-6 inches. • Project monitoring for erosion; repair/reseed as needed. • Complete site mowing to control annual/biennial weed canopy and prevent production of viable weed seed. • 3 site visits: 2 mowings likely in the late spring or early summer plus 1 Integrated Vegetation Management (IVM) visit. • Mowing to be done using specialized zero -radius mowers and/or flail mowers • Target mowing height of 4-6 inches. • IVM visits Includes spot mowing, spot herbicide application, herbicide wicking, etc. Integrated Vegetation Management • 3 IVM site visits are typical depending on growth and weed populations. • Includes spot mowing, spot herbicide application, herbicide wicking, etc. Maintenance Phase Years 4 - 34: Integrated Vegetation Management • Two IVM site visits are typical depending on vegetation status. • Each visit will likely include mowing, spot herbicide applications and/or herbicide wicking. • Equipment used includes tractor and/or ATV mounted sprayers. • Includes a complete site mowing once every 3 years to mulch up biomass and recycle nutrients. Monitoring Consistent monitoring of the project is essential in order to evaluate vegetative establishment, weed presence and possible erosion concerns. This information helps determine which management technique to use, the proper timing of the implementation and whether or not any other remedial action is required. Additional Notes on Vegetation Management: • Vegetation management crews will control weed growth underneath the panels only where height is a concern. Mowing/trimming around every post is not necessary from a plant community health standpoint. • Utilizing herbicide to provide targeted control of unwanted species should only be completed by licensed applicators with a comprehensive knowledge of herbicides, application techniques and species morphology. Applying the correct herbicide with the proper application device at the correct period in the plant's lifecycle is essential to successful control and to minimizing collateral damage. • Additional mowing or trimming may be needed if shading of the panels occurs, either by native or non-native vegetation. As a general rule, this type of mowing, if needed, should be limited to the areas immediately in front of the panel's lower edge. Natural Resource 9 Services Proposed Finnegan CSG Array Seed Mix Common Name Scientific Name % of Mix SeedS/ t2 Total Grasses Sideoats Grama Bouteloua curtipendula 26.03% 6.6 21.86 PLS Ib Blue Grama Bouteloua gracilis 10.68% 18.0 8.96 PLS Ib Plains Oval Sedge Carex brevior 1.40% 1.7 1.17 PLS Ib Silky Wild Rye Elymus villosus 2.96% 0.7 2.48 PLS Ib June Grass Koeleria cristata 1.31 % 11.1 1.10 PLS Ib Schizachyrium Little Bluestem scoparium 30.47% 19.3 25.58 PLS Ib Prairie Dropseed Sporobolus heterolepis 0.16% 0.1 0.14 PLS Ib Prairie Brome Bromus kalmii 0.90% 0.3 0.76 PLS Ib Forbs Western Yarrow Achillea millefolium 0.65% 4.9 0.55 PLS Ib Anise Hyssop Agastache foeniculum 0.10% 0.4 0.09 PLS Ib Prairie Onion Allium stellatum 0.65% 0.3 0.55 PLS Ib Lead Plant Amorpha canescens 1.30% 0.9 1.10 PLS Ib Columbine Aquilegia canadensis 0.13% 0.2 0.11 PLS Ib Common Milkweed Asclepias syriaca 0.33% 0.1 0.27 PLS Ib Butterfly Milkweed Asclepias tuberosa 0.89% 0.2 0.74 PLS Ib Sky Blue Aster Aster azureus 0.13% 0.4 0.11 PLS Ib Upland White Aster Aster ptarmicoides 0.65% 1.8 0.55 PLS Ib Partridge Pea Chamaecrista fasciculata 2.61% 0.3 2.19 PLS Ib White Prairie Clover Dalea candidum 4.66% 3.7 3.91 PLS Ib Purple Prairie Clover Dalea purpurea 5.87% 4.5 4.93 PLS Ib Dotted Blazingstar (sub) Liatris punctata 0.10% 0.0 0.09 PLS Ib Wild Lupine Lupinus perennis 0.37% 0.0 0.31 PLS Ib Spotted Bee Balm Monarda punctata 0.16% 0.6 0.14 PLS Ib Large -flowered Beardtongue Penstemon grandiflorus 0.65% 0.4 0.55 PLS Ib Long-headed Coneflower Ratibida columnifera 1.30% 2.3 1.10 PLS Ib Prairie Wild Rose Rosa arkansana 0.07% 0.0 0.05 PLS Ib Black-eyed Susan Rudbeckia hirta 1.96% 7.6 1.64 PLS Ib Gray Goldenrod Solidago nemoralis 0.07% 0.8 0.05 PLS Ib Hoary Vervain Verbena stricta 1.30% 1.5 1.10 PLS Ib Golden Alexanders Zizia aurea 2.12% 1.0 1.78 PLS Ib Seeding rate 11.5 Ibs/acre (89.9 seeds/sq foot) Natural Resource 10 Services Common Name Finnegan CSG Basin Scientific Name Seed % of Mix Mix Seeds/ft2 Total Grasses Virginia Wild Rye (sub) Elymus virginicus 29.35% 4.9 3.185 PLS Ib Fringed Brome Bromus ciliatus 23.04% 9.2 2.500 PLS Ib Bottlebrush Sedge Carex comosa 1.84% 2.2 0.200 PLS Ib Fringed Sedge Carex crinita 6.27% 5.7 0.680 PLS Ib Pointed -broom Sedge Carex scoparia 1.84% 6.2 0.200 PLS Ib Common Fox Sedge Carex stipata 2.49% 3.4 0.270 PLS Ib Brown Fox Sedge Carex vulpinoidea 3.69% 14.7 0.400 PLS Ib Fowl Manna Grass Glyceria striata 1.84% 11.8 0.200 PLS Ib Fowl Bluegrass Poa palustris 6.13% 31.8 0.665 PLS Ib Schizachyrium Little Bluestem scoparium 9.68% 5.8 1.050 PLS Ib Forbs Canada Anemone Anemone canadensis 0.86% 0.3 0.094 PLS Ib New England Aster (sub) Symphyotrichum novae-angliae 0.17% 0.5 0.019 PLS Ib Canada Milkvetch Astragalus canadensis 1.77% 1.2 0.192 PLS Ib Nodding Bur Marigold Bidens cernua 0.43% 0.4 0.047 PLS Ib Northern Blue Flag Iris (sub) Iris versicolor 0.86% 0.0 0.094 PLS Ib Great Blue Lobelia Lobelia siphilitica 0.35% 6.9 0.038 PLS Ib Monkey Flower Mimulus ringens 0.17% 15.8 0.019 PLS Ib Pycnanthemum Virginia Mountain Mint virginianum 0.86% 7.6 0.094 PLS Ib Black-eyed Susan Rudbeckia hirta 2.38% 8.7 0.258 PLS Ib Ohio Spiderwort Tradescantia ohiensis 2.16% 0.7 0.234 PLS Ib Blue Vervain Verbena hastata 0.35% 1.3 0.038 PLS Ib Golden Alexanders Zizia aurea 3.46% 1.5 0.375 PLS Ib Seeding rate: 10.85 lbs./acre, 140.4 seeds/square foot $Nlatural Resource 11 Services MAHabitat Friendly Solar Site Assessment Form for Project Planning For Solar Companies, Local Governments and Other Partners to Meek Habitat BWSR Friendly Solar :Standards Updated 12-22-23 Note; The use of stake developed solar seed mixes over 70% of the plantable area of a site will result in automatically meeting the standard. 1) PLANNED PERCENT OF PLANTABLE AREAS WITHIN PROJCT FOOTPRINT DOMINATED BY NATIVE SPECIES COVER (fortis, grasses, sedges, rushes, ferns). PROJECTS MUST HAVE GOAL OFAT LEAST 70 COVER OF NATIVE VE43ETATION TO MEET HABITAT FRIENDLY SOLAR STANDARDS 70-549"4 +15 points 85%and above +20 points Total Points 2) PERCENT OF PROPOSED SITE VEGETATION COVER TO BE DOMINATED BY FORBS ( not grasses, C:1 andrushes) 0-199'4 +5 points 0-29% +10 points 0-391y4 +15 point's^0 and above +15 points Total Points 1� Note: Projects may have 'array' mutes and diverse border mixes;forb dominance should be averaged across the entire site. The dominance should be calculated from total numbers of forb seedsys.grass seeds based on seeds per square foot lfrom all seed mixes to be planted]. 3) PLANNED COVER DIVERSITY (# of species in seed mixes; numbers from upland and ntioist soil mixes can be combined 0 10-19 species +5 points 20-25 species +10 points 26-39 species +15 points 40 and above +20 Total Points 4) ELZNNED SEASONS WITH AT LEAST THREE BLOOMING SPECIES [cheick all that apply) Spring (April -May) +4 points Summer (June -August) +3 points Fall {Septeniber-October) +3 points Total Paints. iu See BVVSR pollinator toolbox about bloom seascm 5) SITJE PLANNING} Detailed establishment and management plan (see notes) +20 points Seed Mixes are composed of at least 40seeds per square foot +5 paints All seed genetic origin is within 200 miles of site see notes +5 points At least .5% milkweed cover within each seed mix +5 points Plant spec ieswit h more than 3 flower colors in mixes (see notes) +5 points. Total Points 01 CTICIDE RISK Planned on -site insecticide use (excluding buildings/electrical boxes, etc.) -30 paints Q Communication :,pith local chemical applicators/neighbors about need +10 points to prevent drift from adjacent areas. Total Points GiRANDTOTAL Gold Standard 85+points Project Name: Finnegan CSG Meets Standard 70 points Project County. Wash ingtan Coun y Project Size; 33 acres Evaluation Date; February 2324, 4atural Resouro: Services, Inc. See notes related to the questions on the back side of this form I L FORGESOLAR GLARE ANALYSIS Project: Finnegan CSG 5MW SAT CSG in Washington County, MN Site configuration: v1 Created 31 Jan, 2024 Updated 31 Jan, 2024 Time -step 1 minute Timezone offset UTC-6 Minimum sun altitude 0.0 deg DNI peaks at 1,000.0 W/m2 Category 1 MW to 5 MW Site ID 110946.19208 Ocular transmission coefficient 0.5 Pupil diameter 0.002 m Eye focal length 0.017 m Sun subtended angle 9.3 mrad PV analysis methodology V2 Summary of Results PV Array Tilt Orient o o PV array 1 SA SA tracking tracking Annual Green Glare Annual Yellow Glare Energy min hr min hr kWh 1,372 22.9 0 0.0 21,740,000.0 Total glare received by each receptor, may include duplicate times of glare from multiple reflective surfaces. Receptor Annual Green Glare Annual Yellow Glare min hr min hr FP 1 1,372 22.9 0 0.0 FP 2 0 0.0 0 0.0 --..... 1.1 Forge Page 1 of 6 Component Data PV Arrays Name: PV array 1 Axis tracking: Single -axis rotation Backtracking: Shade -slope Tracking axis orientation: 180.0° Max tracking angle: 52.0° Resting angle: 0.0° Ground Coverage Ratio: 0.33 Rated power: 8015.0 kW Panel material: Smooth glass with AR coating Reflectivity: Vary with sun Slope error: correlate with material Vertex Latitude (°) Longitude (°) Ground elevation (it) Height above ground (it) Total elevation (it) 1 44.803109 -92.882152 899.64 0.00 899.64 2 44.803125 -92.878440 907.33 0.00 907.33 3 44.799805 -92.878311 894.10 0.00 894.10 4 44.799775 -92.877860 892.82 0.00 892.82 5 44.798329 -92.877839 886.39 0.00 886.39 6 44.798329 -92.880285 885.04 0.00 885.04 7 44.798983 -92.880285 890.07 0.00 890.07 8 44.798983 -92.880757 885.29 0.00 885.29 9 44.799410 -92.881100 885.96 0.00 885.96 10 44.800369 -92.881465 891.54 0.00 891.54 11 44.801039 -92.881680 894.13 0.00 894.13 12 44.801039 -92.882109 888.06 0.00 888.06 Flight Path Receptors Name: FP 1 Description: Threshold height: 50 ft Direction: 156.0° Glide slope: 3.0° Pilot view restricted? Yes Vertical view: 30.W Azimuthal view: 50.0° Point Latitude (°) Longitude (°) Ground elevation (it) Threshold 44.801605-92.922610 800.22 Two-mile 44.828028-92.939171 847.11 Height above ground (it) 50.00 556.54 Total elevation (it) 850.22 1403.65 ..Nmmm■ 1.1 Forge Page 2 of 6 Name: FP 2 Description: Threshold height: 50 ft Direction: 333.6° Glide slope: 3.0° Pilot view restricted? Yes Vertical view: 30.W Azimuthal view: 50.0° Point Latitude (°) Threshold 44.793101 Two-mile 44.767199 Longitude (°) Ground elevation (it) Height above ground (it) -92.916905 803.88 50.00 -92.898781 782.95 624.35 Total elevation (it) 853.88 1407.30 R.I.-MorgeSolar Page 3 of 6 Glare Analysis Results Summary of Results .. .. PV Array Tilt Orient Annual Green Glare min hr PV array 1 SA SA 1,372 22.9 tracking tracking Annual Yellow Glare Energy min hr kWh 0 0.0 21,740,000.0 Total glare received by each receptor, may include duplicate times of glare from multiple reflective surfaces. Receptor Annual Green Glare Annual Yellow Glare min hr min hr FP 1 1,372 22.9 0 0.0 FP 2 0 0.0 0 0.0 PV: PV array 1 Receptor results ordered by category of glare Receptor FP 1 FP 2 Annual Green Glare min hr 1,372 22.9 0 0.0 Annual Yellow Glare min hr 0 0.0 0 0.0 R-1-1orgeSoIar Page 4 of 6 PV array 1 and FP: FP 1 Yellow glare: none Green glare: 1,372 min. Annual Predicted Glare Occurrence .do - 2300 22:00 - 21:00 - 2000 - 19:00 - 10:Oo - 12:00 1em0 - 1s00 - 1a00 - .. 13:00 - 0 O 1200 - = 11:00 - 1000 - 09 00 - oa:oo oi:oo - ae_00 - os_00 - 04:00 - . 00 - 02 00 - 0100 - . 00 Day of year � Low potential for temporary after -image Potential for temporary after -image Hazard olot for ov-arrav-1 and 10-� � • i r�� ID-r in- W 101 in, Subtended Source Angle (mrad) Potential for After -Image Zone Law Potential for After -Image Zone Permanent Retinal Damage Zone Hazard from Soume Data O Hazard Due to Viewing unfiltered Sun Sampled Annual Glare Reflections on PV Footprint 270 0 -280 -520 -Igo t O -1040 Z 1310 ls7o -1a3o O 660 �3.yq East (ft) r• tow potential for temporary after -image Potential for temporary after -image t• PV Array Footprart PV array 1 and FP: FP 2 No glare found Daily Duration of Glare 60 So 0 40 m rn 0 30 al c c 20 10 0 lac CRo tat pct lAa`I Mtn 0 0 Sec Day of year tow potential for temporary after -image. Potential for temporary after -image Positions Along Path Receiving Glare 10000 sooa 6000 C Y 4000 z 2o0a 0 -2000 -1s000-16000-14000-12000-10000 -soap East (fit) r• Low potential for temporary after -image Potential for temporary after -image r• Path Path Location vs. Time of Glare z E v 1.7s 6 L � 1.5 t Q 1.25 V 1 C ra 0.75 W E 0.s x aL o.2s a D Date M Low potential fortemporary after -image Potential for temporary after -Image R.-I-MorgeSiolar Page 5 of 6 Assumptions "Green" glare is glare with low potential to cause an after -image (flash blindness) when observed prior to a typical blink response time. "Yellow" glare is glare with potential to cause an after -image (flash blindness) when observed prior to a typical blink response time. Times associated with glare are denoted in Standard time. For Daylight Savings, add one hour. The algorithm does not rigorously represent the detailed geometry of a system; detailed features such as gaps between modules, variable height of the PV array, and support structures may impact actual glare results. However, we have validated our models against several systems, including a PV array causing glare to the air-traffic control tower at Manchester -Boston Regional Airport and several sites in Albuquerque, and the tool accurately predicted the occurrence and intensity of glare at different times and days of the year. Several V1 calculations utilize the PV array centroid, rather than the actual glare spot location, due to algorithm limitations. This may affect results for large PV footprints. Additional analyses of array sub -sections can provide additional information on expected glare. This primarily affects V1 analyses of path receptors. Random number computations are utilized by various steps of the annual hazard analysis algorithm. Predicted minutes of glare can vary between runs as a result. This limitation primarily affects analyses of Observation Point receptors, including ATCTs. Note that the SGHAT/ ForgeSolar methodology has always relied on an analytical, qualitative approach to accurately determine the overall hazard (i.e. green vs. yellow) of expected glare on an annual basis. The analysis does not automatically consider obstacles (either man-made or natural) between the observation points and the prescribed solar installation that may obstruct observed glare, such as trees, hills, buildings, etc. The subtended source angle (glare spot size) is constrained by the PV array footprint size. Partitioning large arrays into smaller sections will reduce the maximum potential subtended angle, potentially impacting results if actual glare spots are larger than the sub -array size. Additional analyses of the combined area of adjacent sub -arrays can provide more information on potential glare hazards. (See previous point on related limitations.) The variable direct normal irradiance (DNI) feature (if selected) scales the user -prescribed peak DNI using a typical clear -day irradiance profile. This profile has a lower DNI in the mornings and evenings and a maximum at solar noon. The scaling uses a clear -day irradiance profile based on a normalized time relative to sunrise, solar noon, and sunset, which are prescribed by a sun -position algorithm and the latitude and longitude obtained from Google maps. The actual DNI on any given day can be affected by cloud cover, atmospheric attenuation, and other environmental factors. The ocular hazard predicted by the tool depends on a number of environmental, optical, and human factors, which can be uncertain. We provide input fields and typical ranges of values for these factors so that the user can vary these parameters to see if they have an impact on the results. The speed of SGHAT allows expedited sensitivity and parametric analyses. The system output calculation is a DNI-based approximation that assumes clear, sunny skies year-round. It should not be used in place of more rigorous modeling methods. Hazard zone boundaries shown in the Glare Hazard plot are an approximation and visual aid based on aggregated research data. Actual ocular impact outcomes encompass a continuous, not discrete, spectrum. Glare locations displayed on receptor plots are approximate. Actual glare -spot locations may differ. Refer to the Help page at www.forgesolar.com/help/ for assumptions and limitations not listed here. Default glare analysis parameters and observer eye characteristics (for reference only): • Analysis time interval: 1 minute • Ocular transmission coefficient: 0.5 • Pupil diameter: 0.002 meters • Eye focal length: 0.017 meters • Sun subtended angle: 9.3 milliradians © Sims Industries d/b/a ForgeSolar, All Rights Reserved. R.I.