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PC Staff Report 7-19-22Planning Commission Item July 19, 2022 Item 1441 Lake Lucy Road (Gayle Morin Addition): Consider a Request for Rezoning Property from Rural Residential District to Single-Family Residential District and Subdivision of 4.84 Acres into Two Lots File No.Planning Case No. 2022-03 Item No: B.1 Agenda Section PUBLIC HEARINGS Prepared By Sharmeen Al-Jaff, Senior Planner Applicant Kevin Teppen Civil Site Group 5000 Glenwood Golden Valley, MN 55422 Present Zoning Rural Residential District (RR) Land Use Residential Low Density Acerage 4.84 Density 0.42 units per acre Applicable Regulations Chapter 18, Subdivisions Sec. 18-22. - Variances Sec. 18-57. - Streets Sec. 18-60. - Lots(f) Chapter 20, Article XII, RSF District SUGGESTED ACTION “The Chanhassen Planning Commission recommends approval of rezoning of property from Rural Residential District (RR) to Single-Family Residential District (RSF), preliminary plat to subdivide 4.75 acres into two lots as shown in plans Received June 16, 2022, subject to the conditions of approval and adopts the Findings of Fact and Recommendation.” 3 SUMMARY 1. Rezoning The first request is to rezone the property from Rural Residential District to Single-Family Residential District. This request is consistent with the Land Use Plan. 2. Subdivision The second request is subdivision of 4.75 acres into two lots. Access to the site is gained via Lake Lucy Road and Lakeway Court. Sewer and water are available to the site. BACKGROUND On December 18, 1998 and as a condition of approval of the Whitetail Cove subdivision, located west of the subject site, the City approved a private street (Lakeway Court) to serve three homes in the Whitetail Cove Subdivision and a potential two additional lots on the Morin property. Access to the Morin property was discussed at length. The City Council reviewed options of a city street that terminates in a cul-de-sac vs. a private street. The private street option was chosen because it caused the least amount of grading and tree removal. The Morin’s entered into an Access Agreement and permitted the turnaround to be constructed on their property. DISCUSSION See attached staff report. RECOMMENDATION The Chanhassen Planning Commission recommends approval of rezoning of property from Rural Residential District (RR) to Single Family Residential District (RSF), preliminary plat to subdivide 4.75 acres into two lots as shown in plans Received June 16, 2022, subject to the conditions of approval and adopts the Findings of Fact and Recommendation. ATTACHMENTS Staff Report Findings of Fact and Recommendation Development Review Application Preliminary Plat Easement Document Geotechnical Report Wetland Delineation Report Stormwater Report Affidavit of Mailing Neighborhood Concerns and Questions Objection to Proposed Development at 1441 Lake Lucy Road Time Extension Notice Whitetail Cove Taskforce Letter April 4, 2022 4 Whitetail Cove Taskforce Questions Addendum May 4, 2022 Third CSG Response May 18, 2022 Email Communications Don Giacchetti and Joe Seidl July 5, 2022 Whitetail Cove Taskforce Questions 2nd Addendum July 8, 2022 Whitetail Cove Taskforce Questions 3rd Addendum July 18, 2022 5 CITY OF CHANHASSEN PC DATE:July 19, 2022 CC DATE: August 8, 2022 REVIEW DEADLINE: August 21, 2022 CASE #: 2022-03 BY: SJ, ET, EH, JR, JS, JS SUMMARY OF REQUEST: Rezoning of Property from Rural Residential to Single Family Residential and Subdivision of 4.75 acres into two lots and four outlots. LOCATION:South of Lake Lucy Road, North of Lake Lucy, East of Lakeway Court APPLICANT: Civil Site Group OWNER: Dianne G. Morin Trust Kevin Teppen Chad M. Halbur, CFA, CTFA 5000 Glenwood St. 4470 W. 78th St., #200 Golden Valley, MN 55422 Bloomington, MN 55435 kteppen@civilsitegroup.com Chalbur@cornerstonetrust.net 612-508-5313 866-200-6528 PRESENT ZONING: Rural Residential District, RR 2040 LAND USE PLAN: Residential Low Density (RLM) (1.2 – 4.0 units/net acre) ACREAGE:4.75 acres DENSITY: 0.42 units per acre LEVEL OF CITY DISCRETION IN DECISION-MAKING: The City has a relatively high level of discretion in approving rezonings because the city is acting in its legislative or policy-making capacity. An amendment must be consistent with the City’s Comprehensive Plan. The City’s discretion in approving or denying a preliminary plat is limited to whether or not the proposed plat meets the standards outlined in the Subdivision Regulations and Zoning Ordinance. If it meets these standards, the City must approve the preliminary plat. This is a quasi-judicial decision. Notice of this public hearing has been mailed to all property owners within 500 feet. PROPOSED MOTION: “The Chanhassen Planning Commission recommends approval of Rezoning of Property from Rural Residential District (RR) to Single Family Residential District (RSF), preliminary plat to subdivide 4.75 acres into two lots as shown in plans Received June 16, 2022, subject to the conditions of approval and adopts the findings of fact and decision recommendation.” 6 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 2 of 16 APPLICABLE REGULATIONS Chapter 18, Subdivisions Sec. 18-22. - Variances Sec. 18-57. - Streets Sec. 18-60. - Lots(f) Chapter 20, Article XII, RSF District PROPOSAL/SUMMARY The request includes a rezoning of property from Rural Residential District to Single-Family Residential District (RSF) and Subdivision of 4.75 acres into two lots. The site is located south of Lake Lucy Road, north of Lake Lucy and east of Lakeway Court. The property is zoned Rural Residential District and falls within the Shoreland Overlay District. The following is a summary of the requests: 1. Rezoning The first request is to rezone the property from Rural Residential District to Single-Family Residential District. This request is consistent with the Land Use Plan. 2. Subdivision The second request is subdivision of 4.75 acres into two lots. Access to the site is gained via Lake Lucy Road and Lakeway Court. Sewer and Water are available to the Site. Staff is recommending approval of the Rezoning and Subdivision with conditions outlined in the staff report. 7 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 3 of 16 BACKGROUND On December 18, 1998 and as a condition of approval of the Whitetail Cove subdivision, located west of the subject site, the City approved a private street (Lakeway Court) to serve three homes in the Whitetail Cove Subdivision and a potential two additional lots on the Morin property. Access to the Morin property was discussed at length. The City Council reviewed options of a city street that terminates in a cul-de- sac vs. a private street. The private street option was chosen because it caused the least amount of grading and tree removal. The Morin’s entered into an Access Agreement and permitted the turnaround to be constructed on their property. 8 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 4 of 16 REZONING The applicant is proposing to rezone the property from Rural Residential to Residential Single-Family District. The areas to the north, east and west contain single-family homes and are zoned Single-Family Residential. All surrounding properties are guided Residential Low Density. Lake Lucy is located south of the subject site. NORTH SOUTH EAST WEST DEVELOPMENT Single-Family Lake Lucy Single-Family Single-Family LAND USE Low Density Residential Low Density Residential Low Density Residential ZONING Single-Family Residential District Recreational Lake Single-Family Residential District Single-Family Residential District The 2040 Land Use Plan shows this area designated for development as Residential Low Density Residential, net density of 1.2-4 units per acre. Appropriate zoning for this land use is RSF, RLM, R-4, or PUD-R. The use consists of an existing single-family home and proposed addition of a second single-family structure. This area is in the Metropolitan Urban Service Area (MUSA). Staff is recommending that this area be rezoned to RSF and finds that the rezoning is consistent with the Comprehensive Plan. 9 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 5 of 16 SUBDIVISION The applicant is proposing to subdivide 4.75 acres into two lots. Lot 1 contains an existing single-family home that gains access off of Lake Lucy Road. The subdivision will result in a gross density of 0.42 units per acre and a net density of 1.4 units per acre. Lot 2 is proposed to gain access off of Lakeway Court, an existing private street. Sewer and water are available to the site. Both of the proposed lots meet the minimum area, width and depth requirements of the Zoning Ordinance. Staff notes that the proposal is consistent with the Comprehensive Plan and generally consistent with the Zoning Ordinance. EXISTING CONDITIONS SURVEY The applicant has provided an existing conditions survey that adequately conforms to the requirements found under Sec. 18-40 of City Ordinance. Currently, there is one existing single-family residence located at 1441 Lake Lucy Road with a paved driveway access off of Lake Lucy Road. The applicant intends to keep the existing structure. There are two wetlands and a turnaround for a private street along the westerly portion of the center of the site. 10 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 6 of 16 DRAINAGE AND UTILITY EASEMENTS The preliminary plat dated May 18, 2022 illustrates typical public drainage and utility easements (DUE) along the proposed subdivision’s lot lines of 10 feet, with larger atypical DUE along a delineated wetland and its buffer near the northwest portion of Lot 1, Block 2. While typical 10- foot DUEs along all property lines are acceptable, a minimum DUE width of 5 feet along side and rear lot lines as permissible by City Ordinance. There is an atypical portion of DUE located near the northwest corner of Lot 1, Block 1 that will be required to be updated to a typical DUE of 10 feet. The proposed DUE appears to be drawn to encompass an existing private service lateral that services Lot 1, Block 1. As a condition of the development, a private access and maintenance agreement for the private services benefiting Lot 1 must be recorded concurrently with the final plat, as discussed in the “Sanitary Sewer and Water Main” section of this report. The applicant is proposing to dedicate 7 feet of right-of-way to provide for a consistent 80-foot right-of-way width along Lake Lucy Road. EXISTING CONDITIONS SURVEY The applicant provided an updated existing condition survey dated May 22, 2022 which encompasses the property proposed to be subdivided. The updated existing conditions survey was requested during the previous preliminary plat submittal review submitted in February where staff provided preliminary construction plan comments on May 14, 2022. The existing conditions survey now appears to meet all applicable