-MorgeSolar Page 6 of 6 PRELIMINARY STORMWATER MANAGEMENT REPORT Finnegan Solar Project Washington County, Minnesota APRIL 2024 PREPARED FOR: PREPARED BY: Westwood ENTERPRISE ENERGY Preliminary Stormwater Management Report Finnegan Solar Project Washington County, Minnesota Prepared For: Prepared By: Enterprise Energy Westwood Professional Services, Inc. 2925 Dean Parkway, Suite 300 12701 Whitewater Drive, Suite 300 Minneapolis, MN 554i6 Minnetonka, MN 55343 (952) 937-5150 Project Number: Ro052583.00 Date: April 19, 2024 Westwood Preliminary Stormwater Management Report I Finnegan Solar Project April 19, 2024 Table of Contents Introduction.......................................................................................................... 3 DataSources.......................................................................................................... 4 SiteConditions.......................................................................................................5 SiteLocation.........................................................................................................................................5 TopographyDescription.......................................................................................................................5 DrainagePatterns................................................................................................................................. 5 FEMAFlood Zones...............................................................................................................................5 Soils.......................................................................................................................................................5 Landcover.............................................................................................................................................. 5 Requirements........................................................................................................ 6 Construction Stormwater Requirements............................................................................................6 Stormwater Management Requirements............................................................................................6 DrainageImprovements...............................................................................................................6 Methodology.......................................................................................................... 6 Hydrology.............................................................................................................................................. 7 Stormwater Management Approach.......................................................................7 Modeling................................................................................................................ 8 ExistingConditions..............................................................................................................................8 ProposedConditions............................................................................................................................8 Results................................................................................................................... 8 WaterQuantity Analysis......................................................................................................................9 WaterQuality Analysis.........................................................................................................................9 PollutantRemoval.........................................................................................................................9 Stormwater Management Practices......................................................................10 BasinCalculations.............................................................................................................................. io SwaleSizing......................................................................................................................................... 10 Conclusion............................................................................................................ 11 ReferencesCited...................................................................................................12 1 I Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 Tables Table 1: Data Sources Table 2: Stormwater Management Requirements Table 3: Drainage Improvement Sizing Requirements Table 4: Rainfall Table Table 5: Existing Conditions Cover Table 6: Proposed Conditions Cover Table 7: Runoff Rate Summary Table 8: Runoff Volume Summary Table 9: Basin Storage Summary Table 10: Pollutant Removal Table ii: Detailed Basin Requirements Table 12: Proposed Basin Geometry Table 13: Basin Drawdown Summary Table 14: Swale Summary Exhibits Exhibit 1: Location Map Exhibit 2: Base Map Exhibit 3: Soils Map Exhibit 4: Landcover Map Exhibit 5: Existing Drainage Map Exhibit 6: Proposed Drainage Map Appendices Appendix A: NOAA Atlas 14 Precipitation Data Appendix B: Existing Conditions HydroCAD Results Appendix C: Proposed Conditions HydroCAD Results Appendix D: Water Quality Calculations Appendix E: Swale Sizing Calculations Appendix F: FEMA FIRM Panel Appendix G: Stormwater Summary Solar Site Development Memo Appendix H: MPCA Impervious Treatment Requirements 2 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 Introduction The purpose of this report is to summarize the proposed stormwater management for the Finnegan Solar Project ("the project"). This report was prepared to meet water quality and water quantity requirements per the City of Cottage Grove, South Washington Watershed District, and the State of Minnesota, and is intended for submittal to these agencies for permitting review and approval. The project site is proposed within a 155-acre property boundary and will encompass approximately 39.8 acres. The project is located approximately 15 miles southeast of downtown St. Paul in Washington County, Minnesota, with the nearest town being Cottage Grove. Cottage Grove is located directly northwest of the project area. The site's current use is agricultural row crops. The proposed use of the site will be a solar facility with the area below the solar panels assumed to be pervious within Minnesota regulations. The proposed site will consist of 29.1 acres of meadow grasses and 1.6 acres of the new impervious surface including gravel access roads, inverters mounted on concrete pads, 9.1 acres of solar panels, and other associated solar infrastructure. FEMA has completed a study to determine flood hazards for the selected location; the project area contains no FEMA Zone A areas. No preliminary or pending FEMA data was located that will affect the project area. Minimal grading will be proposed on site and existing drainage patterns will be maintained. Stormwater management practices including an infiltration basin are proposed on site to meet the requirements of the City of Cottage Grove, South Washington Watershed District, and the State of Minnesota. Other stormwater measures are proposed to route water through the site include a berm and a swale. 3 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar Data Sources Table 1: Data Sources Task Elevation Landcover Soils Precipitation Site Boundary 2014 Aerial Photography FEMA Flood Zones Format 1-meter DEM Shapefile Shapefile PDF File AutoCAD drawing ArcGIS Map Service PDF; Shapefile Source M nTOPO USDA 2021 Crop Data Layer USGS SSURGO Dataset NOAA Atlas 14 Enterprise Energy USDA FSA FEMA April 19, 2024 Use Offsite Model Elevations Existing Landcover Curve Numbers Design Storms Define Model Extents Reference Reference 4 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 Site Conditions Site Location The project site is proposed within a 155-acre property boundary and will encompass approximately 39.8 acres. The project is located approximately 15 miles southeast of downtown St. Paul in Washington County, Minnesota, with the nearest town being Cottage Grove. Cottage Grove is located directly northwest of the project area. See Exhibit 1 for a map of the project location. Topography Description The existing topographic information used in this analysis was obtained from MnTOPO 1-meter elevation data provided by the Minnesota Department of Natural Resources and the Minnesota Geospatial Information Office. The site is generally flat with slopes around 1%-5% and a small section in the center at a localized high area with steep slopes up to io%. Drainage Patterns Approximately goo acres of offsite runoff enters the site from the north. Onsite runoff is split into 3 drainage areas based on discharge locations and flowpaths. On -site drainage areas are shown in Exhibits 5 & 6. The site has one ultimate discharge location, Seeger Creek, a small intermittent stream that runs through the site and drains directly to the Mississippi River. Discharge locations are shown in Exhibits 5 & 6. FEMA Flood Zones FEMA has completed a study to determine flood hazards for the selected location; the project area is covered by panels 27163CO417E and 27163Co44oE. Panel 27163CO417E can be found in Appendix F, whereas Panel 27163Co44oE has not been printed by FEMA. There are no FEMA Zone A or Zone AE flood hazard areas within the project area. A FEMA Zone A flood hazard area is a ioo-year flood hazard area with no base flood elevation determined. A FEMA Zone AE flood hazard area is a too -year flood hazard area with a base flood elevation determined. No preliminary or pending FEMA changes are proposed within the project area. See Exhibit 2 for the FEMA Zones near the project area. Soils Soils data was obtained from SSURGO and incorporated into the analysis. This dataset provided coverage for the entire site. The site consists primarily of Hydrologic Soil Group (HSG) A soils with some locations with HSG B, C, and D. Type A soils have low runoff potential and high infiltration rates. Type B soils have moderate runoff potential and infiltration rates. Type C soils have moderate runoff potential and low infiltration rates. Type D soils have high runoff potential and low infiltration rates. Low infiltration rates can cause localized flooding in low areas for extended periods on site. See Exhibit 3 for the soils distribution throughout the site. Landcover A review of aerial photographs and the USDA 2021 Crop Data Layer shows that the site is currently used and has historically been used for agricultural row crops. See Exhibit 4 for a map of the landcover throughout the site. 5 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 Requirements State and County requirements have been reviewed for the project. All requirements determined to be relevant to the project are summarized below. Construction Stormwater Requirements Information on the construction stormwater management for the project will be included as a separate study. Stormwater Management Requirements The following requirements need to be met for the project. Table 2: Stormwater Management Requirements Water Quantity Agency Location of Requirements Requirement Post Construction Runoff Rates <_ Pre Construction Runoff State of Rates (2-, 10-, 100- Minnesota MPCA Stormwater Manual year 24-hour events) Post Construction Runoff Rates <_ Pre Stormwater Summary Solar Construction Runoff City of Cottage Site Development Memo Rates (2-, 10-, 100- Grove (Appendix G) year 24-hour events) Water Quality Requirement Other 1.0" of runoff over Infiltration within contributing area 48 hours 50% TSS and 80% TP Removal Drainage Improvements Proposed drainage improvements will be sized per Table 3 below. Table 3: Drainage Improvement Sizing Requirements Drainage Improvement Regulating Agency Requirement Internal Swales EPA 2-year, 24-hour storm for temporary conditions Boundary Berms EPA 2-year, 24-hour storm for temporary conditions Methodology Existing and proposed conditions are modeled in HydroCAD software. HydroCAD is a widely accepted hydrologic and hydraulic modeling package based on TR-20 unit hydrograph equations. It models stormwater runoff discharge rates and velocities from ponds, culverts, outlet control structures, and stream reaches. 