requirements from Section 18-40 of Ordinance. WETLANDS The proposed plans show two wetlands onsite that were delineated by Jacobson Environmental PLLC on October 11, 2021.Wetland A located on the northern portion of the property flows south into wetland B via a small conveyance channel. The report included a MNRAM assessment. The wetlands were classified as a medium value with a minimum buffer width requirement of 20 feet and an average width of 40 feet as outlined by Riley Purgatory Bluff Creek Watershed District (RPBCWD) rules. The watershed buffer rules are stricter than City regulations. The construction plans dated May 18, 2022 show a wetland buffer and setback that is consistent with Article VI, Chapter 20 of City Ordinance - Wetland Protection and appears to meet watershed regulations. GRADING The site’s existing and proposed grades generally slope to the south. The applicant is proposing grading for the development to occur over two phases as the preliminary plans indicate the lots are to be custom graded, which means during “Phase 1” mass grading will be conducted by the developer in order to construct the proposed private stormwater BMP and necessary improvements for water and sewer to service the lot, while the builder who will construct the home will grade the lot as needed during “Phase 2”. Because the lot will be custom graded the 11 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 7 of 16 final grading plans for each lot will be reviewed and approved during the building permit submittal in accordance with Chapter 7 of City Ordinance, however the preliminary grading plan submitted is required to show the feasibility of the subdivision based on the requirements of Chapter 7 and Chapter 18. These requirements include separation from low floor elevations of the proposed homes to the highest known groundwater elevations, ensuring lowest building openings have enough freeboard from any emergency overflows adjacent to the homes, ensuring driveway grades are within limits set by Ordinance (0.5%-10%), ensuring drainage will be routed away from building pads, illustrating adequate erosion control measures are planned for, etc. 12 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 8 of 16 DRAINAGE In the existing conditions survey, stormwater runoff generally flows from north to south. Stormwater runoff sheet flows from the north end of the site into Wetland A, through a small channel from Wetland A to Wetland B, and finally leaving the site through a small channel which drains to Lake Lucy at the south end of the site. Currently, neither Wetland A nor Wetland B have a structural outlet, relying on natural spillways to drain into the downstream channels. The proposed condition largely mimics the existing drainage pattern with no proposed disturbance south of the Wetland A spillway into the channel, and no proposed disturbance on Lot 1, Block 1. For the proposed design stormwater runoff will sheet flow around the proposed home on Lot 1, Block 2 to a privately owned surface biofiltration basin just northwest of Wetland A. The biofiltration basin outlets to Wetland A through a 12” HDPE pipe from the outlet control structure. The outlet pipe does concentrate flow to Wetland A when compared to the existing drainage, however with the flat slope on the outlet pipe and the proposed riprap at the outlet flared end section providing energy dissipation, adverse impacts are not anticipated. The bounce in Wetland A during the smaller storm events modeled (2-year and 10-year) was shown to largely mimic existing conditions with an anticipated decrease in elevation of less than an inch in the proposed condition for both storm events. The change in high water level (100- year bounce) in Wetland A was negligible from existing to proposed conditions. The bounce in Wetland B was unchanged from existing to proposed conditions for all storm events modeled. No disturbance is proposed south of the Wetland A spillway into the channel and no disturbance on Lot 1, Block 1; there should be no changes to the drainage in these areas. EROSION PREVENTION AND SEDIMENT CONTROL The proposed development will not exceed one acre of disturbance and will, therefore, not require the General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit). The project does exceed the 5,000 square foot threshold requiring an Erosion and Sediment Control Plan per City Ordinance. The applicant has prepared and submitted a Surface Water Pollution Prevention Plan (SWPPP) to the City for review. The SWPPP is a required submittal element for preliminary plat review along with the Erosion and Sediment Control Plan in accordance with Section 19-145 of City Ordinance. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements the permit. The SWPPP will need to be updated as the plans are finalized, when the contractor and their sub-contractors are identified and as other conditions change. All erosion control shall be installed and inspected prior to initiation of site grading activities. STREETS The proposed subdivision (Gayle Morin Addition) is located to the east of the Whitetail Cove subdivision which was platted in 1999. The Whitetail Cove subdivision was granted approval for a private street (Lakeway Court) which was extended to facilitate access for the future development of the Morin Addition property. This included the installation of a dead end turnaround and recordation of appropriate access easements (Doc. No. 244418 as recorded with 13 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 9 of 16 Caver County) to benefit all lots, including the Gayle Morin Addition property. As the dead end fire apparatus turnaround was approved and constructed in 1999-2000, and as standards for turnarounds and private streets have changed since then, the applicant must provide the current dimensions and radii of the existing turnaround for review; all turnarounds and street appurtenances must meet Sec. 18-57(u) of City Ordinance. Sec. 18-57.p.2 includes the requirement that covenants concerning maintenance and snow plowing operations be filed against all benefit properties that gain access from private streets, which would include the emergency service turnaround area as well. Confirmation from the applicant that this requirement of City Ordinance is met must be provided prior to recording of the final plat. SANITARY SEWER AND WATER MAIN The newly proposed subdivision will have access to adequate public sanitary sewer and water facilities installed with the Whitetail Cove subdivision in 1999-2000. Three services for sanitary sewer and water were installed at this time and stubbed to the Gayle Morin Addition property; one of the sets of services was connected to by the existing home which is proposed as Lot 1, Block 1. The existing home’s services will run through Lot 2, Block 1 and will require an access and maintenance agreement in the event the property owner of Lot 1, Block 1 needs to repair or replace their private services. The demarcation for where the private portion of the laterals end and the public portion begins shall be the original drainage and utility easement associated with the private street turnaround (per Doc. No. 244418 as recorded with Carver County). It is also strongly recommended that the service laterals serving Lot 1, Block 1 be relocated from underneath the proposed retaining wall. Additionally, the services shall be potholed (excavated until top of pipes are reached) prior to recording of the final plat in order to assess their elevations to ensure there is adequate cover for protection based on the proposed grading plan. Any additional services stubbed to the property that will not be in use shall be removed and abandoned. The plans provided must be updated to address staffs’ comments prior to the issuance of a notice to proceed. Updates will include the material types of service laterals, curb stop locations, and other updates necessary to meet the most recent edition of the City’s Standard Specifications and Detail Plates along with City Ordinances. STORMWATER MANAGEMENT Article VII, Chapter 19 of City Code describes the required stormwater management development standards. Section 19-141 states that “these development standards shall be reflected in plans prepared by developers and/or project proposers in the design and layout of site plans, subdivisions and water management features.” These standards include water quality treatment resulting in the removal of 90% total suspended solids (TSS) and 60% total phosphorous (TP), and runoff rate control for the 2-, 10-, and 100-year storm events. The proposed development is located within the Riley Purgatory Bluff Creek Watershed District (RPBCWD) and is therefore subject to the Watershed’s rules and regulations. A Stormwater Management Report dated May 13, 2022 was submitted by the applicant to the City and 14 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 10 of 16 Watershed District as part of the preliminary plat review. Conditional approval from the RPBCWD was received on June 1, 2022. The RPBCWD requires volume abstraction of 1.1 inches of runoff from all new or disturbed impervious area on the parcel for new development. Due to the 0.14 acres of proposed impervious, 562 cubic feet of volume abstraction is required. The void volume below the elevated draintile in the biofiltration basin provides 579 cubic feet, meeting the RPBCWD volume abstraction requirement. Because the site is providing more volume abstraction than is required, the proposed project is meeting the water quality rules. Four soil borings were performed by Haugo Geotechnical Services on February 15, 2022 and show the soils on site are clayey sands with sandy lean clay. Groundwater was not observed in SB-02 in the location of the proposed biofiltration basin down to an elevation of 957.5 feet. However, adjacent property owners noted seeing standing water in a boring not completely backfilled. The applicant’s engineer responded to this concern about standing water in the boring holes by stating, “Between the dates borings were taken on February 15, 2022 and water was observed on April 29, 2022, approximately 6-inches of precipitation fell during the 73-day stretch, in addition to snow blowing and snowmelt draining into the open hole.” We recognize the professional geotechnical engineer’s opinion that groundwater was not encountered on site and that they “do not anticipate that groundwater will be encountered during construction.” Noting this response, one condition of approval from RPBCWD is confirming “at least 3 feet of separation between the bottom of the proposed biofiltration basin and groundwater prior to construction...If the seasonally high groundwater is less than 3 feet below the bottom of the proposed biofiltration basin, design modifications or additional subsurface investigations are needed to ensure adequate groundwater