6 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 Hydrology Curve Number methodology, based on the NRCS-TR 55 method, was used in the modeling for predicting direct runoff. Curve numbers were assigned by reviewing the soil and landcover for each drainage area. Times of concentration were calculated for each drainage area in HydroCAD using the lag method. The lag method uses the hydraulic length (distance traveled by a drop of water from the most distant part of the subcatchment to the outlet point) and the average land slope (average slope of entire watershed). The weighted curve number along with the lag information is used to get the time of concentration for each drainage area. Atlas 14 precipitation data and the MSE3 rainfall distribution were used for the analysis (Appendix A). Table 4: Rainfall Table Storm Event 2-year 24-hour 10-year 24-hour 100-year 24-hour Rainfall (in) 2.79 4.15 7.38 Stormwater Management Approach A solar project differs greatly from other commercial or residential developments. When constructed, a solar project will include solar panels, at -grade gravel access roads, and other electrical equipment. The panels will be mounted above the ground with a low maintenance perennial meadow grass growing below. While solar projects may require grading, the existing terrain is smoothed to accommodate array installation, rather than significant changes to grades or slopes, and the grading is designed to maintain existing drainage patterns. Access roads are installed at grade and allow for runoff to sheet flow through the proposed meadow cover which provides treatment and reduction in runoff. The proposed vegetation slows the runoff and allows for water to filter into the soils for treatment. Water quality is improved over pre -development conditions due to the land cover's conversion from a higher runoff rate row -crop field to a lower runoff rate meadow grass. Water quality concerns are also minimized due to the low percentage of impervious surfaces, and that runoff from these surfaces filters through the meadow grasses on site prior to discharging. Runoff from the majority of the proposed solar array will sheet flow to a proposed swale along the southern side of the project. The swale will direct runoff to an infiltration basin. Some runoff is expected to flow towards the east, which will be routed along a berm to the swale on the southern side. A small drainage area in the northwest of the site will sheet flow out of the project area. As described in the Minnesota Stormwater Manual, better site design techniques have been incorporated to ensure a site where all impervious surfaces are fully disconnected and routed over grass prior to leaving the site. (http://stormwater.pca.state.mn.us/index.php/Better_site_design). The MPCA has developed a spreadsheet tool to calculate the volume of the stormwater that must be treated on site from solar installations (Appendix H). An infiltration basin is proposed to provide rate control and treatment as needed to meet the requirements of the City of Cottage Grove. An infiltration rate of o.8 in/hour was used in the analysis of the site based on the Type A loamy soils present in the basin location. The storage 7 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 volume provided below the emergency overflow will infiltrate into the soils below the basin for treatment and a reduction in runoff volume. The outlet structures are designed to meet the runoff rate requirements of the site. In addition to typical stormwater management BMPs, the recommended approach for solar projects should include the following: limit the amount of impervious surfaces to reduce runoff, minimize the amount of grading to promote sheet flow, and the planting of the meadow grass on the majority of the site to provide both runoff reduction and treatment. Modeling The site is modeled in existing and proposed conditions in order to complete the water quantity analysis required. Existing Conditions The existing site consists of row crops. Curve numbers were assigned based on the landcover and soil types using the values found in the Minnesota Stormwater Management Manual per City of Cottage Grove requirements, see Table 5 for a summary of existing conditions. Table 5: Existing Conditions Cover Cover CN Area (ac) Row Crops, HSG A 67 27.6 Row Crops, HSG B 78 9.9 Row Crops, HSG D 89 2.3 Total 39.8 Proposed Conditions The use of the site will be a solar facility. The solar panels will be located above grade with meadow grass below the proposed array. Gravel access roads and inverters are included in the impervious areas. Curve number values are derived from the Minnesota Stormwater Management Manual per City of Cottage Grove requirements. See Table 6 below for a summary of proposed conditions. Table 6: Proposed Conditions Cover Cover CN Area (ac) Meadow, HSG A 39 26.9 Meadow, HSG B 61 9.0 Meadow, HSG D 80 2.3 Roads and Inverters 98 1.6 Total 39.8 Results The results of the various analyses are described below. 8 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 Water Quantity Analysis Stormwater quantity calculations for the site were prepared using HydroCAD. As indicated in the Stormwater Summary Solar Site Development Memo (Appendix G), the MSE3 rainfall distribution was used along with Atlas-14 precipitation data. The proposed site meets the rate control requirements of the City of Cottage Grove. Tables 7 and 8 show a summary of the runoff rates and volumes for the required storm events at each site discharge locations. Calculations are included in Appendices B & C. Table 7: Runoff Rate Summary Location 2-year Runoff (cfs) 10-year Runoff (cfs) 100-year Runoff (cfs) Existing Proposed Existing Proposed Existing Proposed 15.3 1.0 38.7 1.9 107.5 4.9 Table 8: Runoff Volume Summary Location 2-year Runoff (af) 10-year Runoff (af) 100-year Runoff (af) Existing Proposed Existing Proposed Existing Proposed 2.2 0.2 5.0 0.5 13.5 2.4 Water Quality Analysis Stormwater quality calculations for the site were prepared using the P8 Urban Catchment Model. Treatment of the stormwater quality volume for the site will be provided within Drainage Area 2 from the proposed infiltration basin. The basin has been sized to retain and infiltrate 1" of runoff over the proposed impervious surfaces and partial imperviousness from the solar panels, per the state requirement. Table 9 shows the required and provided storage volumes for each discharge location. Calculations can be found in Appendix H. Table 9: Basin Storage Summary Basin ID Proposed Impervious (ac) P2 1.6 Required Storage Volume Provided Storage Volume (ac-ft) (ac-ft) 0.3 1.1 Pollutant Removal The City of Cottage Grove requires that new development reduce the total suspended solids (TSS) load by 8o% and total phosphorous (TP) load by 50%. Per South Washington Watershed District requirements, the TSS and TP removal from the site overland flow were calculated for the project using the P8 Urban Catchment Model program. Additional specifications for P8 modeling were adhered to per the Stormwater Summary Solar Site Development Memo (Appendix G). For the existing conditions, weighted curve numbers were used to represent the existing row crop vegetation for each corresponding watershed and HSG. For the proposed conditions, weighted curve numbers were used to represent the proposed meadow grass vegetation for each corresponding surfaces on site, including aggregate access roads, inverters, and solar panels. The runoff generated from the solar panels will flow to the edge of the panels and be allowed to drip onto the pervious meadow vegetation below. The results of the TSS and TP analyses can be found in Appendix D and Table 10 below. 9 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 Table 10: Pollutant Removal Pollutant Load In (Ibs) Load Out (Ibs) Load Reduction (%) TSS 6,536 136 97.9 TP 31.6 0.8 97.5 Stormwater Management Practices Basin Calculations The proposed basins must meet various state requirements. See Table 11 below for a summary of the basin design factors. Table 11: Detailed Basin Requirements Item Requirement Depth 3.2' maximum dead storage depth Primary Outlet 12" CMP culvert Secondary Outlet Emergency Overflow Spillway Drawdown Time Max. 48 hours The results of the MPCA spreadsheet show the site is meeting the requirements based on the solar panels being allowed to sheet flow over the pervious ground and the addition of the infiltration basin. One basin is also provided to make up the remainder of the volume required and exceeds the required volume. Tables 12 and 13 summarize the proposed basins on site. Calculations can be found in Appendix H. Table 12: Proposed Basin Geometry Basin ID Type Bottom Outlet Emergency Top Elevation Elevation (ft) Elevation (ft) Overflow (ft) Elevation (ft) P2 Infiltration 882 885 886 886.5 Table 13: Basin Drawdown Summary Basin Proposed Depth of Dead Storage Infiltration Rate Drawdown Time (ft) (in/hr) (hours) P2 3.0 0.8 45 Swale Sizing A swale is proposed to avoid flooding of proposed infrastructure and route water to proposed basins. The swale is sized to safely pass the ioo-year 24-hour rainfall events for construction conditions. HydroCAD was used to size the proposed swale. Calculations can be found in Appendix E. Lining materials were chosen based on shear stress through the proposed swales. Table 14 summarizes the proposed swale. See civil plans for swale location. 10 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 Table 14: Swale Summary Location Bottom Width (ft) Depth (ft) Side Slopes Shear Stress (lb/sf) Lining Material Swale 1 5 1.0 4:1 2.1 EroNet P300* *Or approved equal Conclusion The proposed site was designed to meet the water quality and quantity requirements of the City of Cottage Grove, South Washington Watershed District, and the State of Minnesota. The proposed site consists of one proposed infiltration basin, one swale, and one berm in order to maintain existing drainage patterns, reduce runoff rates, and provide required treatment volumes. Minimal grading on site and the proposed swale maintain existing drainage areas throughout the site. The proposed vegetative cover below the array and infiltration basin reduce runoff rates for the final conditions. 11 1 Confidential and Proprietary. TBPLS Firm #10074302 Preliminary Stormwater Management Report I Finnegan Solar April 19, 2024 References Cited National Engineering Handbook, Part 63o Hydrology. Chapter 9 Hydrologic Soil -Cover Complexes. USDA. NRCS. 210-VI-NEH, July 2004 USDA Geospatial Data Gateway, 3-meter NED, Elevation data, Accessed March 2024, https://datagateway.nres.usda.gov/ Web Soil Survey. Retrieved March 2024, from https://websoilsurvey.se.egov.usda.gov/App/WebSoilSurvey-aspx NOAA, & Service, N. W. AHPS Precipitation Analysis. Retrieved March 2024, from http://water.weather.gov/precip/download.php USGS. USGS Water Resources: About USGS Water Resources. Retrieved March 2024, from https://water.usgs.gov/GIS/huc.html USDA 2021 Crop Data Layer, Landcover data, retrieved March 2024, from https: //www.nass.usda.gov/ Research_and_Science/Cropland/SARS ia.php FEMA Flood Insurance Rate Maps, retrieved April 2024 from https://msc.fema.gov/portal/advanceSearch*searchresultsanchor 12 1 Confidential and Proprietary. TBPLS Firm #10074302 Exhibits i�i'■i ■■ �j A Blip i R 1■■ i� ��i��►;� MME :i il lip, o iim t AI ■ vFEES �:�� ■1 Jim- o� U 0 w g any SI-N Keats Ave S m v /O J any leap O w / U � m / 2 i / O C� � U Y Q°1 III m os ,• U II � ill I� � I ay9 I �1y Q y V' g`,N II�VI L ova z Z � � r$ I I � n� Y u) eny LL LL w D 0 Z 0 A 7 3"; r M w b rift• i JP A •_ � 11 4.;-vAv - � r N N il i n`g+ .Ave-S_ .Mir r 1 Fj Manning:Aye S - Mannin g:AVeS - • 41 N N L L ; r m f • I I r i { ag y •� r, gr y N " L k i, I N N 1 ¢( 1 1 . M • N o a $ m z co O p O a o � � vz L N o �N f Ln 2 W Q ii v w z o � i ai 000 - s L66 w II gi _ ®1 -v /m \ / o o- c� ao o -Vm3W Woe - s _ �O a I0 11111 I�i z op o � V � 0 N � O V � O m v 0 O L m �a� Appendix A NOAA Atlas 14 Rainfall Data NOAA Atlas 14, Volume 8, Version 2 14 Location name: Cottage Grove, Minnesota, USA* in, Latitude: 44.8008*, Longitude:-92.8775° Elevation: 900 ft** 'source: ESRI Maps "source. USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)` Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.358 0.424 0.537 0.636 0.778 0.893 1.01 1.14 1.31 1.45 (0.278-0.465) (0.329-0.551) (0.415-0.700) (0.488-0.830) (0.581-1.04) (0.651-1.21) (0.714-1.39) (0.771-1.59) (0.856-1.86) (0.919-2.07) 0.524 0.621 0.786 0.931 1.14 1.31 1.48 1.67 1.92 2.12 10-min (0.406-0.681) (0.481-0.808) (0.608-1.02) (0.715-1.22) (0.851-1.53) (0.953-1.77) (1.04-2.03) 1 (1.13-2.32) (1.25-2.72) 11 (1.35-3.02) 0.639 0.757 0.959 1.14 1.39 1.59 1.81 2.03 2.34 2.59 15-min (0.496-0.830) (0.587-0.985) (0.741-1.25) (0.872-1.48) (1.04-1.86) (1.16-2.15) (1.28-2.48) 1 (1.38-2.83) (1.53-3.32) (1.64-3.69) 0.894 1.06 1.36 1.61 1.98 2.27 2.58 2.91 3.35 3.70 30-min (0.694-1.16) 1 (0.826-1.39) 1 (1.05-1.77) 11 (1.24-2.10) (1.48-2.66) (1.66-3.07) (1.82-3.54) 1 (1.97-4.05) (2.19-4.75) (2.35-5.28) 1.17 1.38 1.76 2.12 2.66 3.13 3.63 4.17 4.95 5.58 60-min (0.907-1.52) 1 (1.07-1.80) 1 (1.36-2.30) 11 (1.63-2.77) (2.01-3.62) (2.29-4.26) (2.57-5.01) (2.84-5.85) (3.24-7.05) (3.54-7.96) 2-hr 1.44 (1.13-1.85) 1.70 1 (1.33-2.18) 2.17 (1.70-2.80) 2.63 11 (2.05-3.39) 3.35 (2.57-4.53) 3.98 (2.96-5.38) 4.67 (3.35-6.41) 5.43 1 (3.74-7.57) 6.54 (4.33-9.26) 7.46 (4.78-10.5) 8.98 1.61 1.88 2.41 2.94 3.80 4.57 5.42 6.39 7.80 3-hr (1.28-2.06) 1 (1.49-2.40) 1 (1.90-3.08) 11 (2.30-3.76) (2.94-5.13) (3.43-6.17) (3.93-7.43) 1 (4.44-8.88) (5.21-11.0) (5.79-12.6) 1.89 2.19 2.80 3.42 4.46 5.41 6.47 7.68 9.48 11.0 6-hr (1.52-2.38) 1 (1.75-2.75) 1 (2.23-3.52) 11 (2.72-4.33) (3.51-5.99) (4.12-7.24) (4.75-8.79) (5.40-10.6) (6.40-13.3) (7.15-15.3) 2.12 2.48 3.18 3.86 4.96 5.93 7.01 8.22 9.98 11.4 12-hr (1.72-2.64) 1 (2.01-3.08) 1 (2.57-3.96) 11 (3.11-4.82) (3.93-6.52) (4.56-7.81) (5.19-9.38) 1 (5.83-11.2) (6.80-13.8) (7.53-15.8) 2.46 2.79 3.47 4.15 5.26 6.26 7.38 8.64 10.5 12.0 24-hr (2.02-3.01) 1 (2.30-3.42) 1 (2.84-4.26) 1 1(4.23-6.84)11(4.88-8.16)11(5.54-9.77) 1 (6.20-11.6) (7.23-14.4) (8.01-16.5) 2.85 3.17 3.82 4.49 5.60 6.61 7.75 9.05 11.0 12.6 2-day (2.38-3.44) 1 (2.64-3.82) 1 (3.17-4.62) 11 (3.70-5.45) (4.56-7.19) (5.22-8.51) (5.89-10.2) 1 (6.58-12.1) (7.64-14.9) (8.45-17.1) 3.13 3.44 4.07 4.74 5.85 6.87 8.03 9.34 11.3 12.9 3-day (2.63-3.75) 1 (2.88-4.12) 1 (3.41-4.89) 11 (3.94-5.71) (4.81-7.46) (5.46-8.78) (6.14-10.4) 1 (6.84-12.4) (7.93-15.3) (8.75-17.4) 3.36 3.67 4.32 4.99 6.11 7.13 8.28 9.60 11.5 13.2 4-day (2.84-4.00) 1 (3.10-4.37) 1 (3.63-5.16) 11 (4.17-5.98) (5.04-7.73) (5.69-9.06) (6.37-10.7) (7.06-12.7) (8.13-15.5) (8.95-17.7) 3.90 4.29 5.04 5.77 6.93 7.94 9.07 10.3 12.1 13.6 7-day (3.33-4.59) 1 (3.66-5.06) 1 (4.29-5.95) 11 (4.88-6.84) (5.74-8.60) (6.38-9.92) (7.02-11.6) (7.63-13.4) (8.61-16.1) (9.35-18.2) 4.40 4.88 5.73 6.52 7.72 8.74 9.84 11.0 12.7 14.1 10-day (3.79-5.15) (4.19-5.70) (4.91-6.72) 11 (5.55-7.67) (6.40-9.45) (7.05-10.8) (7.64-12.4) (8.19-14.2) (9.07-16.8) (9.73-18.7) 5.97 6.65 7.78 8.74 10.1 11.1 12.2 13.3 14.9 16.0 20-day (5.21-6.88) (5.80-7.67) (6.76-8.99) 11 (7.54-10.1) (8.40-12.0) (9.06-13.5) (9.57-15.1) (9.98-16.9) (10.6-19.3) (11.2-21.0) 7.38 8.22 9.59 10.7 12.2 13.3 14.4 15.5 16.9 18.0 30-day (6.49-8.43) (7.22-9.40) 1 (8.39-11.0) 11 (9.30-12.3) (10.2-14.3) (10.9-15.9) (11.3-17.6) 1 (11.6-19.4) (12.2-21.7) (12.6-23.5) 9.24 10.3 12.0 13.3 15.0 16.2 17.4 18.5 19.8 20.7 45-day (8.19-10.5) (9.13-11.7) 1 (10.6-13.6) 11 (11.7-15.2) (12.6-17.4) (13.3-19.1) (13.7-21.0) (13.9-22.8) (14.3-25.1) (14.6-26.9) 10.9 12.1 14.1 15.6 17.5 18.8 20.0 21.1 22.4 23.2 60-day (9.70-12.2) (10.8-13.7) (12.5-15.9) (13.7-17.7) (14.7-20.1) (15.5-22.0) (15.9-24.0) (16.0-26.0) (16.2-28.3) J1 (16.4-30.0) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. backto lop PF graphical 20 C a 5 N" 20 c 0. 5 =&I PDS-based depth -duration -frequency (DDF) curves Latitude:44.80081, Longitude:-92.87751 C C C C C L L L L L E E E E E rw rh +b ni � � rn w duration 7 r6 r6 r6 rp rp rp rp +u rp 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume S, Version 2 Created (GMT): Fri Mar 29 20-17:45 2024 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) - 1 2 5 — 10 25 50 100 200 500 1000 Duration — 5-min — 2-day — I0-min — 3-day 15-min — 4-day — 315-min — 7-day — 60-min — 1O-day — 2-nr — 20-eay — 3-rr — 3"ay — 6-hr — 45-day — 12-hr — 6"ay — 241hr Lar a scale terrain e-alr Saintclrud OW Minneapolis + SaintPaul • I Large scale map Eau Claire St Clou€I �a frillm it Minneapo a Ili Wisconsinl Eau Claire Rnchesh:r 't, — 100km L a C ros.:a 6 mi OF a Austi Large scale aerial Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer Appendix B Existing Conditions HydroCAD Results 1 ES Existing Conditions 1E 2ES 2 S 3ES 3ES 1ER 1ER Subca Reach and Link Routing Diagram for 2024-04-19 Finnegan Pre -Post Sizing Prepared by Westwood Professional Services, Printed 4/19/2024 HydroCADO 10.20-2d s/n 02396 © 2021 HydroCAD Software Solutions LLC 2024-04-19 Finnegan Pre -Post Sizing Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 2 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 27.600 67 Row crops, straight row, Good, HSG A (1 ES, 2ES, 3ES) 9.900 78 Row crops, straight row, Good, HSG B (1 ES, 2ES, 3ES) 2.300 89 Row crops, straight row, Good, HSG D (1 ES, 2ES) 39.800 71 TOTAL AREA 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 2-yr Rainfall=2.79" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 ES: 1 ES Runoff = 2.76 cfs @ 12.23 hrs, Volume= 0.200 af, Depth= 0.52" Routed to Reach 1 ER : 1 ER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.79" Area (ac) CN Description 0.100 89 Row crops, straight row, Good, HSG D 0.200 78 Row crops, straight row, Good, HSG B 4.300 67 Row crops, straight row, Good, HSG A 4.600 68 Weighted Average 4.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 400 0.0300 0.54 Lag/CN Method, Summary for Subcatchment 2ES: 2ES Runoff = 11.57 cfs @ 12.70 hrs, Volume= 1.560 af, Depth= 0.73" Routed to Reach 1 ER : 1 ER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.79" Area (ac) CN Description 14.600 67 Row crops, straight row, Good, HSG A 8.800 78 Row crops, straight row, Good, HSG B 2.200 89 Row crops, straight row, Good, HSG D 25.600 73 Weighted Average 25.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.1 1,900 0.0200 0.69 Lag/CN Method, Summary for Subcatchment 3ES: 3ES Runoff = 3.78 cfs @ 12.47 hrs, Volume= 0.417 af, Depth= 0.52" Routed to Reach 1 ER : 1 ER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.79" 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 2-yr Rainfall=2.79" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 4 Area (ac) CN Description 8.700 67 Row crops, straight row, Good, HSG A 0.900 78 Row crops, straight row, Good, HSG B 9.600 68 Weighted Average 9.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 710 0.0150 0.43 Lag/CN Method, Summary for Reach 1 ER: 1 ER Inflow Area = 39.800 ac, 0.00% Impervious, Inflow Depth = 0.66" for 2-yr event Inflow = 15.30 cfs @ 12.63 hrs, Volume= 2.177 of Outflow = 15.30 cfs @ 12.63 hrs, Volume= 2.177 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 10-yr Rainfall=4.15" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 ES: 1 ES Runoff = 8.09 cfs @ 12.22 hrs, Volume= 0.499 af, Depth= 1.30" Routed to Reach 1 ER : 1 ER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.15" Area (ac) CN Description 0.100 89 Row crops, straight row, Good, HSG D 0.200 78 Row crops, straight row, Good, HSG B 4.300 67 Row crops, straight row, Good, HSG A 4.600 68 Weighted Average 4.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 400 0.0300 0.54 Lag/CN Method, Summary for Subcatchment 2ES: 2ES Runoff = 28.15 cfs @ 12.66 hrs, Volume= 3.490 af, Depth= 1.64" Routed to Reach 1 ER : 1 ER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.15" Area (ac) CN Description 14.600 67 Row crops, straight row, Good, HSG A 8.800 78 Row crops, straight row, Good, HSG B 2.200 89 Row crops, straight row, Good, HSG D 25.600 73 Weighted Average 25.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.1 1,900 0.0200 0.69 Lag/CN Method, Summary for Subcatchment 3ES: 3ES Runoff = 10.99 cfs @ 12.43 hrs, Volume= 1.041 af, Depth= 1.30" Routed to Reach 1 ER : 1 ER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.15" 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 10-yr Rainfall=4.15" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 6 Area (ac) CN Description 8.700 67 Row crops, straight row, Good, HSG A 0.900 78 Row crops, straight row, Good, HSG B 9.600 68 Weighted Average 9.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 710 0.0150 0.43 Lag/CN Method, Summary for Reach 1 ER: 1 ER Inflow Area = 39.800 ac, 0.00% Impervious, Inflow Depth = 1.52" for 10-yr event Inflow = 38.68 cfs @ 12.56 hrs, Volume= 5.030 of Outflow = 38.68 cfs @ 12.56 hrs, Volume= 5.030 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 100-yr Rainfall=7.38" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1 ES: 1 ES Runoff = 24.08 cfs @ 12.21 hrs, Volume= 1.426 af, Depth= 3.72" Routed to Reach 1 ER : 1 ER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (ac) CN Description 0.100 89 Row crops, straight row, Good, HSG D 0.200 78 Row crops, straight row, Good, HSG B 4.300 67 Row crops, straight row, Good, HSG A 4.600 68 Weighted Average 4.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 400 0.0300 0.54 Lag/CN Method, Summary for Subcatchment 2ES: 2ES Runoff = 75.55 cfs @ 12.64 hrs, Volume= 9.098 af, Depth= 4.26" Routed to Reach 1 ER : 1 ER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (ac) CN Description 14.600 67 Row crops, straight row, Good, HSG A 8.800 78 Row crops, straight row, Good, HSG B 2.200 89 Row crops, straight row, Good, HSG D 25.600 73 Weighted Average 25.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.1 1,900 0.0200 0.69 Lag/CN Method, Summary for Subcatchment 3ES: 3ES Runoff = 33.31 cfs @ 12.40 hrs, Volume= 2.976 af, Depth= 3.72" Routed to Reach 1 ER : 1 ER Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 100-yr Rainfall=7.38" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 8 Area (ac) CN Description 8.700 67 Row crops, straight row, Good, HSG A 0.900 78 Row crops, straight row, Good, HSG B 9.600 68 Weighted Average 9.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 710 0.0150 0.43 Lag/CN Method, Summary for Reach 1 ER: 1 ER Inflow Area = 39.800 ac, 0.00% Impervious, Inflow Depth = 4.07" for 100-yr event Inflow = 107.52 cfs @ 12.52 hrs, Volume= 13.500 of Outflow = 107.52 cfs @ 12.52 hrs, Volume= 13.500 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Appendix C Proposed Conditions HydroCAD Results 1 PS Proposed Conditions 1 P 2PS 2PS 3TR 3 R D4D(Z Z2P 3PS 2P 1PR 1PR Subca Reach and Link Routing Diagram for 2024-04-19 Finnegan Pre -Post Sizing Prepared by Westwood Professional Services, Printed 4/19/2024 HydroCADO 10.20-2d s/n 02396 © 2021 HydroCAD Software Solutions LLC 2024-04-19 Finnegan Pre -Post Sizing Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 2 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 26.890 39 Meadow, non -grazed, HSG A (1 PS, 2PS) 9.050 61 Meadow, non -grazed, HSG B (1 PS, 2PS, 3PS) 2.300 80 Meadow, non -grazed, HSG D (1 PS, 2PS) 1.560 98 Unconnected pavement, HSG A (1 PS, 2PS, 3PS) 39.800 49 TOTAL AREA 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 2-yr Rainfall=2.79" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 PS: 1 PS Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Reach 1 PR : 1 PR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.79" Area (ac) CN Description 4.300 39 Meadow, non -grazed, HSG A 0.190 61 Meadow, non -grazed, HSG B 0.100 80 Meadow, non -grazed, HSG D 0.010 98 Unconnected pavement, HSG A 4.600 41 Weighted Average 4.590 99.78% Pervious Area 0.010 0.22% Impervious Area 0.010 100.00% Unconnected Tc (min) Length (feet) Slope (ft/ft) Velocity Capacity Description (ft/sec) (cfs) 24.9 400 0.0300 0.27 Lag/CN Method, Summary for Subcatchment 2PS: 2PS Runoff = 0.10 cfs @ 15.90 hrs, Volume= 0.067 af, Depth= 0.02" Routed to Reach 3TR : 3TR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.79" Area (ac) CN Adj Description 22.590 39 Meadow, non -grazed, HSG A 8.150 61 Meadow, non -grazed, HSG B 2.200 80 Meadow, non -grazed, HSG D 0.260 98 Unconnected pavement, HSG A 33.200 48 47 Weighted Average, UI Adjusted 32.940 99.22% Pervious Area 0.260 0.78% Impervious Area 0.260 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 88.1 1,900 0.0200 0.36 Lag/CN Method, Summary for Subcatchment 3PS: 3PS Runoff = 0.98 cfs @ 13.61 hrs, Volume= 0.236 af, Depth= 1.41" Routed to Reach 1 PR : 1 PR 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 2-yr Rainfall=2.79" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-yr Rainfall=2.79" Area (ac) CN Description 0.000 39 Meadow, non -grazed, HSG A 0.710 61 Meadow, non -grazed, HSG B 1.290 98 Unconnected pavement, HSG A 2.000 85 Weighted Average 0.710 35.50% Pervious Area 1.290 64.50% Impervious Area 1.290 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 120.8 8,403 0.0150 1.16 Lag/CN Method, Summary for Reach 1 PR: 1 PR Inflow Area = 39.800 ac, 3.92% Impervious, Inflow Depth = 0.07" for 2-yr event Inflow = 0.98 cfs @ 13.61 hrs, Volume= 0.236 of Outflow = 0.98 cfs @ 13.61 hrs, Volume= 0.236 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 3TR: 3TR Inflow Area = 33.200 ac, 0.78% Impervious, Inflow Depth = 0.02" for 2-yr event Inflow = 0.10 cfs @ 15.90 hrs, Volume= 0.067 of Outflow = 0.10 cfs @ 16.53 hrs, Volume= 0.067 af, Atten= 2%, Lag= 38.2 min Routed to Pond 2P : 2P Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 0.43 fps, Min. Travel Time= 22.3 min Avg. Velocity = 0.29 fps, Avg. Travel Time= 33.0 min Peak Storage= 127 cf @ 16.16 hrs Average Depth at Peak Storage= 0.04' , Surface Width= 5.34' Bank -Full Depth= 1.00' Flow Area= 9.0 sf, Capacity= 25.25 cfs 5.00' x 1.00' deep channel, n= 0.034 Side Slope Z-value= 4.07 Top Width= 13.00' Length= 580.0' Slope= 0.0069 7' Inlet Invert= 889.00', Outlet Invert= 885.00' 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 2-yr Rainfall=2.79" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: 2P Inflow Area = 33.200 ac, 0.78% Impervious, Inflow Depth = 0.02" for 2-yr event Inflow = 0.10 cfs @ 16.53 hrs, Volume= 0.067 of Outflow = 0.09 cfs @ 19.39 hrs, Volume= 0.067 af, Atten= 6%, Lag= 171.1 min Discarded = 0.09 cfs @ 19.39 hrs, Volume= 0.067 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Reach 1 PR : 1 PR Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Reach 1 PR : 1 PR Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 882.03' @ 19.39 hrs Surf.Area= 0.179 ac Storage= 0.006 of Plug -Flow detention time= 44.7 min calculated for 0.067 of (100% of inflow) Center -of -Mass det. time= 44.7 min ( 1,241.1 - 1,196.4 ) Volume Invert Avail.Storage Storage Description #1 882.00' 4.972 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 882.00 0.178 0.000 0.000 883.00 0.226 0.202 0.202 884.00 0.277 0.251 0.453 885.00 1.051 0.664 1.118 886.00 3.133 2.092 3.210 886.50 3.918 1.763 4.972 Device Routing Invert Outlet Devices #1 Primary 885.00' 12.0" Round Culvert L= 20.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 885.00' / 884.50' S= 0.0250 7' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.79 sf #2 Secondary 886.00' 50.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Discarded 882.00' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.05' Discarded OutFlow Max=0.09 cfs @ 19.39 hrs HW=882.03' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=882.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=882.00' (Free Discharge) L2= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 10-yr Rainfall=4.15" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 PS: 1 PS Runoff = 0.11 cfs @ 13.36 hrs, Volume= 0.040 af, Depth= 0.10" Routed to Reach 1 PR : 1 PR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.15" Area (ac) CN Description 4.300 39 Meadow, non -grazed, HSG A 0.190 61 Meadow, non -grazed, HSG B 0.100 80 Meadow, non -grazed, HSG D 0.010 98 Unconnected pavement, HSG A 4.600 41 Weighted Average 4.590 99.78% Pervious Area 0.010 0.22% Impervious Area 0.010 100.00% Unconnected Tc (min) Length (feet) Slope (ft/ft) Velocity Capacity Description (ft/sec) (cfs) 24.9 400 0.0300 0.27 Lag/CN Method, Summary for Subcatchment 2PS: 2PS Runoff = 2.28 cfs @ 13.71 hrs, Volume= 0.754 af, Depth= 0.27" Routed to Reach 3TR : 3TR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.15" Area (ac) CN Adj Description 22.590 39 Meadow, non -grazed, HSG A 8.150 61 Meadow, non -grazed, HSG B 2.200 80 Meadow, non -grazed, HSG D 0.260 98 Unconnected pavement, HSG A 33.200 48 47 Weighted Average, UI Adjusted 32.940 99.22% Pervious Area 0.260 0.78% Impervious Area 0.260 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 88.1 1,900 0.0200 0.36 Lag/CN Method, Summary for Subcatchment 3PS: 3PS Runoff = 1.83 cfs @ 13.57 hrs, Volume= 0.432 af, Depth= 2.59" Routed to Reach 1 PR : 1 PR 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 10-yr Rainfall=4.15" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-yr Rainfall=4.15" Area (ac) CN Description 0.000 39 Meadow, non -grazed, HSG A 0.710 61 Meadow, non -grazed, HSG B 1.290 98 Unconnected pavement, HSG A 2.000 85 Weighted Average 0.710 35.50% Pervious Area 1.290 64.50% Impervious Area 1.290 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 120.8 8,403 0.0150 1.16 Lag/CN Method, Summary for Reach 1 PR: 1 PR Inflow Area = 39.800 ac, 3.92% Impervious, Inflow Depth = 0.14" for 10-yr event Inflow = 1.93 cfs @ 13.56 hrs, Volume= 0.472 of Outflow = 1.93 cfs @ 13.56 hrs, Volume= 0.472 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 3TR: 3TR Inflow Area = 33.200 ac, 0.78% Impervious, Inflow Depth = 0.27" for 10-yr event Inflow = 2.28 cfs @ 13.71 hrs, Volume= 0.754 of Outflow = 2.26 cfs @ 13.92 hrs, Volume= 0.754 af, Atten= 1 %, Lag= 12.5 min Routed to Pond 2P : 2P Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 1.36 fps, Min. Travel Time= 7.1 min Avg. Velocity = 0.59 fps, Avg. Travel Time= 16.5 min Peak Storage= 965 cf @ 13.80 hrs Average Depth at Peak Storage= 0.27' , Surface Width= 7.18' Bank -Full Depth= 1.00' Flow Area= 9.0 sf, Capacity= 25.25 cfs 5.00' x 1.00' deep channel, n= 0.034 Side Slope Z-value= 4.07 Top Width= 13.00' Length= 580.0' Slope= 0.0069 7' Inlet Invert= 889.00', Outlet Invert= 885.00' 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 10-yr Rainfall=4.15" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 8 Summary for Pond 2P: 2P Inflow Area = 33.200 ac, 0.78% Impervious, Inflow Depth = 0.27" for 10-yr event Inflow = 2.26 cfs @ 13.92 hrs, Volume= 0.754 of Outflow = 0.32 cfs @ 22.37 hrs, Volume= 0.637 af, Atten= 86%, Lag= 506.9 min Discarded = 0.32 cfs @ 22.37 hrs, Volume= 0.637 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Reach 1 PR : 1 PR Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Reach 1 PR : 1 PR Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 884.16' @ 22.37 hrs Surf.Area= 0.400 ac Storage= 0.507 of Plug -Flow detention time= 820.2 min calculated for 0.637 of (84% of inflow) Center -of -Mass det. time= 754.8 min ( 1,760.1 - 1,005.3 ) Volume Invert Avail.Storage Storage Description #1 882.00' 4.972 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 882.00 0.178 0.000 0.000 883.00 0.226 0.202 0.202 884.00 0.277 0.251 0.453 885.00 1.051 0.664 1.118 886.00 3.133 2.092 3.210 886.50 3.918 1.763 4.972 Device Routing Invert Outlet Devices #1 Primary 885.00' 12.0" Round Culvert L= 20.