separation.” If the design has to be modified due to higher groundwater than shown in the original soil borings, updated water quality calculations and modeling representative of the updated design will be required to confirm rules are still being met. The Stormwater Management Report and supporting Hydrologic and Hydraulic HydroCAD models were reviewed and found to have several minor inaccuracies from the final plat plans submitted. The elevation of the outlet pipe from the biofiltration basin and the slope of the outlet pipe from the biofiltration basin are not consistent between the HydroCAD model and the utility plans. Updates to the HydroCAD model to make it representative of the utility plans are not anticipated to significantly change the rate control analysis results for the site as the exfiltration rate of the proposed biofiltration basin primarily controls the rate at which water leaves the basin and is accurate as currently modeled. The current modeling shows the site meets rate control requirements with proposed rates decreasing from existing rates for the 2-, 10- and 100-year storm events. Rates into Wetland A (and subsequently through the natural channels and into downstream Wetland B and Lake Lucy) are shown to decrease from existing rates for all storm events. The applicant shall update Hydrologic and Hydraulic models based on comments from City staff and provide satisfactory models, and rate analysis confirming compliance with requirements prior to recording the final plat. As outlined in the City’s Surface Water Management Plan adopted in December, 2018, the City requires at least 3 feet of freeboard between a building elevation and adjacent ponding features. The proposed structure on Lot 1, Block 2 provides over four feet of freeboard between the 15 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 11 of 16 biofiltration basin’s HWL (974.83) and the proposed low floor (979.0), however the design only provides 2.31 feet of freeboard to the existing home on adjacent property (6675 Lakeway Drive). The final design shall be updated with the soil and groundwater data required from the RPBCWD conditional approval. The final design is required to show three feet of freeboard from the adjacent homes and the biofiltration basin. There appears to be adequate room for the applicant to modify the design as needed. The biofiltration basin is located on Lot 1, Block 2 and will be privately owned and therefore will require an Operations and Maintenance (O&M) Agreement and associated plan. The plan identifies the maintenance schedule, responsible party, and should include information on how the system will be cleaned out. The applicant must provide a signed O&M Agreement prior to the initiation of construction activities onsite. STORMWATER UTILITY CONNECTION CHARGES City Ordinance sets out the fees associated with surface water management. A water quality and water quantity fee are collected with a subdivision. These fees are based on land use type and are intended to reflect the fact that the more intense the development type, the greater the degradation of surface water. This fee will be applied to the new lots of record being created. It is assessed at the rate in effect at that time; the 2022 rate for low-density residential is $8,830.00 per acre of developable land. ASSESSMENTS Water and sewer partial hookups are due at the time of final plat. The partial hookup fees will be assessed at the rate in effect at that time; 2022 rates for partial hookup fees are $691.00 per unit for sanitary sewer and $2,562.00 per unit for water. The remaining partial hookups fees are due with the building permit. FEES Based on the proposal the following fees would be collected with the Development Contract (DC): a) Administration Fee: if the improvement costs are less than $500,000, 3% of the improvement costs b) Surface Water Management Fee: $8,830.00/acre of developable land c) A portion of the water hook-up charge @ $2,562.00/unit d) A portion of the sanitary sewer hook-up charge @ $691.00/unit e) Park Dedication Fee @ $5,800.00/unit f) GIS Fees @ $100 for the plat plus $30 per parcel: $160.00 g) Final plat process (review and recording of Plat and DC): $450.00 16 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 12 of 16 LANDSCAPING AND TREE PRESERVATION Canopy coverage and preservation calculations have been submitted for the Gayle Morin subdivision. The applicant has calculated the following coverages: Total upland area (excluding wetlands)115,018 SF Total canopy area (excluding wetlands)112,080 SF Baseline canopy coverage 97% Minimum canopy coverage allowed 55% or 63,259 SF Proposed tree preservation 80% or 92,291 SF The developer meets and exceeds the minimum canopy coverage allowed. No additional reforestation plantings are required. The new home is required by ordinance to have one tree in the front yard setback area, which can either be an existing tree that was preserved or a newly planted tree. The applicant is proposing to plant four overstory, deciduous trees in the front yard. The applicant is proposing a Conservation Easement over the southern portion of Lot 2, Block 1. This is consistent with neighboring properties in adjacent developments that have preservation easements on lots within the subdivisions. Staff recommends placing a Conservation Easement on the southern portion of Lot 2 as proposed by the applicant. COMPREHENSIVE PARK PLAN The City’s Comprehensive Park Plan calls for a neighborhood park to be located within one-half mile of every residence in the City. Gayle Morin Addition is located within one-half mile of both Curry Farms Park and Pheasant Hill Park. These two neighborhood park locations offer ample amenities for those residing in the Gayle Morin Addition. COMPREHENSIVE TRAIL PLAN City trails located within both Curry Farms Park and Pheasant Hill Park and adjacent to Lake Lucy Road provide convenient trail connections for both recreation and transportation. 17 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 13 of 16 COMPLIANCE TABLE RSF Setbacks: Front: 30 feet, Side: 10 feet * Parcels served via private street must maintain 100 foot width ** Riparian lots must have a minimum area of 20,000 square feet SUBDIVISION - FINDINGS 1.The proposed subdivision is consistent with the zoning ordinance. Finding: The subdivision meets all the requirements of the RSF, Residential Single- Family District and the zoning ordinance. 2.The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the City's Comprehensive Plan. Finding: The proposed subdivision is consistent with the Comprehensive Plan and subdivision ordinance. 3.The physical characteristics of the site, including but not limited to topography, soils, vegetation, susceptibility to erosion and siltation, susceptibility to flooding, and stormwater drainage are suitable for the proposed development. Finding: The proposed site is suitable for development subject to the conditions specified in this report. 4.The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by this chapter. Finding: The proposed subdivision is served by adequate urban infrastructure. 5.The proposed subdivision will not cause environmental damage. Finding: The proposed subdivision will not cause significant environmental damage subject to conditions of approval. The proposed subdivision contains adequate open areas to accommodate a house pad. Lot Area (sq. ft.) Lot Width Lot Depth Wetland Setback and Buffer Code (RSF)15,000/20,000 90 125 30/16.5 Lot 1 31,089 180 175 NA Lot 2 172,651**180*950 Right-Of-Way 7,203 Total 210,943 18 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 14 of 16 6.The proposed subdivision will not conflict with easements of record. Finding: The proposed subdivision will not conflict with existing easements, but rather will expand and provide all necessary easements. 7.The proposed subdivision is not premature. A subdivision is premature if any of the following exists: a.Lack of adequate stormwater drainage. b.Lack of adequate roads. c.Lack of adequate sanitary sewer systems. d.Lack of adequate off-site public improvements or support systems. Finding: The proposed subdivision will have access to public utilities and streets. RECOMMENDATION Staff recommends adoption of the following three motions: 1. REZONING "The Planning Commission recommends approval of Planning Case #2022-03 to rezone 4.75 acres of property zoned RR, Rural Residential District, to RSF, Single FamilyResidential District, and adoption of the Findings of Fact.” 2. SUBDIVISION "The Planning Commission recommends approval of Planning Case #2022-03 to subdivide 4.75 acres into two lots as shown in plans Received June 16, 2022, subject to the following conditions of approval and adopts the findings of fact and decision recommendation: Engineering: 1. The atypical portion of public drainage and utility easement (DUE) located near the northwest corner of Lot 2, Block 1 shall be updated to a typical DUE of 10 feet prior to recording of the final plat. 2. A private access and maintenance agreement for the private services benefiting Lot 1, Block 1, which extend through Lot 2, Block 1, must be recorded concurrently with the final plat. 3. The demarcation for where the private portion of the laterals servicing Lots 1 and 2, Block 1 end and the public portion begins shall be the original drainage and utility easement associated with the private street turnaround (per Doc. No. 244418 as recorded with Carver County). 4. The developer must provide the current dimensions and radii of the existing dead end turnaround off Lakeway Court for review and approval prior to recording of the final plat. 19 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 15 of 16 5. The services benefiting Lot 1, Block 1 shall be potholed (excavated until top of pipes are reached) prior to recording of the final plat in order to assess their elevations to ensure there is adequate cover for protection based on the proposed grading plan. 6. The developer must provide adequate documentation that the requirements of City Ordinance Sec. 18-57.p. are met prior to recording of the final plat. 7. The applicant shall pay all applicable fees and securities prior to recording of final plat. 8. The applicant and their Engineer shall work with City staff in amending the construction plans, dated May 18, 2022, prepared by Matthew R. Pavek, PE with Civil Site Group, to fully satisfy staff concerns. Final construction plans will be subject to review and approval by staff prior to commencement of any construction activities. Water Resources Recommendations: 1. The applicant shall provide updated groundwater and infiltration data as outlined by the RPBCWD conditional approval with the final plat submittal. 2. The applicant must update the Hydrologic and Hydraulic models per City and Watershed District comments and submit updated computations and models in their native forms with the final plat submittal. 3. The applicant must demonstrate that the proposed project will meet the 3-foot freeboard requirement to ponding areas prior to recording of the final plat. 4. The applicant shall enter into an Operations and Maintenance Agreement for any proposed privately-owned stormwater facilities which shall be recorded prior to commencement of any construction activities. Parks: 1. Full Park fees in lieu of additional parkland dedication and/or trail construction shall be collected as a condition of approval for one of the two lots. The Park fees will be collected in full at the rate in force upon final plat submission and approval. Based upon the current single-family Park fee rate of $5,800 per dwelling, the total Park fees would be $5,800. Environmental Resources Coordinator: 1. Tree protection fencing shall be installed prior to any construction activities and remain in place until construction is complete. 2. A Conservation Easement shall be dedicated over the southern portion of Lot 2 as proposed. Planning: 1. Approval of the subdivision is contingent upon approval of the rezoning of the property from RR to RSF. ATTACHMENTS 1. Findings of Fact and Recommendation 2. Development Review Application 3. Preliminary Plat Sheets 4. Easement 5. Geotechnical Report 6. Wetland Delineation 20 Gayle Morin Subdivision (1441 Lake Lucy Rd.) July 19, 2022 Page 16 of 16 7. Stormwater Report 8. Public Hearing Notice and Affidavit of Mailing List 9. Neighborhood Concerns & Questions 10. Objection to Proposed Development 11. Time Extension Notice 12. Whitetail Cove Taskforce Letter 4/4/22 13. Whitetail Cove Taskforce Questions Addendum 5/4/22 14. Third CSG Response 5/18/22 15. Whitetail Cove Taskforce Questions 2 nd Addendum 7/8/22 16. Email Communication Don Giacchetti and Joe Seidl 7/5/22 g:\plan\2022 planning cases\22-03 gayle morin addn 1441 lake lucy rd\06-17-2022 submittal\staff report preliminary final.doc 21 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Civil Site Group – Planning Case No. 2022-03, Morin Addition. Request for Rezoning of 4.75 acres of property zoned RR, Rural Residential District, to RSF, Single Family Residential and Subdivision of 4.75 acres in two lots, Morin Addition. On July 19, 2022, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Civil Site Group for rezoning of 4.75 acres from RR to RSF and subdividing the property into two lots. The Planning Commission conducted a public hearing on the proposed development preceded by published and mailed notice. The Planning Commission heard testimony from all interested persons wishing to speak and now makes the following: FINDINGS OF FACT 1. The property is currently zoned RR, Rural Residential District. 2. The property is guided in the Land Use Plan for Residential – Low Density. 3. The legal description of the property is described in the attached Exhibit A. 4. Rezoning Findings: The Zoning Ordinance directs the Planning Commission to consider six (6) possible adverse effects of the proposed amendment. The six (6) effects and our findings regarding them are: a. The proposed zoning has been considered in relation to the specific policies and provisions of and has been found to be consistent with the official city’s Comprehensive Plan. b. The proposed zoning is or will be compatible with the present and future land uses of the area. c. The proposed zoning conforms with all performance standards contained in the Zoning Ordinance. d. The proposed zoning will not tend to or actually depreciate the area in which it is proposed. e. The proposed zoning can be accommodated with existing public services and will not overburden the city's service capacity. 22 2 f. Traffic generation by the proposed use within the zoning district is within capabilities of streets serving the property. SUBDIVISION FINDINGS a. The proposed subdivision is consistent with the zoning ordinance; b. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city's comprehensive plan; c. The physical characteristics of the site, including but not limited to topography, soils, vegetation, susceptibility to erosion and siltation, susceptibility to flooding, and stormwater drainage are suitable for the proposed development; d. The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by this chapter; e. The proposed subdivision will not cause environmental damage; f. The proposed subdivision will not conflict with easements of record; and g. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: 1)Lack of adequate stormwater drainage. 2)Lack of adequate roads. 3)Lack of adequate sanitary sewer systems. 4) Lack of adequate off-site public improvements or support systems. Finding: The proposed development is consistent with the city's Comprehensive Plan and zoning ordinance. Staff is recommending approval of the request with conditions. The Planning Commission regards the request as a reasonable use of the land. The overall design is sensitive to the city’s image. 7. The planning report #2022-03 dated July 19, 2022, prepared by Sharmeen Al-Jaff et al, is incorporated herein. 23 3 RECOMMENDATION The Planning Commission recommends that the City Council approve the proposed development including a Rezoning of 4.75 acres of property zoned RR, Rural Residential District to RSF, Single Family Residential District, and Subdivision of 4.75 acres into two lots. ADOPTED by the Chanhassen Planning Commission this 19th day of July, 2022. CHANHASSEN PLANNING COMMISSION BY:___________________________________ Mark von Oven, Chairman 24 4 EXHIBIT A DESCRIPTION OF PROPERTY SURVEYED That part of Government Lot 5, Section 2, Township 116, Range 23, Carver County, Minnesota, described as follows: Commencing at the northeast corner of said Government Lot 5; thence westerly along the north line of said Government Lot 5 a distance of 308.34 feet to the point of beginning; thence continue westerly along the north line of said Government Lot 5 a distance of 180.08 feet; thence southerly, parallel with the west line of said Section 2 to the shore line of Lake Lucy; thence easterly along said shore line to the intersection with a line parallel with the west line of said Section 2 and passing through the point of beginning; thence northerly, parallel with the west line of said Section 2, to the point of beginning. Subject to a street easement over and across the north 33 feet thereof. AND TOGETHER WITH a 15 foot easement for walkway purposes over and across that part of the following described property: That part of Government Lot 5, Section 2, Township 116, Range 23, Carver County, Minnesota, described as follows : Beginning at the northeast corner of said Government Lot 5; thence westerly along the north line of said Government Lot 5 a distance of 308.34 feet; thence southerly, parallel with the west line of said Section 2 to the shore line of Lake Lucy; thence easterly along said shoreline to the intersection with the east line of said Government Lot 5; thence northerly along the east line of said Government Lot 5, to the point of beginning. ALSO The West Quarter of the Northeast Quarter of the Southwest Quarter of Section 2, Township 116, Range 23, Carver County, Minnesota. Subject to a road easement over and across the south 33.00 feet thereof. Which lies 7.50 feet on each side of the following described line: Commencing at the northeast corner of said Government Lot 5; thence westerly along the north line of said Government Lot 5 a distance of 308.34 feet; thence southerly, parallel with the west line of said Section 2 a distance of 810.0 feet to the point of beginning of the line to be described; thence deflect 30 degrees to the left 75.00 feet; thence deflect 60 degrees to the right, 75.00 feet to the west line of the above described parcel of land and said line there terminating. *Please note that the 15 foot easement for walkway purposes described above benefits the subject property and lies over a part of Lot 7, Block 1, POINTE LAKE LUCY, as shown hereon. 25 COMUUNITY DEVELOPM ENT DEPARTMENT Planning Division - 7700 Market Boulevard Mailing Address - P.O. Box 147, Chanhassen, MN 55317 Phone: (952'1227-1 100 / Fax: (952) 227-1110 Submrttal Dale: I a Pc eala_ -o3 CITY OT CIIAI'IIIASSIN APPLICATION FOR DEVELOPMENT REVIEW (Refet to the appropriale Application Checklist fot rcquircd submitlal inlomation that .r],ust accompany this application) tr tr D lnterim Use Permit (lUP) E ln coniunction with Single-Family Residence.. $325! ett orhers.... E Rezoning (REz) . $425 Comprehensive Plan AmendmentI lii"o, r,,tuse ri"" t r r"iri"g ""-"ii; il;;; Conditional Use Permit (CUP) E Single-FamilyResidencefl ntt ottrers....... E ptanneO Unit Oevelopment (PUD) ... ! Minor Amendment to existing PUD.. Subdivision (SUB) E Create 3 lots or lessE cr"ri" or"r : br;.-..................( lots) E Metes & Bounds (2 lots)........... ! Consolidate Lots....................... E Lot Line Adjustment E Final P|at...... (lncludes $450 escrow for attomey costs)' 'Additional escrow may be requi.ed for other applications through lhe development contEct. Vacation of Easements/Right-of-way (vAC) (Additional recording fees may apdy) Variance (VAR).... Wetland Alteration Permit (WAP) n Single-Family Residence....................... E nl otners....... $3 per address(60 addresses) ....................... S50 per document E Site Plan Agreement E Wetland Alteration Permit E Deeds TOTAL FEE: $600 $100 $325 $425 ......... $750 ......... $100 ......... $500 ... $150 $100 $500 E Att others....... E Sign Plan Review............................ n Site Plan Review (SPR) fl Administrative E Commercial/lndustrial Dislricts'E Zoning Appeal...-.............. ...... $100 ! Zoning Ordinance Amendment (zOA)................. $500 XqIE: Wh.n multiple applications are proc.sscd concurcntly' the .pproprlsG tee shall be charged for €ach appllc.tion. ! ! ! $300 $200 $200 ..... $150 .....$275 Plus $ 10 per 1,000 square feet of building area (- thousand square feet) 'lnclude number of q{SlLtg employees: 'lnclude number ot 49q emPloyees E Residential Districts..................... $500 Plus $5 per dwelling unit ( units) E Notification Sign (city to install and remove) ................ El Property Owners' List within 500' (city to generate after pre€pplication meeting) ! Escrow for Recording Documents (check all that apply)........::." " "" D conditionat Use Fermit E tnterim Use Permit fl Vacation E variance Ei la"t"s & Bounds Subdivision (3 docs.) fl Easements f- easements)l, I 8{.r. on Section 1: Application Type (check all that apply) Section 2: Required lnformation Description of Proposal: Subdivide Large Single Family Lot into 3 total lots 144'l Lake Lucy Road, Chanhassen, MN 55317 Property Address or Localion Parcel #:250025820 Legal Oescription See Survey Total Acreage: Present Zoning 4.90 Wetlands Present? Rural Residential District (RR) ZYes nNo Requested Zoning Single-FamilY Residential District (RSF) Present Land Use Oesignation:Residential Low Density Req uested Land us&Eli&ft0t*ft al Low Density Single Family Residential Housing RECEIVED lcheck box if separate narrative is atiached CHANHASSEN PI.AI,IIJING DEPT ," o".3..lhlf=}= "" o",", .