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 885.00' / 884.50' S= 0.0250 7' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.79 sf #2 Secondary 886.00' 50.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Discarded 882.00' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.05' Discarded OutFlow Max=0.32 cfs @ 22.37 hrs HW=884.16' (Free Discharge) L3=Exfiltration (Exfiltration Controls 0.32 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=882.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=882.00' (Free Discharge) L2= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 100-yr Rainfall=7.38" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1 PS: 1 PS Runoff = 3.53 cfs @ 12.45 hrs, Volume= 0.411 af, Depth= 1.07" Routed to Reach 1 PR : 1 PR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (ac) CN Description 4.300 39 Meadow, non -grazed, HSG A 0.190 61 Meadow, non -grazed, HSG B 0.100 80 Meadow, non -grazed, HSG D 0.010 98 Unconnected pavement, HSG A 4.600 41 Weighted Average 4.590 99.78% Pervious Area 0.010 0.22% Impervious Area 0.010 100.00% Unconnected Tc (min) Length (feet) Slope (ft/ft) Velocity Capacity Description (ft/sec) (cfs) 24.9 400 0.0300 0.27 Lag/CN Method, Summary for Subcatchment 2PS: 2PS Runoff = 20.01 cfs @ 13.36 hrs, Volume= 4.430 af, Depth= 1.60" Routed to Reach 3TR : 3TR Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (ac) CN Adj Description 22.590 39 Meadow, non -grazed, HSG A 8.150 61 Meadow, non -grazed, HSG B 2.200 80 Meadow, non -grazed, HSG D 0.260 98 Unconnected pavement, HSG A 33.200 48 47 Weighted Average, UI Adjusted 32.940 99.22% Pervious Area 0.260 0.78% Impervious Area 0.260 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 88.1 1,900 0.0200 0.36 Lag/CN Method, Summary for Subcatchment 3PS: 3PS Runoff = 3.94 cfs @ 13.56 hrs, Volume= 0.936 af, Depth= 5.62" Routed to Reach 1 PR : 1 PR 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 100-yr Rainfall=7.38" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 10 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-yr Rainfall=7.38" Area (ac) CN Description 0.000 39 Meadow, non -grazed, HSG A 0.710 61 Meadow, non -grazed, HSG B 1.290 98 Unconnected pavement, HSG A 2.000 85 Weighted Average 0.710 35.50% Pervious Area 1.290 64.50% Impervious Area 1.290 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 120.8 8,403 0.0150 1.16 Lag/CN Method, Summary for Reach 1 PR: 1 PR Inflow Area = 39.800 ac, 3.92% Impervious, Inflow Depth = 0.72" for 100-yr event Inflow = 4.86 cfs @ 13.43 hrs, Volume= 2.392 of Outflow = 4.86 cfs @ 13.43 hrs, Volume= 2.392 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 3TR: 3TR Inflow Area = 33.200 ac, 0.78% Impervious, Inflow Depth = 1.60" for 100-yr event Inflow = 20.01 cfs @ 13.36 hrs, Volume= 4.430 of Outflow = 19.97 cfs @ 13.46 hrs, Volume= 4.430 af, Atten= 0%, Lag= 5.9 min Routed to Pond 2P : 2P Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 2.63 fps, Min. Travel Time= 3.7 min Avg. Velocity = 0.94 fps, Avg. Travel Time= 10.3 min Peak Storage= 4,408 cf @ 13.40 hrs Average Depth at Peak Storage= 0.89' , Surface Width= 12.11' Bank -Full Depth= 1.00' Flow Area= 9.0 sf, Capacity= 25.25 cfs 5.00' x 1.00' deep channel, n= 0.034 Side Slope Z-value= 4.07 Top Width= 13.00' Length= 580.0' Slope= 0.0069 7' Inlet Invert= 889.00', Outlet Invert= 885.00' 2024-04-19 Finnegan Pre -Post Sizing MSE 24-hr 3 100-yr Rainfall=7.38" Prepared by Westwood Professional Services Printed 4/19/2024 HydroCAD®10.20-2d s/n 02396 ©2021 HydroCAD Software Solutions LLC Page 11 Summary for Pond 2P: 2P Inflow Area = 33.200 ac, 0.78% Impervious, Inflow Depth = 1.60" for 100-yr event Inflow = 19.97 cfs @ 13.46 hrs, Volume= 4.430 of Outflow = 3.68 cfs @ 16.27 hrs, Volume= 4.029 af, Atten= 82%, Lag= 168.8 min Discarded = 2.14 cfs @ 16.27 hrs, Volume= 2.985 of Primary = 1.54 cfs @ 16.27 hrs, Volume= 1.045 of Routed to Reach 1 PR : 1 PR Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Reach 1 PR : 1 PR Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 885.77' @ 16.27 hrs Surf.Area= 2.659 ac Storage= 2.550 of Plug -Flow detention time= 502.0 min calculated for 4.029 of (91 % of inflow) Center -of -Mass det. time= 459.8 min ( 1,391.6 - 931.8 ) Volume Invert Avail.Storage Storage Description #1 882.00' 4.972 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 882.00 0.178 0.000 0.000 883.00 0.226 0.202 0.202 884.00 0.277 0.251 0.453 885.00 1.051 0.664 1.118 886.00 3.133 2.092 3.210 886.50 3.918 1.763 4.972 Device Routing Invert Outlet Devices #1 Primary 885.00' 12.0" Round Culvert L= 20.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 885.00' / 884.50' S= 0.0250 7' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.79 sf #2 Secondary 886.00' 50.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Discarded 882.00' 0.800 in/hr Exfiltration over Surface area Phase -In= 0.05' Discarded OutFlow Max=2.14 cfs @ 16.27 hrs HW=885.77' (Free Discharge) L3=Exfiltration (Exfiltration Controls 2.14 cfs) Primary OutFlow Max=1.54 cfs @ 16.27 hrs HW=885.77' (Free Discharge) L1=Culvert (Inlet Controls 1.54 cfs @ 2.36 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=882.00' (Free Discharge) L2= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Appendix D Water Quality Calculations P8 Urban Catchment Model, Version 3.5 Run Date 04/19/24 Case 2024-04-08_Finnegan_ExistingP8 Model.p8c FirstDate 01/01/71 Precip(in) 870.4 Title Existing Conditions LastDate 12/31/00 Rain(in) 756.51 PrecFile MSP_19700101-20001231.pcp Events 2196 Snow(in) 113.84 PartFile nurp50.p8p TotalHrs 261888 TotalYrs 29.88 Devices Listed in Downstream Order Device: Pre-existing Type: PIPE Runoff from watershed Drainage Area 1 Runoff from watershed Drainage Area 2 Runoff from watershed Drainage Area 3 /o " }\ w a J - - oEo _ - - - 0 P8 Urban Catchment Model, Version 3.5 Run Date 04/19/24 Case 2024-04-08_Finnegan_ExistingP8 Model.p8c FirstDate 01/01/71 Precip(in) 870.4 Title Existing Conditions LastDate 12/31/00 Rain(in) 756.51 PrecFile MSP_19700101-20001231.pcp Events 2196 Snow(in) 113.84 PartFile nurp50.p8p TotalHrs 261888 TotalYrs 29.88 File Directory N:\0052583.00\070_Water Resources\SWMP\P8\ Case Title Existing Conditions Case File 2024-04-08_Finnegan_ExistingP8 Model.p8c Particle File nurp50.p8p Temperature File MSP_19700101-20001231.tem Storm File MSP_19700101-20001231.pcp Precip Scale Factor 1 Watersheds 3 Devices 1 Particles 5 WQ Components 7 Start Date 01/01/71 Keep Date 01/01/71 Stop Date 12/31/00 Storm Count 2196 Total Hours 261888 Wet Hours 28761 Precip (in) 870 Rain (in) 757 Snowfall (in) 114 Snowmelt (in) 116 EvapoTran(in) 655 Overall TSS Removal(%) 0 Water Balance Error(%) 0 TSS Mass Balance Error (%) 0 I nF ��Nm �o 0 a` n m ao 6 o v co 4 v o v 6 o o 6 0 p =_ aco o co co co co v v o co v o= o N o N m m o 0 o co 6 o rn a co o w z a ¢ o m 6 co 6N o6 N 6 co o 0 co m o o a` i z_ o yoN oN Noo LL F LL o 0 0 0 0 0 0 0 0 0 0 0 0 0 U o o oE a _ N L �m o 2 v c E o E o 0 3 U 3 3 _ Bo 10 = _v p m 3 . ? o-3 v' m w m v _ - __ _ _ -a_ oo _ .o 5 o E a U F m2 a 2E o o 0 o o o o o— — P8 Urban Catchment Model, Version 3.5 Run Date 04/19/24 Case 2024-04-08_Finnegan_ProposedP8 Model.p8c FirstDate 01/01/71 Precip(in) 870.4 Title Proposed Conditions LastDate 12/31/00 Rain(in) 756.51 PrecFile MSP_19700101-20001231.pcp Events 2196 Snow(in) 113.84 PartFile nurp50.p8p TotalHrs 261888 TotalYrs 29.88 Devices Listed in Downstream Order Device: POND Type: INF_BASIN Runoff from watershed Drainage Area 2 0 Appendix E Swale Sizing Calculations Swale Erosion Control Parameter Value Notes 2-Year Ditch Flow (cfs) 0.1 From HydroCAD or other Modeling 2-Year Ditch Flow Depth (ft) 0.04 From HydroCAD or other Modeling Ditch Slope (ft/ft) 0.0069 As Designed Unit Weight of Water (lb/ft^3) 62.43 Known 2-Year Shear Stress (lb/ft^2) 0.02 Calculation Safety Factor 1 Typically 1 Selected Lining EroNet P300 Select from References on Right Selected Lining Permissable Shear Stress (lb/ft^2) 3 Fill in Based on Reference Acceptable (Yes/No) YES 1I ROLLMAXTM (ft ROLLED EROSION CONTROL �1 Specification Sheet - EroNetTM P3000 Permanent Erosion Control Blanket DESCRIPTION The permanent erosion Control blanket shall be a machine -produced mat of100% UV stable polypropylene fiber. The matting shall be of �"`-`a.N;`l'�''�� `+"�`a'I -�R,��`T�� consistent thickness with the synthetic fibers evenly distributed over Thickness ASTM D6525 0.47 in. (11.94 mm) the entire area of the mat. The matting shall be covered on the top Resiliency ASTM D6524 91.5%a side with black heavyweight UV -stabilized polypropylene netting 0.916 having ultraviolet additives to delay breakdown and an approximate Density ASTM D792 g/cm 0.50 x 0.50 inch (1.27 x 1.27 cm) mesh. The bottom net shall also be UV- Mass/Unit Area ASTM 6566 13.03 oz/sy (443 g/m2) stabilized polypropylene with a 0.63 x 0.63 inch (1.57 x 1.57 cm) mesh size. The blanket shall be sewn together on 1.5 inch (3.81 cm) centers UV stability ASTM D4355/ 90% 1000 hr with non -degradable thread. All mats shall be manufactured with a Porosity ECTC Guidelines 95.89% colored thread stitched along both outer edges as an overlap guide for adjacent mats. The P300 shall meet Type 5A, 5B, specification Stiffness 0.94 in -lb ASTM (1085378D1388 108mg-cm) requirements established by the Erosion Control Technology Council (ECTC) and Federal Highway Administration's (FHWA) FP-03 Light Penetration ASTM D6567 17.9% Section 713.18 Tensile Strength MD 438 Ibs/ft ASTM D6818 Material Content Elongation - MD ASTM D6818 28.1% 100% UV stable 0.7lbs/sq yd 291.9 Ibs/ft Matrix Polypropylene Fiber (0.38I(g/sm) Tensile Strength TD ASTM D6818 (4.32 I(N/m) Top: UV -stabilized Polypropylene 5 Ibs/1000 sq ft Elongation - TD ASTM D6818 26.7% Netting(24.4 g/sm) Biomass Improvement ASTM D7322 497% Bottom: UV -stabilized Polypropylene 3 Ibs/1000 sq ft (14.7 g/sm) Design Permissible Shear Stress Thread Polypropylene, UV stable Short Duration Long Duration StandardPhase 1: Unvegetated 3.0 psf (144 Pa) 2.0 psf (96 Pa) Width 6.5 ft (2.0 m) 8 ft (2.44 m) Phase 2: Partially Veg. 8.0 psf (383 Pa) 8.0 psf (383 Pa) Length 108 ft (32.92 m) 112 ft (35.14 m) Weight ± 10% 61 Ibs (27.66 kg) 76.25 Ibs (34.59 kg) Phase 3: Fully Veg. 8.0 psf (383 Pa) 8.0 PSF (383 Pa) Area 80 sq yd (66.0 sm) 100 sq yd (83.61 sm) Unvegetated Velocity 9.0 fps (2.7 m/s) Vegetaged Velocity 16 fps (4.9 m/s) Slope Design Data: C Factors Slope Gradients (S) Roughness Coefficients - Unveg. Slope Length (L) <- 3:1 3:1 - 2.1 >_ 2:1 Flow Depth Manning's n :- 20 ft (6 m) 0.001 0.029 0.082 < O.SO ft (0.1S m) 0.034 20-SO ft 0.036 0.060 0.086 O.SO - 2.0 ft 0.034-0.020 2SO ft (1S.2 m) 0.070 0.090 0.110 22.0 ft (0.60 m) 0.020 ©2017, North American Green is a registered trademark. Certain products and/or applications North American Green described or i I I ustrated herein are protected under one or more U.S. patents. Other U.S. NORTH 5401 St. Wendel-Cynthiana Road patents are pending, and certain foreign patents and patent applications mayalso exist. Poseyville,lndiana47633 Trademark rights alsoapplyas indicated herein. Final determination of the suitability of any AMERICAN information or material for the use contemplated, and its manner of use, is the sole GREEN` nagreen.com responsihility of the user. Printed in the U.S.A. 800-772-2040 EC RMX MPDS P300 S.13 Appendix F FEMA FIRM Panel r � top Nil i� F¢� ' � � � `E �� 9 Ea i � � t= $$3 o z xay a p ! e e a as Kul 9�_& �H" HH�x H1a a sa`c" bi sa '�@`� oa �� r� a=�yg &UUfie£ NMI u € R eU"B Hs R! xe i' H U mi $x .-faro % a E; § �` as a € s qs�e� E .. �e�rm aSs<� � � �R fr yp g Yy 8 g� {�jp aS�EEm xs' HRH E�� Pf�B EA S�q,� $g gg $ An 1 �'a o �€ � �$� - IM & a s s H o egg g Rv g �a Im to .01 1 Mani mini £ �� 9� 58� v � @ 1 � � �€ ��P 8 6 �� s€ §a �H� � € Ha � € €H€ Hemp e HIN s€" pEl H �� s � im €�?a a 3z �. " F � e �� "hi ��a �§ n � 4NsEfr z�a E s =se H € MHO ii I N, €s ¢ ;€ Nil 11 R5�a 111,11 � &1 bax w HHay �w wo `. nor z� � i !!