}l a t l.1t- *o", *.r"* o",",3 i 3t1 I \- Existing Use of ProPerty: JAN 2I 2022 26 Sectlon 3l Propody Ownor orld Appllcant llfomlalioI suBtffT roRll tosaveI yourtocopyFORi/l ndtoRl{rFO seUBITITS APPLTCANT OTHER THAN PROPERW OIIVNER: ln slgning lhis appllcatlon, l, as epplicant, rsprosBnl lo have obltlned authodaation hom the prcpgrty owngr t0lilB thls $plicalion. I sgroo to ba bound by conditions of epprcval, subJacl ohly to the right to obiect Bt the hoidngs o[ the application or during the appeal period. lf this application has nol been signod by the pmperty outer, I have attached ssp6r8l€ doc$lenlation of full legsl cap8cily lo lile lhe application. This spplication should be pmc€sssd ir nry nenre end I am tllg pa y '/vlo th€ City shoxld contect regardiog any matter perteining to this spplication. I vrill koep mysslf intormsd of lhs de8dllnes tor submission of msterial and lhe progross ot lhis spplication. I turther underslEnd thBl €dditlonol fees ltray be charged for consuhltg loes, fsasibilily studies, stc. witlr qn eslimala prior to any aulhodzstion to Broc6od with lho study. I cortify that th€ informetion and oxhibits submilted are true snd cofiect. Addressi Nanle: Nanle Givil Site Group 5000 Glsi)wood Goldrn v8llsy, MN 55422 . kteppen@civilsitegroup.conl Gsyls Morin 1441 Lake Lucy Road chanhassen, MN 55317 gayl€.modn@gmail'com K8vin Tspp8n (612) 508-5s13 (612) 508-5313 Co act: PhoirB: city/slars,lzip: Email: _ Signature: Address: Cell: Fsx: Cell: Fax: Dat6: PROPERTY OWNER: ln sEning thls sPpllcation, l, as property o! ,nor, hav6 full l€gal caPacily to, and hereby do' authorize the filing ofttris ap-didtion. t ij'naerstsnO that co;rOtUtns ol approval arc binding and.agroe to bu..b.oYnd by thgse condilions; subie; onty to i11. rigtrt to oU3"a a $u t'u.rlng. or during ih! gppeal perioOsi t wil reep mys:llin or,msd of the deadlines fir subniission of hatsriai'and the pogresio, this spdikatlon. I turther understand lhal additionsl f66s may be charged for consulting fees, fessibi[ty studles, etd- with an sstimate prior lo any authorization to proceed with lhg study. lcenifylhat the infomation 8nd exhiblG subnlitted are lrue and corect' Datei Conlact: Phone:(952) 474-1186 Citylstatezip: Email:J?2/ 508-5313 50&5313 Signalure: PROJECT EI'IGINEER (if Address: This pPli cation'tnust be mmpbtod ln tu and must be eccompa nied by all infom atio n and plans requirad by appli cation rof€r to ths appropriato Application ch eckl ist a pp licable City ordin nce proMsions.Beforg filing this procsd ral with th P lanni Department to dslermine th6 sp€cific ord inancs and applicablE U a n d confer ng requiremenB 8nd feos' of tho 15 business days of apdicstion submittal' w' hin 15 busine$ ds!'s of spplication'de term I natio n of comdeteness wrilte n nolice of a pplicstion defidencies Nams:Cltil Slta GrcuP 5m qsnu,ood G.t&n MN 55422 City/StslszlPl ccnrect (eYrn TaPPen Phone: CEll: Fsx: (612) Email: Who should rccrlvt ooPlss itt 't8tr r'Portr? Notification ln[onnotion lolh.r Contact lnE.mstion: Nems: Srlcliort ri l-l Prooertv Owner Ma: El E apOi*rt Vta, E [7] Enorear Me: [, E otr[r vra: D Maited FaPtr CoPY Usil€d Paper CoPY tdaibd PaPer CoPY i&ilod PaPer CoPY Email Bnail Em8 Emsil Etrtrn Addtess: SAVE FORU PNNT FORUcopy to tha citY for Ptocsssl$g. Comdot€ do$mentrs llelds, lhen sBlectsll no&ssary form I digitaland payment.with rcquiredto city aloq Email: 27 Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONC0.0TITLE SHEET............GAYLE MORIN SUBDIVISIONCHANHASSEN, MINNESOTASHEET INDEXSHEET NUMBERSHEET TITLEC0.0TITLE SHEETSITE SURVEYV1.0UTILITY PLANC4.0ISSUED FOR:WATERSHED RESUBMITTALDEVELOPER / PROPERTY OWNER:ENGINEER / LANDSCAPE ARCHITECT:CIVIL SITE GROUP5000 GLENWOOD AVEGOLDEN VALLEY, MN 55422CONTACT: MATT PAVEK612-615-0060SURVEYOR:GEOTECHNICAL ENGINEER:SWPPP - EXISTING CONDITIONSSW1.0GRADING PLANC3.0C5.0CIVIL DETAILSLANDSCAPE PLANSWPPP - PROPOSED CONDITIONSSW1.1SWPPP - DETAILSSW1.2C2.0SITE PLANSWPPP - NARRATIVESW1.3C1.0REMOVALS PLANKnow what'sbelow.before you dig.CallRHAUGO GEOTECHNICAL SERVICES2825 CEDAR AVE. S.MPLS, MN 55407CONTACT: PAUL HAUGO612.729.2959C1.1TREE PRESERVATION PLANCIVIL SITE GROUP5000 GLENWOOD AVEGOLDEN VALLEY, MN 55422CONTACT: RORY SYNSTELIEN612-615-0060ALL EXISTING UTILITY LOCATIONS SHOWN AREAPPROXIMATE. CONTACT "GOPHER STATE ONE CALL"(651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS,48 HOURS PRIOR TO CONSTRUCTION. THECONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIESTHAT ARE DAMAGED DURING CONSTRUCTION AT NOCOST TO THE OWNER.GAYLE MORIN1441 LAKE LUCY RDCHANHASSEN, MN 55317CONTACT: GAYLE MORIN952-474-1186SITE LOCATION MAPNSITE LOCATIONL1.0C5.1CIVIL DETAILSSWPPP - ATTACHMENTSSW1.4SWPPP - ATTACHMENTSSW1.5C2.1DECOMPACTION PLANPRELIMINARY PLATV2.028 29 30 LAKE LUCY ROADSHADOWLANE(A Public R/W)33.0233.021161.34 1081.20 Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)N88°03'48"W 308.34Street Easementper DescriptionN Line of Gov't Lot 5Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23Existing HouseFoundation Area=3,587 Sq. Ft. +/-24.548.013.88.48.58.52.33.440.4 59.424.932.54.572.78" PVC8" PVC8" PVC8" PVCExisting HouseExisting HouseBit. DriveWell(Possibly Abandoned)Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)San. & Wat.Stub (Per Rec.)Wat. Serv. (Per Rec.)San. Serv.6" W.M.San. Stub(Per Rec.)REMOVE EXISTINGTREES, TYP.REMOVE EXISTINGTREES, TYP.TREES REMOVED OVER10" DBH, TYP.EXISTING TREES TOREMAIN, PROVIDETREE PROTECTIONFENCING, TYP.EXISTING CITY ROAD, C&G,CATCH BASINS, MANHOLES, ANDUNDERGROUND UTILITES SHALLBE PROTECTED FROM DAMAGEUNLESS OTHERWISE NOTED.PROTECT EXISTING HYDRANTFROM DAMAGEPROTECT EXISTING CITYUNDERGROUND UTILITIES ANDGATE VALVES FROM DAMAGE,COORDINATE WITH CITY IFDAMAGED, TYP.CONTRACTOR TO REMOVE ALLUNUSED UTILITY STUBS FROMCONSTRUCTION LIMITS.TREE CANOPY COVERAGELOT 2 EXISTING TREE CANOPY: 95,057 SFLOT 2 PROPOSED TREE CANOPY: 75,268 SF (79%)TREE CANOPY REMOVED: 19,789 SF (21%)TREE CANOPY COVERAGELOT1 EXISTING TREE CANOPY: 17,023 SFLOT 1 PROPOSED TREE CANOPY: 17,023 SF (100%)TREE CANOPY REMOVED: 0 SF (0%)N00°10'43"E 1220.1 +/-Survey LineS67°39'42"W 194.8525.8 +/-17.6 +/-15 Foot Walkway Easement per Description(Benefits Subject Property)[12][13] Sewer Easement perDoc. Nos. 244417 & 2444188" PVC[13] Temporary Easementper Doc. No. 244418POINTE LAKE LUCYD & U Easement per plat ofWHITETAIL COVECivil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTAL01" = 40'-0"40'-0"20'-0"NREVISION SUMMARYDATEDESCRIPTIONC1.0REMOVALS PLAN............Know what'sbelow.before you dig.CallRREMOVAL NOTES:SEE SWPPP ON SHEETS SW1.0 - SW1.5EROSION CONTROL NOTES:1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACEANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2.SEE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) PLAN FOR CONSTRUCTION STORM WATER MANAGEMENT PLAN.3.REMOVAL OF MATERIALS NOTED ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH MNDOT, STATE AND LOCALREGULATIONS.4.REMOVAL OF PRIVATE UTILITIES SHALL BE COORDINATED WITH UTILITY OWNER PRIOR TO CONSTRUCTION ACTIVITIES.5.EXISTING PAVEMENTS SHALL BE SAWCUT IN LOCATIONS AS SHOWN ON THE DRAWINGS OR THE NEAREST JOINT FORPROPOSED PAVEMENT CONNECTIONS.6.REMOVED MATERIALS SHALL BE DISPOSED OF TO A LEGAL OFF-SITE LOCATION AND IN ACCORDANCE WITH STATE AND LOCALREGULATIONS.7.ABANDON, REMOVAL, CONNECTION, AND PROTECTION NOTES SHOWN ON THE DRAWINGS ARE APPROXIMATE. COORDINATEWITH PROPOSED PLANS.8.EXISTING ON-SITE FEATURES NOT NOTED FOR REMOVAL SHALL BE PROTECTED THROUGHOUT THE DURATION OF THECONTRACT.9.PROPERTY LINES SHALL BE CONSIDERED GENERAL CONSTRUCTION LIMITS UNLESS OTHERWISE NOTED ON THE DRAWINGS.WORK WITHIN THE GENERAL CONSTRUCTION LIMITS SHALL INCLUDE STAGING, DEMOLITION AND CLEAN-UP OPERATIONS ASWELL AS CONSTRUCTION SHOWN ON THE DRAWINGS.10.FOR ANY WORK ON ADJACENT PRIVATE PROPERTY, THE CONTRACTOR SHALL OBTAIN WRITTEN PERMISSION FROM THEADJACENT PROPERTY OWNER PRIOR TO ANY WORK.11.DAMAGE BEYOND THE PROPERTY LIMITS CAUSED BY CONSTRUCTION ACTIVITY SHALL BE REPAIRED IN A MANNER APPROVEDBY THE ENGINEER/LANDSCAPE ARCHITECT OR IN ACCORDANCE WITH THE CITY.12.PROPOSED WORK (BUILDING AND CIVIL) SHALL NOT DISTURB EXISTING UTILITIES UNLESS OTHERWISE SHOWN ON THEDRAWINGS AND APPROVED BY THE CITY PRIOR TO CONSTRUCTION.13.SITE SECURITY MAY BE NECESSARY AND PROVIDED IN A MANNER TO PROHIBIT VANDALISM, AND THEFT, DURING AND AFTERNORMAL WORK HOURS, THROUGHOUT THE DURATION OF THE CONTRACT.14.VEHICULAR ACCESS TO THE SITE SHALL BE MAINTAINED FOR DELIVERY AND INSPECTION ACCESS DURING NORMALOPERATING HOURS. AT NO POINT THROUGHOUT THE DURATION OF THE CONTRACT SHALL CIRCULATION OF ADJACENTSTREETS BE BLOCKED WITHOUT APPROVAL BY THE CITY PRIOR TO CONSTRUCTION ACTIVITIES.15.ALL TRAFFIC CONTROLS SHALL BE PROVIDED AND ESTABLISHED PER THE REQUIREMENTS OF THE MINNESOTA MANUAL ONUNIFORM TRAFFIC CONTROL DEVICES (MMUTCD) AND THE CITY. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO, SIGNAGE,BARRICADES, FLASHERS, AND FLAGGERS AS NEEDED. ALL PUBLIC STREETS SHALL REMAIN OPEN TO TRAFFIC AT ALL TIMES.NO ROAD CLOSURES SHALL BE PERMITTED WITHOUT APPROVAL BY THE CITY.16.SHORING FOR BUILDING EXCAVATION MAY BE USED AT THE DISCRETION OF THE CONTRACTOR AND AS APPROVED BY THEOWNERS REPRESENTATIVE AND THE CITY PRIOR TO CONSTRUCTION ACTIVITIES.17.STAGING, DEMOLITION, AND CLEAN-UP AREAS SHALL BE WITHIN THE PROPERTY LIMITS AS SHOWN ON THE DRAWINGS ANDMAINTAINED IN A MANNER AS REQUIRED BY THE SWPPP.DLTREE PROTECTIONN T S25'DRIPLINE WIDTHFURNISH A AND INSTALL TEMPORARY FENCE AT THE TREE'S DRIP LINE OR CONSTRUCTION LIMITS ASSHOWN ON PLAN, PRIOR TO ANY CONSTRUCTION. WHERE POSSIBLE PLACE FENCE 25' BEYOND DRIPLINE. PLACE TREE PROTECTION SIGN ON POSTS, ONE PER INDIVIDUAL TREE (FACING CONSTRUCTIONACTIVITY), OR ONE EVERY 100' LF ALONG A GROVE OR MULTI-TREE PROTECTION AREA.POSTS AND FENCINGEXTEND FENCE 25'BEYOND DRIPLINEWHERE POSSIBLETREE PROTECTION SIGN, TYP.TREE DRIPLINE, ORCONSTRUCTION LIMITS1CITY OF CHANHASSEN REMOVAL NOTES:1.DURING THE COURSE OF GRADING AND/OR CONSTRUCTION IF ANY DRAIN TILEIS DISCOVERED, THE DEVELOPER SHALL NOTIFY THE CITY ENGINEER ANDSHALL RELOCATE OR ABANDON THE DRAIN TILE AS DIRECTED.REMOVALS LEGEND:TREE PROTECTIONREMOVAL OF PAVEMENT AND ALL BASE MATERIAL,INCLUDING BIT., CONC., AND GRAVEL PVMTS.REMOVAL OF STRUCTURE INCLUDING ALLFOOTINGS AND FOUNDATIONS.TREE REMOVAL - INCLUDING ROOTS AND STUMPSEX. 1' CONTOUR ELEVATION INTERVALREMOVE CURB AND GUTTER. IF IN RIGHT-OF-WAY,COORDINATE WITH LOCAL GOVERNING UNIT.REMOVAL OF EXISTING TREES.31 LAKE LUCY ROADSHADOW(A Public R/W)S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-33.0233.021161.34 1081.20 Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)N88°03'48"W 308.34Street Easementper DescriptionN Line of Gov't Lot 5Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23Existing HouseFoundation Area=3,587 Sq. Ft. +/-24.548.013.88.48.58.52.33.440.4 59.424.932.54.572.7[12][13] Sewer Easement perDoc. Nos. 244417 & 2444188" PVC8" PVC8" PVC8" PVCExisting HouseExisting HouseDeckBit. Drive12" RCPWell(Possibly Abandoned)Upper Level Deckw/ Walkout BeneathWetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)D & U Easement per plat ofPOINTE LAKE LUCYSan. & Wat.Stub (Per Rec.)Wat. Serv. (Per Rec.)San. Serv.6" W.M.San. Stub(Per Rec.)EXISTING TREES TOREMAIN, PROVIDETREE PROTECTIONFENCING, TYP.TREE CANOPY COVERAGELOT 2 EXISTING TREE CANOPY: 95,057 SFLOT 2 PROPOSED TREE CANOPY: 75,268 SF (79%)TREE CANOPY REMOVED: 19,789 SF (21%)TREE CANOPY COVERAGELOT1 EXISTING TREE CANOPY: 17,023 SFLOT 1 PROPOSED TREE CANOPY: 17,023 SF (100%)TREE CANOPY REMOVED: 0 SF (0%)BLOCK 1LOT 1LOT 2BLOCK 1 N00°10'43"E 1220.1 +/-LAKE LUCYOrdinary High Water Elevation = 956.1 (1929 Datum)Ice Elevation (12-15-2021) = 956.2Survey LineS67°39'42"W 194.8525.8 +/-17.6 +/-Shoreline as Measured 12-15-2021(Approx. Division Line BetweenFEMA Zones AE and X)Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23[12][13] Sewer Easement perDoc. Nos. 244417 & 2444188" PVC[13] Temporary Easementper Doc. No. 244418FEMA Zone AE (Base Elevation 957.24)FEMA Zone XWetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)Edge of Water as Measured 12-15-2021REMOVALS LEGEND:TREE PROTECTIONREMOVAL OF PAVEMENT AND ALL BASE MATERIAL,INCLUDING BIT., CONC., AND GRAVEL PVMTS.REMOVAL OF STRUCTURE INCLUDING ALLFOOTINGS AND FOUNDATIONS.TREE REMOVAL - INCLUDING ROOTS AND STUMPSCivil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N26980KEVIN TEPPENLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED LANDSCAPE ARCHITECT UNDERTHE LAWS OF THE STATE OF MINNESOTA.05.18.2022WATERSHED SUBMITTALWATERSHED RESUBMITTAL01" = 40'-0"40'-0"20'-0"NREVISION SUMMARYDATEDESCRIPTIONC1.1TREE PRESERVATIONPLAN03.10.22TREE SURVEY OF REMOVAL.AREA........Know what'sbelow.before you dig.CallREX. 1' CONTOUR ELEVATION INTERVALREMOVE CURB AND GUTTER. IF IN RIGHT-OF-WAY,COORDINATE WITH LOCAL GOVERNING UNIT.DLTREE PROTECTIONN T S25'DRIPLINE WIDTHFURNISH A AND INSTALL TEMPORARY FENCE AT THE TREE'S DRIP LINE OR CONSTRUCTION LIMITS ASSHOWN ON PLAN, PRIOR TO ANY CONSTRUCTION. WHERE POSSIBLE PLACE FENCE 25' BEYOND DRIPLINE. PLACE TREE PROTECTION SIGN ON POSTS, ONE PER INDIVIDUAL TREE (FACING CONSTRUCTIONACTIVITY), OR ONE EVERY 100' LF ALONG A GROVE OR MULTI-TREE PROTECTION AREA.POSTS AND FENCINGEXTEND FENCE 25'BEYOND DRIPLINEWHERE POSSIBLETREE PROTECTION SIGN, TYP.TREE DRIPLINE, ORCONSTRUCTION LIMITS1SEE SWPPP ON SHEETS SW1.0 - SW1.5EROSION CONTROL NOTES:CITY OF CHANHASSEN REMOVAL NOTES:1.DURING THE COURSE OF GRADING AND/OR CONSTRUCTION IF ANY DRAIN TILEIS DISCOVERED, THE DEVELOPER SHALL NOTIFY THE CITY ENGINEER ANDSHALL RELOCATE OR ABANDON THE DRAIN TILE AS DIRECTED.REMOVAL OF EXISTING TREES.32 LAKE LUCY ROADSHADOW(A Public R/W)S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-33.0233.021161.34 1081.20 Street Easementper DescriptionN Line of Gov't Lot 5Existing HouseFoundation Area=3,587 Sq. Ft. +/-24.548.013.88.48.58.52.3 3.440.4 59.424.932.54.572.7[12][13] Sewer Easement perDoc. Nos. 244417 & 244418Existing HouseExisting HouseBit. Drive(Private Road)WETLAND 1(MANAGE 3) PERDELINEATION BYJACOBSONENVIRONMENTALWETLAND (TYP.)30' STRUCTURESETBACK (TYP.)2WETLAND B(MANAGE 2)20' D&U EASEMENT (TYP.)BLOCK 1110' STRUCTURESETBACK (TYP.)30' STRUCTURESETBACK (TYP.)30' STRUCTURESETBACK (TYP.)LOT LINE (TYP.)10' STRUCTURESETBACK (TYP.)EXISTINGPROPERTY LINE(TYP.)EXISTINGPROPERTY LINE(TYP.)EXISTINGPROPERTY LINE(TYP.)EXISTINGPROPERTY LINE(TYP.)EXISTINGPROPERTY LINE(TYP.)NEW ROWLINE (TYP.)7203 SF31,088 SF172,649 SFLOT 1LOT 2BLOCK 1BIOFILTRATIONBASIN, TYP.CONSERVATIONESMT. (TYP.)CONSTRUCTIONLIMITSEXIST. ROWLINE (TYP.)ABOVE GROUNDBIOFILTRATION BASIN 1BOT= 973.00100 YR HWL = 974.83EOF=975.10DT IE=970.50IE STONE =970.00SEE DETAIL 1 C5.1WETLAND AEX./PROP NWL=969.60EX/PROP OE=969.60EX 100-YR HWL=970.46PROP 100 YR HWL=970.41"BIG BLOCK"RETAINING WALL(TYP.)WETLAND BUFFERSIGNS, PER RPBCWDSTANDARDS, TYP.WETLAND BUFFERSIGNS, PER RPBCWDSTANDARDSWETLAND BUFFER CALCS:40' BUFFER AREA=7,033 SQFTPROP BUFFER AREA=8,552 SQFT40'40'30.5'58.2'62.2'TURNAROUND EASEMENT(TYP.)DRIVEWAY, TYP.1,640 SQFT ROCK(TYP.)MATCH EXISTINGDRIVEWAYPROP. D&U EASEMENTN00°10'43"E 1220.1 +/-LAKE LUCYOrdinary High Water Elevation = 956.1 (1929 Datum)Ice Elevation (12-15-2021) = 956.2Survey LineS67°39'42"W 194.8525.8 +/-17.6 +/-Shoreline as Measured 12-15-2021(Approx. Division Line BetweenFEMA Zones AE and X)Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 2315 Foot Walkway Easement per Description(Benefits Subject Property)[12][13] Sewer Easement perDoc. Nos. 244417 & 2444188" PVC[13] Temporary Easementper Doc. No. 244418FEMA Zone AE (Base Elevation 957.24)FEMA Zone XWetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)Edge of Water as Measured 12-15-2021POINTE LAKE LUCYWETLAND 2(MANAGE 3)WETLAND 2(MANAGE 3)APPROX. WETLANDLINE (TYP.)30' STRUCTURESETBACK (TYP.)75' SETBACKLINE (TYP.)APPROX. OHWLINE (TYP.)EXISTINGPROPERTY LINE(TYP.)EXISTINGPROPERTY LINE(TYP.)EXISTINGPROPERTY LINE(TYP.)EXISTINGPROPERTY LINE(TYP.)WETLAND BEX./PROP NWL=961.60EX/PROP OE=960.82EX 100-YR HWL=961.63PROP 100 YR HWL=961.63WETLAND 2(MANAGE 3) PERDELINEATION BYJACOBSONENVIRONMENTALCivil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N26980KEVIN TEPPENLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED LANDSCAPE ARCHITECT UNDERTHE LAWS OF THE STATE OF MINNESOTA.05.18.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONC2.0SITE PLAN............01" = 40'-0"40'-0"20'-0"NKnow what'sbelow.before you dig.CallRCITY OF CHANHASSEN SITE SPECIFIC NOTES:1.ANY IMPROVEMENTS WITHIN EXISTING EASEMENTS WILL REQUIRE ANENCROACHMENT AGREEMENT.2.HARD SURFACE IMPROVEMENTS WITHIN EXISTING UTILITY EASEMENT WILLMEET 7 TON DESIGN SPECIFICATIONS.33 1161.34 1081.20 N Line of Gov't Lot 5SB-1SB-4SB-2SB-321CONSTRUCTIONLIMITSABOVE GROUNDBIOFILTRATION BASIN 1BOT= 973.00100 YR HWL = 974.83EOF=975.10DT IE=970.50IE STONE =970.00SEE DETAIL 1 C5.1WETLAND AEX./PROP NWL=969.60EX/PROP OE=969.60EX 100-YR HWL=970.46PROP 100 YR HWL=970.41N00°10'43"E 1220.1 +/-[13] Temporary Easementper Doc. No. 244418WETLAND BEX./PROP NWL=961.60EX/PROP OE=960.82EX 100-YR HWL=961.63PROP 100 YR HWL=961.63Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONC3.0GRADING PLAN............GENERAL GRADING NOTES:1.0' CONTOUR ELEVATION INTERVALGRADING PLAN LEGEND:SPOT GRADE ELEVATION GUTTERSPOT GRADE ELEVATION TOP OF CURBSPOT GRADE ELEVATION BOTTOM OF STAIRS/TOP OF STAIRSGROUNDWATER INFORMATION:CITY OF CHANHASSEN GRADING NOTES:1.ALL EROSION CONTROL MEASURES SHALL BE IN PLACE BEFORECONSTRUCTION ACTIVITY BEGINS.2.IF MORE THAN 50 CY OF SOILS IS NEEDED TO BE REMOVED OR BROUGHT TOTHE SITE A SEPARATE GRADING PERMIT IS REQUIRED. CONTRACTOR TOCOORDINATE WITH THE CITY.SEE SWPPP ON SHEETS SW1.0 - SW1.5EROSION CONTROL NOTES:01" = 40'-0"40'-0"20'-0"NKnow what'sbelow.before you dig.CallREX. 1' CONTOUR ELEVATION INTERVALSPOT GRADE ELEVATION (GUTTER/FLOW LINEUNLESS OTHERWISE NOTED)EMERGENCY OVERFLOWEOF=1135.52PER GEOTECHNICAL REPORT BY HAUGO GEOTECHNICAL SERVICES, DATED 2-15-2022GROUNDWATER WAS NOT OBSERVED ON SITE.SPOT GRADE ELEVATION MATCH EXISTINGGRADE BREAK - HIGH POINTS1.CONTRACTOR SHALL VERIFY ALL BUILDING ELEVATIONS, (FFE, LFE, GFE), PRIOR TO CONSTRUCTION BY CROSS CHECKING WITHARCHITECTURAL, STRUCTURAL AND CIVIL ELEVATIONS FOR EQUIVALENT "100" ELEVATIONS. THIS MUST BE DONE PRIOR TOEXCAVATION AND INSTALLATION OF ANY FOOTING MATERIALS. VERIFICATION OF THIS COORDINATION SHALL BE CONFIRMED INWRITING BY CIVIL, SURVEYOR, ARCHITECTURAL, STRUCTURAL AND CONTRACTOR PRIOR TO CONSTRUCTION.2.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANYUTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.3.SEE SITE PLAN FOR HORIZONTAL LAYOUT & GENERAL GRADING NOTES.4.THE CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION (INCLUDING BUT NOT LIMITED TO SITE PREPARATION,SOIL CORRECTION, EXCAVATION, EMBANKMENT, ETC.) IN ACCORDANCE WITH THE REQUIREMENTS OF THE OWNER'S SOILSENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNER'S SOILS ENGINEER. THE CONTRACTOR SHALL BERESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE SOILS ENGINEER.5.ANY ELEMENTS OF AN EARTH RETENTION SYSTEM AND RELATED EXCAVATIONS THAT FALL WITHIN THE PUBLIC RIGHT OF WAYWILL REQUIRE A “RIGHT OF WAY EXCAVATION PERMIT”. CONTRACTOR IS RESPONSIBLE FOR AQUIRING THIS PERMIT PRIOR TOCONSTRUCTION IF APPLICABLE6.GRADING AND EXCAVATION ACTIVITIES SHALL BE PERFORMED IN ACCORDANCE WITH THE NATIONAL POLLUTION DISCHARGEELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS & PERMIT REQUIREMENTS OF THE CITY.7.PROPOSED SPOT GRADES ARE FLOW-LINE FINISHED GRADE ELEVATIONS, UNLESS OTHERWISE NOTED.8.GRADES OF WALKS SHALL BE INSTALLED WITH 5% MAX. LONGITUDINAL SLOPE AND 1% MIN. AND 2% MAX. CROSS SLOPE, UNLESSOTHERWISE NOTED.9.PROPOSED SLOPES SHALL NOT EXCEED 3:1 UNLESS INDICATED OTHERWISE ON THE DRAWINGS. MAXIMUM SLOPES IN MAINTAINEDAREAS IS 4:110.PROPOSED RETAINING WALLS, FREESTANDING WALLS, OR COMBINATION OF WALL TYPES GREATER THAN 4' IN HEIGHT SHALL BEDESIGNED AND ENGINEERED BY A REGISTERED RETAINING WALL ENGINEER. DESIGN DRAWINGS SHALL BE SUBMITTED FORREVIEW AND APPROVAL PRIOR TO CONSTRUCTION.11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE OF GRADE STAKES THROUGHOUT THE DURATION OFCONSTRUCTION TO ESTABLISH PROPER GRADES. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR A FINAL FIELD CHECK OFFINISHED GRADES ACCEPTABLE TO THE ENGINEER/LANDSCAPE ARCHITECT PRIOR TO TOPSOIL AND SODDING ACTIVITIES.12.IF EXCESS OR SHORTAGE OF SOIL MATERIAL EXISTS, THE CONTRACTOR SHALL TRANSPORT ALL EXCESS SOIL MATERIAL OFF THESITE TO AN AREA SELECTED BY THE CONTRACTOR, OR IMPORT SUITABLE MATERIAL TO THE SITE.13.EXCAVATE TOPSOIL FROM AREAS TO BE FURTHER EXCAVATED OR REGRADED AND STOCKPILE IN AREAS DESIGNATED ON THESITE. THE CONTRACTOR SHALL SALVAGE ENOUGH TOPSOIL FOR RESPREADING ON THE SITE AS SPECIFIED. EXCESS TOPSOILSHALL BE PLACED IN EMBANKMENT AREAS, OUTSIDE OF BUILDING PADS, ROADWAYS AND PARKING AREAS. THE CONTRACTORSHALL SUBCUT CUT AREAS, WHERE TURF IS TO BE ESTABLISHED, TO A DEPTH OF 6 INCHES. RESPREAD TOPSOIL IN AREAS WHERETURF IS TO BE ESTABLISHED TO A MINIMUM DEPTH OF 6 INCHES.14.FINISHED GRADING SHALL BE COMPLETED. THE CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING,INCLUDING ADJACENT TRANSITION AREAS. PROVIDE A SMOOTH FINISHED SURFACE WITHIN SPECIFIED TOLERANCES, WITHUNIFORM LEVELS OR SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN, OR BETWEEN SUCH POINTS AND EXISTINGGRADES. AREAS THAT HAVE BEEN FINISH GRADED SHALL BE PROTECTED FROM SUBSEQUENT CONSTRUCTION OPERATIONS,TRAFFIC AND EROSION. REPAIR ALL AREAS THAT HAVE BECOME RUTTED BY TRAFFIC OR ERODED BY WATER OR HAS SETTLEDBELOW THE CORRECT GRADE. ALL AREAS DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE RESTORED TO EQUAL ORBETTER THAN ORIGINAL CONDITION OR TO THE REQUIREMENTS OF THE NEW WORK.15.PRIOR TO PLACEMENT OF THE AGGREGATE BASE, A TEST ROLL WILL BE REQUIRED ON THE STREET AND/OR PARKING AREASUBGRADE. THE CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 25 TONS. THE TESTROLLING SHALL BE AT THE DIRECTION OF THE SOILS ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BY THE SOILSENGINEER. THE SOILS ENGINEER SHALL DETERMINE WHICH SECTIONS OF THE STREET OR PARKING AREA ARE UNSTABLE.CORRECTION OF THE SUBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILSENGINEER. NO TEST ROLL SHALL OCCUR WITHIN 10' OF ANY UNDERGROUND STORM RETENTION/DETENTION SYSTEMS.16. TOLERANCES16.1.THE BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.30 FOOT ABOVE, OR 0.30 FOOTBELOW, THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE.16.2.THE STREET OR PARKING AREA SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.05 FOOTABOVE, OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION OF ANY POINT WHERE MEASUREMENT IS MADE.16.3.AREAS WHICH ARE TO RECEIVE TOPSOIL SHALL BE GRADED TO WITHIN 0.30 FOOT ABOVE OR BELOW THE REQUIREDELEVATION, UNLESS DIRECTED OTHERWISE BY THE ENGINEER.16.4.TOPSOIL SHALL BE GRADED TO PLUS OR MINUS 1/2 INCH OF THE SPECIFIED THICKNESS.17.MAINTENANCE17.1.THE CONTRACTOR SHALL PROTECT NEWLY GRADED AREAS FROM TRAFFIC AND EROSION, AND KEEP AREA FREE OF TRASHAND DEBRIS.17.2.CONTRACTOR SHALL REPAIR AND REESTABLISH GRADES IN SETTLED, ERODED AND RUTTED AREAS TO SPECIFIEDTOLERANCES. DURING THE CONSTRUCTION, IF REQUIRED, AND DURING THE WARRANTY PERIOD, ERODED AREAS WHERETURF IS TO BE ESTABLISHED SHALL BE RESEEDED AND MULCHED.17.3.WHERE COMPLETED COMPACTED AREAS ARE DISTURBED BY SUBSEQUENT CONSTRUCTION OPERATIONS OR ADVERSEWEATHER, CONTRACTOR SHALL SCARIFY, SURFACE, RESHAPE, AND COMPACT TO REQUIRED DENSITY PRIOR TO FURTHERCONSTRUCTION.NOTE:·LOTS ARE CUSTOM GRADED LOTS AND FINALGRADING PLANS WILL BE COMPLETED AT TIME OFLOT DEVELOPMENT AND FINALIZED HOUSE PLANS.RPBCWD GRADING NOTES:1.SOIL SURFACES COMPACTED DURING CONSTRUCTION AND REMAININGPERVIOUS UPON COMPLETION OF CONSTRUCTION MUST BE DECOMPACTEDTO ACHIEVE A SOIL COMPACTION TESTING PRESSURE OF LESS THAN 1,400KILOPASCALS OR 200 POUNDS PER SQUARE INCH IN THE UPPER 12 INCHES OFTHE SOIL PROFILE WHILE TAKING CARE TO PROTECT UTILITIES, TREE ROOTS,AND OTHER EXISTING VEGETATION.SB-4SOIL BORING LOCATION34 LAKE LUCY ROADSHADOWLANE(A Public R/W)S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-33.0233.021161.34 1081.20 Street Easementper DescriptionN Line of Gov't Lot 5Existing HouseFoundation Area=3,587 Sq. Ft. +/-24.548.013.88.48.58.52.33.440.4 59.424.932.54.572.78" PVC8" PVC8" PVC8" PVCExisting HouseExisting HouseBit. Drive12" RCP12" RCPWell(Possibly Abandoned)(Private Road)D & U Easement per plat ofPOINTE LAKE LUCYSan. & Wat.Stub (Per Rec.)Wat. Serv. (Per Rec.)San. Serv.6" W.M.108 LF 6" SDR-26SANITARY SERVICE@ 3.50%CLEANOUT1" WATERSERVICECONNECT TOEXIST. STUBMAKE CONNECTION TOEXISTING SANITARY SEWERSTUBAPPROX. STUB IE = 961 (FIELD VERIFY)COORDINATE WITH CITYFES 30 WITHTRASH/ANIMAL GUARDRIM=970.39165 LF6" PERFORATEDDRAIN TILE6" IE=970.50OL31RE=974.00IE 12" (SE)=970.50IE 6" DT=970.5021 LF 12" HDPESTORM @ 0.50%SERVIE=971.008 LF6" SOLID DRAIN TILE6" IE=970.50EXISTING SERVICESTO EXISTING HOMETO REMAIN (APPROX.)2BLOCK 11LOT 1LOT 2BLOCK 1CONSTRUCTIONLIMITSABOVE GROUNDBIOFILTRATION BASIN 1BOT= 973.00100 YR HWL = 974.83EOF=975.10DT IE=970.50IE STONE =970.00SEE DETAIL 1 C5.1WETLAND AEX./PROP NWL=969.60EX/PROP OE=969.60EX 100-YR HWL=970.46PROP 100 YR HWL=970.41N00°10'43"E 1220.1 +/-LAKE LUCYOrdinary High Water Elevation = 956.1 (1929 Datum)Ice Elevation (12-15-2021) = 956.2Survey LineS67°39'42"W 194.8525.8 +/-17.6 +/-Shoreline as Measured 12-15-2021(Approx. Division Line BetweenFEMA Zones AE and X)Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 2315 Foot Walkway Easement per Description(Benefits Subject Property)[12][13] Sewer Easement perDoc. Nos. 244417 & 2444188" PVC[13] Temporary Easementper Doc. No. 244418FEMA Zone AE (Base Elevation 957.24)FEMA Zone XWetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)Edge of Water as Measured 12-15-2021POINTE LAKE LUCYWETLAND BEX./PROP NWL=961.60EX/PROP OE=960.82EX 100-YR HWL=961.63PROP 100 YR HWL=961.63Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONC4.0UTILITY PLAN............GENERAL UTILITY NOTES:UTILITY LEGEND:01" = 40'-0"40'-0"20'-0"NKnow what'sbelow.before you dig.CallRCATCH BASINGATE VALVE AND VALVE BOXSANITARY SEWERSTORM SEWERWATER MAINPROPOSED FIRE HYDRANTMANHOLEFES AND RIP RAP1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACEANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2. SEE SITE PLAN FOR HORIZONTAL DIMENSIONS AND LAYOUT.3. CONTRACTOR SHALL FIELD VERIFY LOCATION AND ELEVATION OF EXISTING UTILITIES AND TOPOGRAPHIC FEATURES PRIORTO CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF DISCREPANCIES OR VARIATIONSFROM THE PLANS.4. UTILITY INSTALLATION SHALL CONFORM TO THE CURRENT EDITION OF "STANDARD SPECIFICATIONS FOR WATER MAIN ANDSERVICE LINE INSTALLATION" AND "SANITARY SEWER AND STORM SEWER INSTALLATION" AS PREPARED BY THE CITYENGINEERS ASSOCIATION OF MINNESOTA (CEAM), AND SHALL CONFORM WITH THE REQUIREMENTS OF THE CITY AND THEPROJECT SPECIFICATIONS.5. CASTINGS SHALL BE SALVAGED FROM STRUCTURE REMOVALS AND RE-USED OR PLACED AT THE DIRECTION OF THE OWNER.6. ALL WATER PIPE SHALL BE CLASS 52 DUCTILE IRON PIPE (DIP) AWWA C151, ASME B16.4, AWWAC110, AWWA C153 UNLESS OTHERWISE NOTED. WATERMAIN PIPE SHALL BE C900 . LATERALS PER CITY DETAILS.7. ALL SANITARY SEWER SHALL BE SDR 26 POLYVINYL CHLORIDE (PVC) ASTM D3034 & F679, OR SCH 40 ASTM D1785, 2665, ASTMF794, 1866) UNLESS OTHERWISE NOTED. SANITARY PUBLIC MAIN SHALL BE SDR 26 OR 35. LATERALS PER CITY DETAILS.8. ALL STORM SEWER PIPE SHALL BE HDPE ASTM F714 & F2306 WITH ASTM D3212 SPEC FITTINGSUNLESS OTHERWISE NOTED.9. PIPE LENGTHS SHOWN ARE FROM CENTER TO CENTER OF STRUCTURE OR TO END OF FLARED END SECTION.10. UTILITIES ON THE PLAN ARE SHOWN TO WITHIN 5' OF THE BUILDING FOOTPRINT. THE CONTRACTOR IS ULTIMATELYRESPONSIBLE FOR THE FINAL CONNECTION TO BUILDING LINES. COORDINATE WITH ARCHITECTURAL AND MECHANICALPLANS.11. CATCH BASINS AND MANHOLES IN PAVED AREAS SHALL BE SUMPED 0.04 FEET. ALL CATCH BASINS IN GUTTERS SHALL BESUMPED 0.15 FEET PER DETAILS. RIM ELEVATIONS SHOWN ON THIS PLAN DO NOT REFLECT SUMPED ELEVATIONS.12. ALL FIRE HYDRANTS SHALL BE LOCATED 5 FEET BEHIND BACK OF CURB UNLESS OTHERWISE NOTED.13. HYDRANT TYPE, VALVE, AND CONNECTION SHALL BE IN ACCORDANCE WITH CITY REQUIREMENTS. HYDRANT EXTENSIONS AREINCIDENTAL.14. A MINIMUM OF 8 FEET OF COVER IS REQUIRED OVER ALL WATERMAIN, UNLESS OTHERWISE NOTED. EXTRA DEPTH MAY BEREQUIRED TO MAINTAIN A MINIMUM OF 18" VERTICAL SEPARATION TO SANITARY OR STORM SEWER LINES. EXTRA DEPTHWATERMAIN IS INCIDENTAL.15. A MINIMUM OF 18 INCHES OF VERTICAL SEPARATION AND 10 FEET OF HORIZONTAL SEPARATION IS REQUIRED FOR ALLUTILITIES, UNLESS OTHERWISE NOTED.16. ALL CONNECTIONS TO EXISTING UTILITIES SHALL BE IN ACCORDANCE WITH CITY STANDARDS AND COORDINATED WITH THECITY'S CONSTRUCTION MANAGER (MATT PETITE, (612) 358-7085) PRIOR TO CONSTRUCTION.17.CONNECTIONS TO EXISTING STRUCTURES SHALL BE CORE-DRILLED.18. COORDINATE LOCATIONS AND SIZES OF SERVICE CONNECTIONS WITH THE MECHANICAL DRAWINGS.19. COORDINATE INSTALLATION AND SCHEDULING OF THE INSTALLATION OF UTILITIES WITH ADJACENT CONTRACTORS AND CITYSTAFF.20. ALL STREET REPAIRS AND PATCHING SHALL BE PERFORMED PER THE REQUIREMENTS OF THE CITY. ALL PAVEMENTCONNECTIONS SHALL BE SAWCUT. ALL TRAFFIC CONTROLS SHALL BE PROVIDED BY THE CONTRACTOR AND SHALL BEESTABLISHED PER THE REQUIREMENTS OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MMUTCD)AND THE CITY. THIS SHALL INCLUDE BUT NOT BE LIMITED TO SIGNAGE, BARRICADES, FLASHERS, AND FLAGGERS AS NEEDED.ALL PUBLIC STREETS SHALL BE OPEN TO TRAFFIC AT ALL TIMES. NO ROAD CLOSURES SHALL BE PERMITTED WITHOUTAPPROVAL BY THE CITY.21. ALL STRUCTURES, PUBLIC AND PRIVATE, SHALL BE ADJUSTED TO PROPOSED GRADES WHERE REQUIRED. THEREQUIREMENTS OF ALL OWNERS MUST BE COMPLIED WITH. STRUCTURES BEING RESET TO PAVED AREAS MUST MEETOWNERS REQUIREMENTS FOR TRAFFIC LOADING.22. CONTRACTOR SHALL COORDINATE ALL WORK WITH PRIVATE UTILITY COMPANIES.23. CONTRACTOR SHALL COORDINATE CONNECTION OF IRRIGATION SERVICE TO UTILITIES. COORDINATE THE INSTALLATION OFIRRIGATION SLEEVES NECESSARY AS TO NOT IMPACT INSTALLATION OF UTILITIES.24. CONTRACTOR SHALL MAINTAIN AS-BUILT PLANS AND TIE-CARDS THROUGHOUT CONSTRUCTION AND SUBMIT THESE PLANS TOENGINEER UPON COMPLETION OF WORK.25.ALL JOINTS AND CONNECTIONS IN STORM SEWER SYSTEM SHALL BE GASTIGHT OR WATERTIGHT. APPROVED RESILIENTRUBBER JOINTS MUST BE USED TO MAKE WATERTIGHT CONNECTIONS TO MANHOLES, CATCHBASINS, OR OTHERSTRUCTURES.26.ALL PORTIONS OF THE STORM SEWER SYSTEM LOCATED WITHIN 10 FEET OF THE BUILDING OR WATER SERVICE LINE MUST BETESTED IN ACCORDANCE WITH MN RULES, CHAPTER 4714, SECTION 1109.0.27.FOR ALL SITES LOCATED IN CLAY SOIL AREAS, DRAIN TILE MUST BE INSTALLED AT ALL LOW POINT CATCH BASINS 25' IN EACHDIRECTION. SEE PLAN AND DETAIL. INSTALL LOW POINT DRAIN TILE PER PLANS AND GEOTECHNICAL REPORTRECOMMENDATIONS AND REQUIREMENTS.CITY OF CHANHASSEN UTILITY NOTES:1.THIS SECTION IS RESERVED FOR CITY UTILITY NOTES.35 Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONC5.0CIVIL DETAILS............36 Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONC5.1CIVIL DETAILS............TYPICAL SECTION VIEW1.INSTALL SILT FENCE AND/OR OR OTHER APPROPRIATE TEMPORARY EROSION CONTROL DEVICES TOPREVENT SEDIMENT FROM LEAVING OR ENTERING THE PRACTICE DURING CONSTRUCTION.2.ALL DOWN-GRADIENT PERIMETER SEDIMENT CONTROL BMP'S MUST BE IN PLACE BEFORE ANY UP GRADIENTLAND DISTURBING ACTIVITY BEGINS.3.PERFORM CONTINUOUS INSPECTIONS OF EROSION CONTROL PRACTICES.4.INSTALL UTILITIES (WATER, SANITARY SEWER, ELECTRIC, PHONE, FIBER OPTIC, ETC) PRIOR TO SETTING FINALGRADE OF BIORETENTION DEVICE.5.ROUGH GRADE THE SITE. IF BIORETENTION AREAS ARE BEING USED AS TEMPORARY SEDIMENT BASINSLEAVE A MINIMUM OF 3 FEET OF COVER OVER THE PRACTICE TO PROTECT THE UNDERLYING SOILS FROMCLOGGING.6.PERFORM ALL OTHER SITE IMPROVEMENTS.7.PLANT ALL AREAS AFTER DISTURBANCE.8.CONSTRUCT BIORETENTION DEVICE UPON STABILIZATION OF CONTRIBUTING DRAINAGE AREA.9.IMPLEMENT TEMPORARY AND PERMANENT EROSION CONTROL PRACTICES.10.PLANT AND/OR ROCK MULCH BIORETENTION DEVICE.11.REMOVE TEMPORARY EROSION CONTROL DEVICES AFTER THE CONTRIBUTING DRAINAGE AREA ISADEQUATELY VEGETATED.GENERAL NOTES1.IN THE EVENT THAT SEDIMENT IS INTRODUCED INTO THE BMP DURING OR IMMEDIATELY FOLLOWINGEXCAVATION, THIS MATERIAL SHALL BE REMOVED FROM THE PRACTICE PRIOR TO CONTINUINGCONSTRUCTION.2.GRADING OF BIORETENTION DEVICES SHALL BE ACCOMPLISHED