¢¢ w f � �FOiH �F �gfrw ufr. VO°� LLo w ?'ze e e Appendix G Stormwater Summary Solar Site Development Memo MBOLTON & M ENK Real People. Real Solutions. MEMORANDUM Date: 02/14/2024 To: Joe Fox, PE From: Brent Johnson, PE Subject: Stormwater Summary Solar Site Development City of Cottage Grove, MN Project No.: N15.103963 3507 High Point Drive North Bldg. 1 Suite E130 Oakdale, MN 55128 Ph: (651) 704-9970 Bolton-Menk.com Development is being planned on the 80-acre and 75.5-acre parcels near 1001h and Lehigh Road South (Section 25, T27N, R21W PID: 2502721220001, and 2502721240001). The following notes regarding the Cottage Grove stormwater rules and standards are excerpts from the City's Surface Water Management Plan and the South Washington Watershed District rules. The future conditions land use map indicates agricultural land uses. Runoff from Solar Projects: The MPCA Stormwater Manual includes reference material and a calculator for computing runoff from solar projects. Please use the MPCA method for computing runoff (as applicable) for the proposed project. Fact sheet on stormwater guidance for solar farm projects - Minnesota Stormwater Manual (state.mmusJ Stormwater management for solar projects and determining compliance with the NPDES construction stormwater permit - Minnesota Stormwater Manual (state.mmus). Volume Control: The city requires a uniform volume control treatment equal to 1" of runoff from the sum of new and fully reconstructed impervious areas. The city does not allow infiltration within potential problem areas outlined by the MN Department of Health, or the MPCA Stormwater Manual. The project site lies outside of the 10-year Composite Groundwater Capture Zone, so infiltration is allowed by the city unless prohibited by other criteria of the MPCA Stormwater Manual or the Health Department (depth to bedrock, depth to groundwater, or other criteria). Where infiltration to fully meet the volume control measure is not desirable or is impossible, an Alternative Sequencing procedure will be applied to achieve compliance. The applicant will use to the maximum extent practical filtration and biofiltration practices, using a clay liner and an underdrain sized to meet the volume control requirement for the site, or use wet sediment basins sized per the standards within the MPCA General Construction Stormwater Permit. Rate Control: Peak flow rates after development shall not exceed pre -development peak flow rates for the critical 2-year, 10-year, and 100-year recurrence interval precipitation events. Use 24-hour NOAA H:\COTT\_General\2024\Solar Site 100th & Lehigh\Correspondence\103963 Stormwater Summary Solar Development 2024-02- 14.docx Bolton & Monk is an equal opportunity employer. Joe Fox, PE Stormwater Summary Solar Site Page: 2 Atlas 14 Precipitation events and MSE3 distribution for rate control analyses and pond storage design More restrictive rate control criteria may be required to protect the integrity of downstream conveyance channels and ponds. The project site is located within the Seeger Creek (SC) drainage within Subwatershed SC-A2. The proposed condition outflow rate for SC-A2 lands needs to be at or below the unit peak outflow rate of 0.19 cfs/acre, or existing rate, whichever is lower. Description Peak Flow from Parcel (cfs) Unit Flow Rate (cfs/acre) Solar Site on parcel 2502721220001 and Part of Access Road within Subwatershed 80.6 acres @ 0.19 cfs/acre = 15.7 cfs 0.19 cfs/acre SC-A2 Part of Access Road within Subwatershed 0.34 acres to match existing rates Not applicable SC-A7 Curve Numbers: The South Washington Watershed District Standards Manual specifies: Project proposers shall use runoff curve numbers (CN) based on land cover and HSG as published in the Minnesota Storm water Manual: Storm water runoff coefficients/curve numbers for different land uses — Minnesota Stormwater Manual (state.mn.us) The site soils are hydrologic soils group A, B, C and D so we expect that proposed conditions pervious areas will be simulated with curve numbers of 39, 61, 74 and 80, respectively. Water Quality: The city requires that new development projects include BMPs that at a minimum achieve post -development reductions in TP and TSS by 50% and 80% respectively. Since the project site drains to the Mississippi River, Watershed rules call for TP loading rate of 0.22 lbs./acre/year or existing loading rates, whichever is less. Submit a water quality analysis using a method such as the P8 or MIDS models. For water quality analyses using the MIDS or P8 models, the South Washington Watershed District (SWWD) Standards Manual (November 2023) includes required adjustments to the MIDS and P8 models: Model Parameter Required MIDS Retention Requirement 1.0 inch MIDS Total Phosphorus EMC, Change from Default 0.3 mg/1 0.31 mg/1 P8 Precipitation and Temperature Files Download modified .pcp and Imp files from District website P8 Start Date 1-1-1971 P8 Keep Date 1-1-1971 P8 Stop Date 12-31-2000 P8 Number of passes through the storm file 5 P8 Impervious Depression Storage 0.1 P8 Impervious Runoff Coefficient 0.9 P8 Max infiltration rate 0.8 inch/hour P8 Phosphorus Event Mean Concentration Nurp50 particle file P8 Total Suspended Solids Event Mean Concentration Nurp50 particle file Bolton & Menk is an equal opportunity employer. Joe Fox, PE Stormwater Summary Solar Site Page: 3 The Standards Manual is available at the link below: SWWD Standards -Guidance -Manual Final 11062023.pdf (svvwdmn.orgJ If on -site BMPs, such as infiltration, are not sufficient to meet the water quality total phosphorus loading rates, the purchase of off -site mitigation credits is an option. Freeboard standards: For stormwater facilities with emergency overflows, the low adjacent grade elevation for all new structures must be a minimum of 3 feet above both the peak surface water elevation for the 100-year precipitation event and 2 feet above the emergency overflow elevation of any immediately adjacent new stormwater basin. For backyard and side -yard conveyance and temporary ponding areas, there must be at least 1 foot between the overland overflow elevation and the low adjacent grade elevation of the adjacent structure. Pretreatment: The city requires adequate pretreatment of stormwater runoff from development and redevelopment activities prior to discharge into all waterbodies. The city will encourage that private infiltration basins be constructed to be "off-line" so that the basins fill along with their pretreatment basins, and higher flood flows are not routed through the infiltration basins, in order to have better long-term operation and less maintenance. If wet sediment ponds are used for pretreatment, they should include equalizer pipes to connect with the infiltration basin. Soil Borings: Soil borings are required in the vicinity of proposed volume control BMPs. Borings are needed to identify soil conditions and the presence of groundwater or bedrock. Soil borings should extend a minimum of 5 feet below the lowest constructed elevation of proposed BMPs. Testing: The city will require post -construction testing to verify the infiltration/filtration rate and drawdown period of any infiltration/filtration basins. Please add the following to the infiltration basin plan notes: "Post construction testing of the infiltration rate and drawdown period will be required." Post construction testing should yield results of approximately twice the design rate, providing a safety factor consistent with Section 16.11 of the NPDES Construction Stormwater Permit. If test results exceed 8.3 inches per hour, Section 16.16 requires that soils be amended to slow the infiltration rate below 8.3 inches per hour. Wetlands: The South Washington Watershed District will act as the Local Government Unit (LGU) for administration of the Wetland Conservation Act (WCA). Please provide copies of wetland delineation and permitting correspondence to the city. The South Washington Watershed District rules call for wetland buffers and other requirements based on wetland management classification and size. Public Waters: A branch of Seeger Creek flows through the parcel. The MN DNR includes this stream on the Public Waters Inventory. This stream is also subject to Minnesota's Buffer Law which requires perennial vegetative buffers of up to 50 feet along lakes, rivers, and streams. The vegetated buffer extends 50 feet out from the stream bank on each side of the channel. Floodplain Standards/Easements Floodplains adjacent to existing and future waters and waterways shall be preserved by dedication and/or perpetual easement to the community in which they are located. These easements shall cover Bolton & Menk is an equal opportunity employer. Joe Fox, PE Stormwater Summary Solar Site Page: 4 those portions of the property which are adjacent to the water or waterway and which lie below one (1) foot above the 100-year flood elevation. The local governing unit shall be responsible for all necessary stormwater facility maintenance within the drainage easement. Control Erosion at Construction Sites: The city requires that applications for new or redevelopment activity include in their applications for City review, a SWPPP as required under the NPDES construction permit in effect at the time of review. Construction sites will be inspected to ensure compliance with the existing erosion and sediment control ordinance, Watershed District requirements, and with the construction site permit under NPDES Phase II MS4 rules. The city completes quality assurance inspections on all NPDES permits in the city (where the city is not the owner) twice each month. Erosion and sediment control best management practices as outlined in the Minnesota Stormwater Manual will be required and must be shown on required submittals to the City for approval. Any street sweeping conducted by the City to remove erosional debris from streets will be charged to the owner of the property. Models: Please note that digital copies of the final version stormwater models and shapefiles or CAD drawings of existing and proposed drainage areas are to be submitted to the city once the review and revision process is complete. NPDES Construction Stormwater Permit Due to the size of the development area and the potential areas of disturbance and new impervious surfaces, an NPDES Construction Stormwater Permit and associated NPDES permanent stormwater treatment are required. Bolton & Menk is an equal opportunity employer. Appends H MPCA Impervious Treatment Requirements MPCA CALCULATOR INPUTS Drainage Area ID Area (ac) Soil Type Panel Area (ac) Inverters & Roads (ac) Impervious Area (sf) Pervious Area (sf) I/P Ratio 1 4.6 A 1.01 0.01 43996 155945 0.28 2 33.2 A 8.04 0.26 350222 1084644 0.32 3 2.0 A 0.00 1.29 0 30928 0.00 Input for MPCA Spreadsheet Output from MPCA Spreadsheet Drainage Area 1 I/P Interpolator I/P Ratio Runoff Depth 0.2 4.6 0.5 4.9 I/P Ratio from MPCA Calc 0.28 4.7 Drainage Area 2 I/P Interpolator I/P Ratio I Runoff Depth 0.2 4.6 0.5 4.9 I/P Ratio from MPCA Calc 0.32 4.7 Drainage Area 3 I/P Interpolator I/P Ratio I Runoff Depth 0.5 4.9 1.0 5.5 I/P Ratio from MPCA Calc 0.00 4.3 MPCA CALCULATOR OUTPUTS Drainage Area ID WQv- Panels (ft^3) 1 939.13 2 7301.62 3 0.0 WATER QUALITY VOLUME CALCS Drainage Area ID Total Impervious Area - non -panel (ac) WQv from impervious (ac-ft) WQv from panels (ac-ft) Total Required WQv (ac-ft) 1 0.01 0.00 0.022 0.022 2 0.26 0.02 0.168 0.189 3 1.29 0.11 0.000 0.108 REQUIRED VOLUME PER BASIN Discharge Location Drainage Areas Basin ID(s) Required WQv (ac-ft) 1 1,2,&3 1 2P 0.319 Userinput Final Required Volume Hill 111111111111 11111 1111 Hill 111111111111 11111 1111 Hill 111111111111 11111 1111 EESolar32 LLC Decommissioning Plan Enterprise Energy, LLCM 2925 Dean Parkway, Executive Ste 300 Minneapolis, MN 55416 (612) 470-7152 n nnnni �inniini PLANI The Solar Garden consists of many recyclable materials, including glass, semiconductor material, steel, aluminum, copper, and plastics. When the Solar Garden reaches the end of its operational life, the component parts will be dismantled and recycled as described below. We have a lease contract with the property owner, which requires us to decommission and restore the site at our expense. The decommissioning plan would commence at the end of the lease term or in the event of twelve (12) months of non -operation. At the time of decommissioning, the Solar Garden components will be dismantled and removed using minimal impact construction equipment, and materials will be safely recycled or disposed of. EESolar32 LLC will be responsible for all the decommissioning costs. REMOVAL PROCESS The decommissioning of the Solar Garden proceeds in the following reverse order of the installation: 1. The solar system will be disconnected from the utility power grid 2. PV modules will be disconnected and removed 3. Electrical cables will be removed and recycled off -site 4. PV module racking will be removed and recycled off -site 5. PV module support posts will be removed and recycled off -site 6. Electrical devices, including transformers and inverters, will be removed and recycled off -site 7. Concrete pads will be removed and recycled off -site 8. Fencing will be removed and recycled off -site 9. Reclaim soils in the access driveway and equipment pad areas by removing imported aggregate material and concrete foundations; replace with soils as needed The Solar Garden site may be converted to other uses in accordance with applicable land use regulations at the time of decommissioning. There are no permanent changes to the site, and it will be returned in terrific condition. This is one of the many great things about community solar gardens. If desired, the site. can return to productive farmland after the system is removed. ENTERPRISE ENERGY EESolar32 LLC Decommissioning Plan DECOMMISSIONING CONSIDERATIONS We ask that City of Cottage Grove take note of 3 important considerations: 1) a community solar garden is not a public nuisance, 2) the resale and recycle value are expected to greatly offset the cost of decommissioning, and 3) City of Cottage Grove and taxpayers are not at risk. 1) Our modules do not contain hazardous materials and the Solar Garden is not connected to government utilities (water, sewer, etc.). The Solar Garden will be fenced in for security and will be sheltered from residences with new vegetative screening. Additionally, almost all the land is permanent vegetation which improves erosion control, soil quality, and water quality. For these reasons, the Solar Garden, whether operational or non -operational, is not a public nuisance threat that would require government involvement in decommissioning or removal of the Solar Garden. Compare this to an abandoned home, barn, etc. that may regularly include hazardous materials and/or become a public nuisance. 2) Upon the end of the Solar Garden's life, the component parts may be resold and recycled. The aggregate value of the equipment is expected to greatly offset the cost of decommissioning and removal. Solar modules, for example, have power output warranties guaranteeing a minimum power output in Year 25 of at least 80% of Year 1. Since the value of solar panels is measured by their production of watts and the value of electricity, it is easy to calculate expected resale value. Even using extremely conservative assumptions, the value of the solar modules greatly offsets the cost of decommissioning. This does not factor in the recycle value of other raw materials like steel, copper, etc. 3) In the extremely unlikely, "worst -case" scenario where (1) the Solar Garden owner fails to decommission and neither our lender nor any power generation entities want the assets, and then (2) the landowner fails to decommission the Solar Garden (which the landowner would have the right to do under the Property lease), and then (3) the decommissioning financial surety was insufficient to decommission the Solar Garden, City of Cottage Grove would have its standard police powers to enforce decommissioning. If that process ultimately resulted in City of Cottage Grove gaining ownership of the property, City of Cottage Grove could sell the parcel which would absolutely exceed the decommissioning cost. DECOMMISSIONING FINANCIAL SURETIES Despite the considerations of 1) the Solar Garden is not a public nuisance, 2) the resale and recycle value is expected to greatly offset the cost of decommissioning, and 3) City of Cottage Grove and taxpayers are not at risk, we are cognizant that City of Cottage Grove will require the posting of a bond, letter of credit, or the establishment of an escrow account as a condition of issuing EESolar32 LLC a Conditional Use Permit. Of course, City of Cottage Grove would be the beneficiary of any required security. We are offering a $225,000 bond for a decommissioning financial surety, which is 125% of the cost estimate required as shown in the cost breakdown table. ENTERPRISE C7 ENERGY EESolar32 LLC Decommissioning Plan This financial surety provides an extra layer of security that the Solar Garden site will be returned to the appropriate condition at the end of the Solar Garden's useful life or earlier, should the Solar Garden cease operations for a twelve-month period. City of Cottage Grove will be the designated beneficiary of the fund and the landowner will be provided a copy of the document, thereby establishing the obligation before construction commences. II!l�I. I��lI\IC H IlilHf ��r\n� I If � EESolar32 LLC will be required to meet insurance requirements under long-term contracts with several parties, including the site landowner, Xcel Energy and its Solar Garden lenders and investors. EESolar32 LLC will be listed on a policy that includes: ➢ Liability coverage that will include $1,000,000 in coverage against damage to rented property Excess liability coverage of an additional $1,000,000 per occurrence ➢ Property coverage in an amount necessary to cover the value of the Solar Garden and up to one year of lost revenue in the event the project is destroyed and needs to be rebuilt. 1.0 DECOMMISSIONING PLAN 1.1 General EESolar32 LLC is a proposed 8.0-megawatt direct current (MW-dc) or 5.0-megawatt alternating current (MW-ac) solar electric generating facility using ground -mounted photovoltaic panels located in City of Cottage Grove, Minnesota. The facility will be located in a fenced area of approximately 36.2 acres. The vast majority of the site is currently in agricultural use, most of it farmed in row crops. Following decommissioning of the facility, the land will be restored to its pre -construction condition to the extent practicable. The decommissioning plan (plan) presents the following provisions that are intended to ensure that facilities are properly removed after their useful life. The plan includes provisions for the complete removal of all structures, foundations, underground cables, transformers, inverters, foundations, and the restoration of soil and vegetation. The Contractors will comply with the requirements of all permits during the decommissioning process. Disposal of structures and foundations will comply with any applicable County Solid Waste regulations. 1.2 Decommissioning and Reclamation Solar projects typically have a life span of approximately 30-40 years, though some replacing or updating of equipment may occur during that time frame. The Owner will be responsible for the removal of all aboveground and underground equipment to full depth within the Project area at the end of the solar project life span. The Owner will restore and reclaim the site to pre -construction topography and topsoil to the extent practical. ENTERPRISE C7 ENERGY EESolar32 LLC Decommissioning Plan Decommissioning includes removing the solar panels, solar panel racking, steel foundation posts and beams, inverters, transformers, overhead and underground cables and lines, equipment pads and foundations, equipment cabinets, and ancillary equipment. The civil facilities, access road, security fence, and any drainage structures are also included in the scope. Standard decommissioning practices would be utilized, including dismantling and repurposing, salvaging/recycling, or disposing of the solar energy improvements. After all the equipment is removed, any holes or voids created by poles, concrete pads, and other equipment will be filled in with native soil to the surrounding grade and the site will be restored to pre -construction conditions, to the extent practicable. All access roads and other areas compacted by the equipment will be de -compacted to a depth necessary to ensure drainage of the soil and root penetration prior to fine grading and tilling to a farmable condition. 1.3 List of Decommissioning Activities 1.3.1 Timeline Decommissioning is estimated to take approximately 25-30 weeks to complete. The decommissioning crew(s) will ensure that all equipment and materials are recycled or disposed of properly. 1.3.2 Removal and Disposal of Site Components The removal and disposal details of the site components are found below. Modules: Modules will be inspected for physical damage, tested for functionality, and disconnected and removed from racking. Functioning modules will be packed, palletized, and shipped to an offsite facility for reuse or resale. Non-functioning modules will be shipped to the manufacturer or a third party for recycling or disposal. Racking: Racking and racking components will be disassembled and removed from the steel foundation posts, processed to an appropriate size, and sent to a metal recycling facility. Steel Foundation Posts: All structural foundation steel posts will be pulled out to full depth, removed, processed to an appropriate size, and shipped to a recycling facility. The posts can be removed using backhoes or similar equipment. During decommissioning, the area around the foundation posts may be compacted by equipment and, if compacted, the area will be de -compacted in a manner to adequately restore the topsoil and sub -grade material to a density consistent for vegetation. Overhead and Underground Cables and Lines: All underground cables and conduits will be removed to full depth in a way that will not impede the reintroduction of farming. Topsoil will be segregated and stockpiled for later use prior to any excavation and the subsurface soils will be staged next to the excavation. The subgrade will be compacted per standards. Topsoil will be ENTERPRISE C7 ENERGY EESolar32 LLC Decommissioning Plan redistributed across the disturbed area. Overhead lines will be removed from the project and taken to a recycling facility. Inverters, Transformers, and Ancillary Equipment: All electrical equipment will be disconnected and disassembled. All parts will be removed from the site and reconditioned and reused, sold as scrap, recycled, or disposed of appropriately, at the Owner's sole discretion, consistent with applicable regulations and industry standards. Equipment Foundation and Ancillary Foundations: The ancillary foundation for Slayton Solar are pile foundations for the equipment pads. As with the solar array steel foundation posts, the foundation Piles are typically removed full depth using a vibratory hammer mounted on a backhoe or similar type of equipment. During the excavation, the topsoil will be segregated from the subsoil, so that the soil can be replaced in the excavation and compacted to restore the pre -construction soil profile. Duct banks will be excavated to full depth. All unexcavated areas compacted by equipment used in decommissioning will be de -compacted in a manner to adequately restore the topsoil and sub -grade material to a density similar to the surrounding soils. All materials will be removed from the site and reconditioned and reused, sold as scrap, recycled, or disposed of appropriately, at the Owner's sole discretion, consistent with applicable regulations and industry standards. Fence: All fence parts and foundations will be removed from the site and reconditioned and reused, sold as scrap, recycled, or disposed of appropriately, at the Owner's sole discretion, consistent with applicable regulations and industry standards. The surrounding areas will be restored to pre -solar farm conditions to the extent feasible. Access Roads: Facility access roads will be used for decommissioning purposes, after which removal of roads will be discussed with the Landowner, using the following process: 1) After final clean-up, access roads may be left intact through mutual agreement of the landowner and the Owner. 2) If a road is to be removed, aggregate will be removed and shipped from the site to be reused, sold, or disposed of appropriately, at the Owner's sole discretion, consistent with applicable regulations and industry standards. Clean aggregate can often be used as "daily cover" at landfills for no disposal cost. All internal service roads are constructed with geotextile fabric and eight inches of aggregate over compacted subgrade. Any ditch crossing connecting access roads to public roads will be removed unless the landowner requests it remains. The subgrade will be de -compacted using a chisel plow or other appropriate subsoiling equipment. All rocks larger than four inches will be removed. The access roads and adjacent areas that are compacted by the equipment will be de -compacted. ENTERPRISE C7 ENERGY EESolar32 LLC Decommissioning Plan 1.3.3 Restoration/Reclamation of Site The Owner will restore and reclaim the site to the pre -solar farm condition to the extent practical consistent with the site lease agreement. The Owner assumes that most of the site will be returned to farmland and/or pasture after decommissioning and will implement appropriate measures to facilitate such uses. If no specific use is identified, the Owner will vegetate the site with a seed mix approved by the local soil and water conservation district or similar agency. The goal of restoration will be to restore natural hydrology and plant communities to the extent practicable while minimizing new disturbance and removal of native vegetation. The decommissioning effort will implement best management practices (BMPs) to minimize erosion and to contain sediment on the Project to the extent practicable with the intent of meeting this goal include: 1. Minimize new disturbance and removal of native vegetation to the greatest extent practicable. 2. Remove solar equipment and all access roads up to full depth, backfill with subgrade material and cover with suitable topsoil to allow adequate root penetration for plants, and so that subsurface structures do not substantially disrupt groundwater movements. 3. Any topsoil that is removed from the surface for decommissioning will be stockpiled to be reused when restoring plant communities. Once decommissioning activity is complete, topsoil will be re -spread to assist in establishing and maintaining plant communities. 4. Stabilize soils and return them to agricultural use according to the lease agreements. 5. Prior to and after decommissioning activities, install erosion and sediment control measures, such as silt fences, bio-rolls, and ditch checks in all disturbance areas where the potential for erosion and sediment transport exists, consistent with stormwater management objectives and requirements. Decommissioning and restoration activities at each site will be completed within 5-6 weeks after the solar energy farm is considered a discontinued use. 1.4 Post -Restoration Monitoring Decommissioning of the site will comply with permits for the National Pollutant Discharge Elimination System/State Disposal System (NPDES/SDS) Construction Storm Water (CSW) Permit, Spill Containment, and Countermeasure (SPCC) Plan, and Storm Water Pollution Prevention Plan (SWPPP), if grading activities are necessary and exceed applicable permit thresholds. Decommissioning may include post -restoration monitoring as required by the NPDES/SDS CSW Permit and SWPPP and other applicable requirements. ENTERPRISE C7 ENERGY Decommissioning Costs Table Project Name: EESolar 32, LLC Date: January, 2024 Project Size 8.0 MW-DC 15.0 MW-AC Quantity Unit Unit Price Line Item Price Mobilization/Demobilization 1 Lump Sum $48,639 $48,639 Mobilization was estimated to be approximately 7% of total cost of other items. This number was developed from speaking with contractors. Permitting State Permits 1 Lump Sum $10,000 $10,000 Subtotal Permitting $10,000 Decommissioning will require a SWPPP and SPCC plan, cost is an estimate of the permit preparation cost. Civil Infrastructure Removal Gravel Surfacing from Road 1863 Cubic Yards $2.59 $4,825.17 Haul Gravel Removed from Road 1863 Cubic Yards $5.44 $10,134.72 Disposal of Gravel Removal from Road 2781 'tons $0.00 $0.00 Removal Geotextile Fabric from Road Area 9,392 Square Yards $1.40 $11,734.80 Haul Geotech Fabric Removed from Beneath Access Roads 2.31 Tons $3.99 $9.22 Disposal of Geotech Fabric Removed from Beneath Access Roads 2.31 Tons $81.00 $187.23 Removal Culvert from Beneath Road 1 Each $1,200.00 $1,200.00 Haul Culvert Removed from Road 1 Each $3.99 $3.99 Disposal of Culverts 1 Each $24.30 $24.30 Grade Road Corridor (Re -spread Topsoil) 4,715 Linear Feet $1.59 $7,496.85 Erosion and Sediment Control for Road Restoration 4614 Linear Feet $3.29 $15,180.06 Till to Farmable Condition 0.106 Acres $402.87 $42.70 Removal of Security Fence 5,730 Linear Feet $12.43 $71,223.90 Subtotal Civil Infrastructure $122,062.95 Structural Infrastructure Removal Steel Foundation Posts (Arrays, Equipment, Met Towers) 2110 Each $13.38 $28,231.80 Haul Tracker Steel Post 155 Tons $10.24 $1,587.20 Removal Drive Motor Posts 138 Each $13.38 $1,839.75 Haul Drive Motor Posts 10 Ton $10.24 $102.40 Removal Tracker Racking 107 Each $160.00 $17,120.00 Haul Tracker Racking 124 Ton $10.24 $1,270.35 Subtotal Structural Infrastructure $50,151.50 Steel removal costs were calculated by using information from array manufacturers for installation rates and using the same rates to calculate total days to remove equipment. Hauling calculations are based on the locations of metals recyclers. Electrical Collection/Transmission System Removal of PV Modules 13,584 Each $5.27 $71,587.68 Haul PV Modules for Disposal 351 Tons $3.99 $1,401.01 Disposal of PV Modules 351 Tons $81.00 $28,441.50 Removal of Inverters 50 Each $48.00 $2,400.00 Removal of PCU Station (Inverters/Panelboard/Transformer) 1 Each $4,000.00 $4,000.00 Haul PCU Equipment to Recycler 1 Each $230.50 $230.50 Remove Equipment Pad and Foundations 1 Each $784.49 $784.49 Haul Concrete Foundations 10 Tons $3.99 $39.90 Disposal of Concrete from Transformer Foundation 10 Tons $81.00 $810.00 Remove, Haul, and Dispose of Timber Transmission Poles 15 Each $1,000.00 $15,000.00 Remove and Haul MV Power Cables 5625 Linear Feet $18.14 $102,037.50 Removal of DC Collector System Cables (copper) 5 Per MW $1,950.00 $9,750.00 Removal of Underground (AC) Cables 1300 Linear Foot $2.70 $3,510.00 Load and Haul Cables for Recycling 12.5 Ton $8.25 $103.13 Subtotal Electrical Collection/Transmission System $240,095.70 Electrical removal costs of PV Modules and Combiner Boxes were based on industry standards for installation rates of a two man work crew. PCU Station, MV Equipment and Scada Equipment removal cost are based on removal of equipment concrete pads, and conduits using a truck mounted crane and contractor provided information on installation rates. Cable removal assumed using trenching, standard industry production rates. Site Restoration Stabilized Construction Entrance Perimeter Controls Till to farmable condition at array areas and basin Clearing and grubbing for Trees Remove Sedimentation Basin Subtotal Site Restoration Site restoration costs are based on past solar project experience. Project Management Project Manager - half time Superintendent Field Engineer Clerk Subtotal Project Management Standard industry weekly rates from RS Means. 2 week schedule used Subtotal Demolition/Removals Contingency (10%) Total Demolition/Removals Salvage 1 Each $2,000.00 $2,000.00 5,730 Linear Feet $3.29 $18,851.70 36 Acres $150.48 $5,417.28 1.76 Acres $7,259.43 $12,776.60 3 Each $6,997.80 $20,993.40 $60,038.98 25 Weeks $1,900.00 $47,500.00 25 Weeks $3,525.00 $88,125.00 25 Weeks $2,325.00 $58,125.00 25 Weeks $750.00 $18,750.00 $212,500.00 $743,488.57 $74,348.86 $817,837.43 Fencing 70 Tons $348.75 $24,412.50 Steel Posts 155 Tons $348.75 $54,056.25 Module Racking 124 Tons $348.75 $43,265.22 PV Modules 13,584 Each $32.76 $445,011.84 Inverters and Transformers 1 Each $44,520.90 $44,520.90 Scada Equipment 1 Each $5,000.00 $5,000.00 DC Collection Lines 30,110 Pounds $0.75 $22,582.50 AC Collection Lines 1950 Pounds $0.38 $741.00 Salvage values are a combination of the following factors; current market metal salvage prices, current secondary market for solar panel module recycling, discussions with national companies that specialize in recycling and reselling electrical transformers and inverters, and the assumption that care is taken to prevent any damage or breakage of equipment. Subtotal Salvage $639,590.21 Net Demolition Minus Salvage $178,247.22 Notes: 1. Prices used in analysis are estimated based on research of current average costs and salvage values. 2. Prices provided are estimates and may fluctuate over the life of the project. 3. Contractor means and methods may vary and price will be affected by these. EESolar32 LLC Decommissioning Plan Decommissioning Assumptions To develop a cost estimate for the decommissioning of the Project, the following assumptions and pricing references were utilized. Costs were estimated based on current pricing, technology, and regulatory requirements. The assumptions are listed in order from top to bottom of the estimate spreadsheet. 1. The projected life of the Project is 25-35 years. 2. Decommissioning will utilize a full-time Project Manager or support staff. 3. Common labor will be used for most of the tasks except for heavy equipment operation. 4. Mobilization was estimated at approximately 7% of the total cost of other items. 5. Permit applications required include the preparation of a Storm Water Pollution Protection Plan (SWPPP) and a Spill Prevention Control and Countermeasure (SPCC) Plan. 6. Road gravel removal was estimated on a time and material basis using a 16-foot width and an 8-inch thickness for the access roads. Because the material will not remain on -site, a hauling cost is added to the removal cost. Road aggregate can often be disposed of by giving to landowners for use on driveways and parking areas. Many landfills will accept clean aggregate for use as "daily cover" and do not charge for the disposal. 7. Grade Road Corridor reflects the cost of mobilizing and operating light equipment to spread and smooth the topsoil stockpiled on -site to replace the aggregate removed from the road. 8. Erosion and sediment control along roads reflect the cost of silt fence on the downhill side of the roads and surrounding all on -site wetlands. 9. In most cases, topsoil is required to be stockpiled on the Project site during construction, therefore any such stockpiled topsoil can be used to replace the road aggregate, once removed. This will help in eliminating the costs for any borrowed landfill. Tilling to an agriculture -ready condition is estimated at $402.87 per acre (based on DOT bid prices for Soil Bed Preparation). The majority of the Project area is assumed to be tilled to an agriculture -ready condition. Because decommissioning activities are not expected to eliminate the grasses and vegetation under the arrays or heavily compact the soils the restoration effort is expected to be limited. Array areas left as pasture will require little restoration effort because the arrays will have been planted with native plants and pollinator seed mixes. As a result, the soils will have been rejuvenated by having been removed from intensive farming. 10. Fence removal includes loading, hauling, and recycling or disposal. The fence and posts weigh approximately 10 pounds per foot. ENTERPRISE C7 ENERGY EESolar32 LLC Decommissioning Plan 11. Array support posts are generally lightweight "I" beam sections installed deep into the ground. Crew productivity is approximately 30 posts per hour, and the same crew and equipment should have similar productivity removing the posts, resulting in a per ton cost of approximately $13.38. When salvage values have not been recognized the costs for processing metal to size and the hauling cost to a more distant recycling facility are generally not included, but the minimum decommissioning financial security controls by such a large margin that the lower price for removals and freight are not shown. 12. The underground collector system cables are placed in trenches with a minimum of four feet of cover. 13. To reduce tracking of sediment off -site by trucks removing materials, we have included a stabilized construction entrance price to the "Site Restoration" section based on state DOT bid prices for similar items. 14. Perimeter control pricing is based on a sediment fence placed on the downgrade side of the work area perimeters and protecting wetlands and drainage swales within the project area. 15. No topsoil will be removed from the landowner's property or used on other landowner's property during decommissioning. The majority of the Project site is not anticipated to have been compacted by heavy truck or equipment traffic so no topsoil will need to be imported, and very few areas will need to be de -compacted. ENTERPRISE CI ENERGY Cottage Grove here Pride 301?�05Qerity Meet To: Evan Carlson, Enterprise Energy From: Joe Fox, PE, Project Engineer Date: May 14, 2024 Subject: City Review of Finnegan Solar Project Plans This memo is a review of the 4-24-24 submittal for the Finnegan Solar Project. Plans are dated 4-19-24. 1. In the southeast corner of the development, where the access road connects to Lehigh Road, the access road runs through a triangular area that isn't owned by Finnegan. Do you have permission to build within that area? 2. Grading and utility record plans containing surveyed as -built data shall be submitted to the city on completion of the project, in both PDF and DWG format. 3. A NPDES construction stormwater permit is required for this project. Send confirmation of this permit to the city. 4. A city ROW permit is required for work on Lehigh. 5. A state or county ROW permit is required for work on Manning Ave. 6. A stormwater maintenance agreement must be executed with the city for private stormwater facilities on site. a. Stormwater maintenance agreement will include a section on planting and maintenance of native vegetation throughout the site. 7. A pre -construction meeting must be held prior to start of construction. Call Joe Fox at 651-458-2826 to set up the meeting. 8. Installation of utility poles along Lehigh Rd and Manning Ave should be shown on the plans. a. Traffic management plan should be included. 9. Drainage from the site should not negatively impact downstream neighbors. 10. Sheets C400 and C503: Infiltration Basin: a. Prior to construction, two soil borings at the site of the infiltration basin must be conducted to show infiltration rate at least twice the rate that is used in HydroCAD model. b. Post construction infiltration testing — by double -ring infiltrometer or other approved method — must be conducted and results submitted to city. The results must show infiltration rate at least twice the rate that is used in HydroCAD model. c. C400 note #6 is not a city rule. Vegetation must be established after construction. d. C400 note #11: use city detail plate for fiber rolls. e. Detail DN-44: pond shape is different in this detail than on the grading plan. Which one is correct? 11. Sheets C400 and C401: a. City Engineering Guidelines require a maximum intersection approach grade of 2% or less for private roads for at least 100 feet from intersection with public roads. This means the access grade cannot exceed 2% grade for 100 feet from center of Lehigh Road. b. Maximum road grade at any point cannot exceed 10%. i. A culvert would be necessary under the access road to maintain flow in the roadside ditch. c. Section 21.2 of the Construction Stormwater Permit requires that individuals designing a SWPPP — i.e. those designing the erosion and sediment control plans — must be certified. Please provide the name of the individual who prepared the SWPPP for this project and their Minnesota certification. d. Silt fence should be installed along the south side of the project to account for upstream grading of berm and infiltration basin. e. Additional silt fence will be required along downstream side of road construction. f. Show detail of access road at Lehigh Road. Will access road widen to accommodate turning vehicles? Will the planned access road connection to Lehigh be affected by the existing culvert under Lehigh? Include existing culvert under Lehigh Road on plans to identify any conflicts between the culvert and new construction. g. Will construction of the access roads involve removing existing soil? h. What is a typical section of access road — depth of aggregate? 12. Sheets C500, C501, C502, C503: a. Use Cottage Grove detail plates for rip rap at end of pipe, rock construction entrance, silt fence, J-hook silt fence, and other erosion control applications. City detail plates available here: https://www.cottagegrovemn.gov/251/City-Standards b. Detail RD-05 mentions detail SS-02, but SS-02 isn't included in the plans. Please include. O & ENK Real People. Real Solutions. MEMORANDUM Date: 05/14/2024 To: Joe Fox, PE From: Brent Johnson, PE Subject: Finnegan Solar Project Stormwater Review City of Cottage Grove, MN Project No.: N15.103963 3507 High Point Drive North Bldg. 1 Suite E130 Oakdale, MN 55128 Ph: (651) 704-9970 Bolton-Menk.com This memo summarizes the review of stormwater related documents submitted by Westwood Professional Services, Inc. received 04/30/2024. The submittal included plans and stormwater report: Exhibit B. 2U24-UA-1g Finnegan Prelim Civil Set RevB,pdf Exhibit F. 224-04-19 Finnegan Preliminar.• SVP—AR,pdf • Exhibit B. 2024-04-19 Finnegan Prelim Civil Set RevB.pdf • Exhibit F. 2024-04-19 Finnegan Preliminary SWMR.pdf 1. HydroCAD: Please include hydrograph plots in the HydroCAD reports so we can review the model routings, stability and drawdown periods. 2. Infiltration Basin: Please add the following labels and notes to the plans. o High water level (HWL) and emergency overflow (EOF) elevations must be labeled on the plans for ponds, infiltration basins, and similar BMPs. o Please add notes on the plans indicating how to stage construction and use low -impact earth moving equipment to avoid compaction of the soils under the infiltration system in order to improve the likelihood of successful infiltration. 3. Testing: The city will require post -construction testing to verify the infiltration/filtration rate and drawdown period of any infiltration/filtration basins. Please add the following to the infiltration basin plan notes: "Post construction testing of the infiltration rate and drawdown period will be required." Post construction testing should yield results of approximately twice the design rate, providing a safety factor consistent with Section 16.11 of the NPDES Construction Stormwater Permit. If test results exceed 8.3 inches per hour, Section 16.16 requires that soils be amended to slow the infiltration rate below 8.3 inches per hour. 4. Public Waters: A branch of Seeger Creek flows through the site of the proposed solar project. The MN DNR includes this stream on the Public Waters Inventory. This stream is also subject to Minnesota's Buffer Law which requires perennial vegetative buffers of up to 50 feet along lakes, rivers, and streams. The vegetated buffer extends 50 feet out from the stream bank on each side of the channel. Please show Seeger Creek and the 50-foot buffers on the plans and realign the solar panels to outside of the stream buffer or demonstrate that the DNR has given approval for panels within the stream buffer. H:\COTT\_General\2024\Solar Site 100th & Lehigh\Correspondence\103963 Stormwater Comments Finnegan Solar Project 2024-05-14.docx Finnegan Solar Project Stormwater Review Page: 2 5. Floodplain Standards/Easements: Floodplains adjacent to existing and future waters and waterways shall be preserved by dedication and/or perpetual easement to the community in which they are located. These easements shall cover those portions of the property which are adjacent to the water or waterway, and which lie below one (1) foot above the 100-year flood elevation. The local governing unit shall be responsible for all necessary stormwater facility maintenance within the drainage easement. 6. Soil Borings: Soil borings are required in the vicinity of proposed volume control BMPs. Borings are needed to identify soil conditions and the presence of groundwater or bedrock. Soil borings should extend a minimum of 5 feet below the lowest constructed elevation of proposed BMPs. 7. Infiltration Media: For a successful vegetation establishment in the infiltration basin, the city recommends providing a Filter Topsoil Borrow (MnDOT 3877.2G) consisting of 70% sand (meeting the gradation requirements of 3126 "Fine Aggregate for Portland Cement Concrete") and 30% Grade 2 Compost (MnDOT 3890). Lower compost levels have typically proved difficult when establishing vegetation in infiltration or filtration basins. 8. Seed Mixes: Please identify the seed mixes and seeding rates that are proposed for the site. The proposed infiltration basin should include a native seed mix such as MnDOT 33-261 (Stormwater South & West). 9. NPDES Construction Stormwater Permit: As this project disturbs more than 1 acre, an NPDES Construction Stormwater Permit and SWPPP will be required. The city requires that applications for new or redevelopment activity include in their applications for City review, a SWPPP as required under the NPDES construction permit in effect at the time of review. Construction sites will be inspected to ensure compliance with the existing erosion and sediment control ordinance, Watershed District requirements, and with the construction site permit under NPDES Phase II MS4 rules. The city completes quality assurance inspections on all NPDES permits in the city (where the City is not the owner) twice each month. Erosion and sediment control best management practices as outlined in the Minnesota Stormwater Manual will be required and must be shown on required submittals to the City for approval. Any street sweeping conducted by the City to remove erosional debris from streets will be charged to the owner of the property. 10. Models and CAD Files: Please note that digital copies of the final version stormwater models (HydroCAD, P8) and shapefiles or CAD drawings of existing and proposed drainage areas are to be submitted to the city once the review and revision process is complete. Bolton & Menk is an equal opportunity employer.