USING LOW-COMPACTION EARTH-MOVINGEQUIPMENT TO PREVENT COMPACTION OF UNDERLYING SOILS.3.ALL SUB MATERIALS BELOW THE SPECIFIED BIORETENTION DEPTH (ELEVATION) SHALL BE UNDISTURBED,UNLESS OTHERWISE NOTED.CONSTRUCTION SEQUENCINGFABRIC WRAP TOP, SIDES AND BOTTOM WITH CONTECHC-40 NON-WOVEN GEOTEXTILE OF ROCK SECTION6" PERF. CPP DRAIN TILE PIPE PERMNDOT 3245 WITH FABRIC SOCK.LOCATION AS SHOWN ON THE PLANS3:1 GRADE24" MIN.0.6'ABOVE GROUND BIOFILTRATION BASINN T SMIN.PLANTING MEDIUM DEPTH 24"BIOFILTRATION MEDIA MIX CFREE DRAINING ANGULAR WASHED STONE 3/4" - 2" PARTICLESIZE INSTALL TO MIN. 95% STANDARD DENSITY PER AASHTO T99.1OUTLET CONTROL STRUCTURE - OL31N T SFLOW12" OUTLET PIPEINV. = 970.50STEPS - INSTALLON DOWNSTREAMSIDE @ 16" O.C.PRECASTCONCRETESTRUCTUREPRECAST COVER8" THICKPRECAST BASE8" THICKHALA GRATE CASTINGRIM ELV. = 974.0048"2FLOW6" INLET PIPEINV. = 970.50WETLAND BUFFER SIGNN T S6WATERSHED INFILTRATION NOTES:1.PERFORM IN-SITU INFILTRATION TEST PRIOR TO PERMIT RELEASE FROMWATERSHED (RPBCWD)37 LAKE LUCY ROADSHADOW(A Public R/W)S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-33.0233.021161.34 1081.20 Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)Street Easementper DescriptionN Line of Gov't Lot 5Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23Existing HouseFoundation Area=3,587 Sq. Ft. +/-24.548.013.88.48.58.52.33.440.4 59.424.932.54.572.7[12][13] Sewer Easement perDoc. Nos. 244417 & 2444188" PVC8" PVC8" PVC8" PVCExisting HouseExisting HouseBit. DriveWell(Possibly Abandoned)Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)D & U Easement per plat ofPOINTE LAKE LUCYSan. & Wat.Stub (Per Rec.)Wat. Serv. (Per Rec.)San. Serv.6" W.M.2 - SM1 - SW1 - SWTURF SEED MIXNATIVE SEED MIX2BLOCK 11LOT 1LOT 2BLOCK 1CONSTRUCTIONLIMITSABOVE GROUNDBIOFILTRATION BASIN 1BOT= 973.00100 YR HWL = 974.83EOF=975.10DT IE=970.50IE STONE =970.00SEE DETAIL 1 C5.1WETLAND AEX./PROP NWL=969.60EX/PROP OE=969.60EX 100-YR HWL=970.46PROP 100 YR HWL=970.41WETLAND BEX./PROP NWL=961.60EX/PROP OE=960.82N00°10'43"E 1220.1 +/-LAKE LUCYOrdinary High Water Elevation = 956.1 (1929 Datum)Ice Elevation (12-15-2021) = 956.2Survey LineS67°39'42"W 194.8525.8 +/-17.6 +/-Shoreline as Measured 12-15-2021(Approx. Division Line BetweenFEMA Zones AE and X)Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 2315 Foot Walkway Easement per Description(Benefits Subject Property)[12][13] Sewer Easement perDoc. Nos. 244417 & 2444188" PVC[13] Temporary Easementper Doc. No. 244418FEMA Zone AE (Base Elevation 957.24)FEMA Zone XWetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)Edge of Water as Measured 12-15-2021POINTE LAKE LUCYD & U Easement per plat ofWHITETAIL COVEWETLAND BEX./PROP NWL=961.60EX/PROP OE=960.82EX 100-YR HWL=961.63PROP 100 YR HWL=961.63REVISION SUMMARYDATEDESCRIPTIONL1.0LANDSCAPE PLAN............Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N26980KEVIN TEPPENLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED LANDSCAPE ARCHITECT UNDERTHE LAWS OF THE STATE OF MINNESOTA.05.18.2022WATERSHED SUBMITTALWATERSHED RESUBMITTAL01" = 40'-0"40'-0"20'-0"NKnow what'sbelow.before you dig.CallRSEED TYPE 2 - MNDOT 33-261 STORMWATER SOUTH& WEST, PER MNDOT SEEDING MANUALSPECIFICATIONS (2014)PROPOSED EVERGREEN TREE SYMBOLS - SEE PLANTSCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZESPROPOSED CANOPY TREE SYMBOLS - SEE PLANT SCHEDULEAND PLAN FOR SPECIES AND PLANTING SIZESTHREE TIMES WIDTHOF ROOTBALLDECIDUOUS & CONIFEROUS TREE PLANTINGN T SPRUNE AS FIELD DIRECTED BY THE LANDSCAPEARCHITECT TO IMPROVE APPEARANCE (RETAINNORMAL TREE SHAPE)THREE 2"X4"X8' WOODEN STAKES, STAINED BROWNWITH TWO STRANDS OF WIRE TWISTED TOGETHER.STAKES SHALL BE PLACED AT 120° TO ONE ANOTHER.WIRE SHALL BE THREADED THROUGH NYLONSTRAPPING WITH GROMMETS. ALTERNATE STABILIZINGMETHODS MAY BE PROPOSED BY CONTRACTOR.TRUNK FLARE JUNCTION: PLANT TREE 1"-2" ABOVEEXISTING GRADEMULCH TO OUTER EDGE OF SAUCER OR TO EDGE OFPLANTING BED, IF APPLICABLE. ROCK OR ORGANICMULCH, SEE GENERAL LANDSCAPE NOTES AND PLANNOTES FOR MULCH TYPE. KEEP MULCH MIN. 2" FROMPLANT TRUNKEXISTING GRADECUT AND REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. IF NON-BIODEGRADABLE, REMOVE COMPLETELYSLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OFPLANTING BEDBACKFILL AS SPECIFIEDCOMPACT BOTTOM OF PIT, TYP.RULE OF THUMB - MODIFY EXCAVATION BASED ONLOCATION OF PLANT MATERIAL AND DESIGN OF BEDSOR OVERALL PLANT PLACEMENT2PLANT SCHEDULE - ENTIRE SITESYMQUANT.TOTALCOMMON NAMEBOTANICAL NAMESIZEROOTCOMMENTSDECIDUOUS TREESRM0NORTHWOOD RED MAPLE*Acer rubrum 'Northwood'3" CAL.B&BSTRAIGHT LEADER. FULL FORMSM2SUGAR MAPLEAcer saccharum3" CAL.B&BSTRAIGHT LEADER. FULL FORMKC0ESPRESSO KENTUCKY COFFEETREEGymnocladus dioicus 'Espresso'3" CAL.B&BSW2SWAMP WHITE OAKQuercus bicolor3" CAL.B&BGI0AUTUMN GOLD GINKOGinko Bilboa 'Autumn Gold'3" CAL.B&BSEED TYPE 1 - MNDOT 25-131 COMMERCIAL TURF, PERMNDOT SEEDING MANUAL SPECIFICATIONS (2014)LEGEND1.THE FINAL LANDSCAPE PLAN WILL BE DESIGNED AND INSTALLED AT TIMEOF LOT DEVELOPMENT.NOTE:1.NO FILL, DEBRIS OR OTHER MATERIAL SHALL BE PLACED WITHIN THE WETLAND BUFFER DURING CONSTRUCTION.2.BUFFER AREAS DISTURBED MUST BE PLANTED WITH NATIVE VEGETATION AND MAINTAINED TO RETAIN NATURALRESOURCES AND ECOLOGICAL VALUERPBCWD SPECIFIC NOTES:38 LAKE LUCY ROADSHADOW(A Public R/W)S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-33.0233.021161.34 1081.20 Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)Street Easementper DescriptionExisting HouseFoundation Area=3,587 Sq. Ft. +/-24.548.013.88.48.58.52.33.440.4 59.424.932.54.572.78" PVC8" PVC8" PVCExisting HouseExisting HouseDeckBit. Drive12" RCP12" RCPWell(Possibly Abandoned)Upper Level Deckw/ Walkout BeneathD & U Easement per plat ofPOINTE LAKE LUCYSan. & Wat.Stub (Per Rec.)Wat. Serv. (Per Rec.)San. Serv.6" W.M.CONSTRUCTIONENTRANCEPERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.PERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.HEAVY DUTYPERIMETER EROSIONCONTROL ATWETLANDS, PERCITY STANDARD,TYP.INLET PROTECTION ATCATCH BASINS, TYPN00°10'43"E 1220.1 +/-LAKE LUCYOrdinary High Water Elevation = 956.1 (1929 Datum)Ice Elevation (12-15-2021) = 956.2Survey LineS67°39'42"W 194.8525.8 +/-17.6 +/-Shoreline as Measured 12-15-2021(Approx. Division Line BetweenFEMA Zones AE and X)Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 2315 Foot Walkway Easement per Description(Benefits Subject Property)[12][13] Sewer Easement perDoc. Nos. 244417 & 2444188" PVC[13] Temporary Easementper Doc. No. 244418FEMA Zone AE (Base Elevation 957.24)FEMA Zone XWetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)Edge of Water as Measured 12-15-2021POINTE LAKE LUCYD & U Easement per plat ofWHITETAIL COVESOIL SURFACES COMPACTED DURINGCONSTRUCTION AND REMAINING PERVIOUSUPON COMPLETION OF CONSTRUCTIONMUST BE DECOMPACTED TO ACHIEVE A SOILCOMPACTION TESTING PRESSURE OF LESSTHAN 1,400 KILOPASCALS OR 200 POUNDSPER SQUARE INCH IN THE UPPER 12 INCHESOF THE SOIL PROFILE WHILE TAKING CARETO PROTECT UTILITIES, TREE ROOTS, ANDOTHER EXISTING VEGETATION.Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONSW1.0SWPPP - EXISTINGCONDITIONS............01" = 40'-0"40'-0"20'-0"NKnow what'sbelow.before you dig.CallRLEGEND:EX. 1' CONTOUR ELEVATION INTERVALINLET PROTECTIONSTABILIZED CONSTRUCTION ENTRANCEDRAINAGE ARROW1.0' CONTOUR ELEVATION INTERVALSILT FENCE - GRADING LIMIT1. RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES.CITY OF CHANHASSEN EROSION CONTROL NOTES:1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT"GOPHER STATE ONE CALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS,48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR ORREPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COSTTO THE OWNER.2. THIS PROJECT IS GREATER THAN ONE ACRE AND WILL REQUIRE AN MPCA NPDESPERMIT. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY EROSION CONTROLPERMITS REQUIRED BY THE CITY.3. SEE SHEETS SW1.0 - SW1.3 FOR ALL EROSION CONTROL NOTES, DESCRIPTIONS,AND PRACTICES.4. SEE GRADING PLAN FOR ADDITIONAL GRADING AND EROSION CONTROL NOTES.5. CONTRACTOR IS RESPONSIBLE FOR SWPPP IMPLEMENTATION, INSPECTIONS,AND COMPLIANCE WITH NPDES PERMIT.SWPPP NOTES:ALL SPECIFIED EROSION AND SEDIMENT CONTROL PRACTICES, ANDMEASURES CONTAINED IN THIS SWPPP ARE THE MINIMUMREQUIREMENTS. ADDITIONAL PRACTICES MAY BE REQUIRED DURINGTHE COURSE OF CONSTRUCTION.CULVERT PROTECTION1.RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES.2.NATURAL TOPOGRAPHY AND SOIL CONDITIONS MUST BE PROTECTED, INCLUDING RETENTION ONSITE OF NATIVE TOPSOIL TOTHE GREATEST EXTENT POSSIBLE.3.ADDITIONAL MEASURES, SUCH AS HYDRAULIC MULCHING AND OTHER PRACTICES AS SPECIFIED BY THE DISTRICT MUST BEUSED ON SLOPES OF 3:1 (H:V) OR STEEPER TO PROVIDE ADEQUATE STABILIZATION.4.FINAL SITE STABILIZATION MEASURES MUST SPECIFY THAT AT LEAST SIX INCHES OF TOPSOIL OR ORGANIC MATTER BE SPREADAND INCORPORATED INTO THE UNDERLYING SOIL DURING FINAL SITE TREATMENT WHEREVER TOPSOIL HAS BEEN REMOVED.5.CONSTRUCTION SITE WASTE SUCH AS DISCARDED BUILDING MATERIALS, CONCRETE TRUCK WASHOUT, CHEMICALS, LITTERAND SANITARY WASTE MUST BE PROPERLY MANAGED.6.ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS MUST BE MAINTAINED UNTIL COMPLETION OF CONSTRUCTION ANDVEGETATION IS ESTABLISHED SUFFICIENTLY TO ENSURE STABILITY OF THE SITE, AS DETERMINED BY THE DISTRICT.7.ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS MUST BE REMOVED UPON FINAL STABILIZATION.8.ALL DISTURBED AREAS MUST BE STABILIZED WITHIN 7 CALENDAR DAYS AFTER LAND-DISTURBING WORK HAS TEMPORARILY ORPERMANENTLY CEASED ON A PROPERTY THAT DRAINS TO AN IMPAIRED WATER, WITHIN 14 DAYS ELSEWHERE.9.THE PERMITTEE MUST INSPECT ALL EROSION PREVENTION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATIONMEASURES TO ENSURE INTEGRITY AND EFFECTIVENESS. THE PERMITTEE MUST REPAIR, REPLACE OR SUPPLEMENT ALLNONFUNCTIONAL BMPS WITH FUNCTIONAL BMPS WITHIN 48 HOURS OF DISCOVERY AND PRIOR TO THE NEXT PRECIPITATIONEVENT UNLESS ADVERSE CONDITIONS PRECLUDE ACCESS TO THE RELEVANT AREA OF THE SITE, IN WHICH CASE THE REPAIRMUST BE COMPLETED AS SOON AS CONDITIONS ALLOW. WHEN ACTIVE LAND-DISTURBING ACTIVITIES ARE NOT UNDER WAY,THE PERMITTEE MUST PERFORM THESE RESPONSIBILITIES AT LEAST WEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. THEPERMITTEE WILL MAINTAIN A LOG OF ACTIVITIES UNDER THIS SECTION FOR INSPECTION BY THE DISTRICT ON REQUEST.10.STAKING OFF AND MARKING OF PROPOSED INFILTRATION FACILITIES TO PREVENT SOIL COMPACTION BY HEAVY EQUIPMENT,STOCKPILING OF MATERIALS, AND TRAFFIC. IF INFILTRATION FACILITIES ARE IN PLACE DURING CONSTRUCTION ACTIVITIES,BEST PRACTICES MUST BE DEPLOYED TO PREVENT SEDIMENT AND OTHER MATERIAL FROM ENTERING THE PRACTICE(S).INFILTRATION FACILITIES MUST NOT BE EXCAVATED TO WITHIN 3 FEET FINAL GRADE UNTIL THE CONTRIBUTING DRAINAGEAREA HAS BEEN CONSTRUCTED AND FULLY STABILIZED. ANY ACCUMULATED SEDIMENT IN AN INFILTRATION FACILITY MUST BEREMOVED IN MANNER THAT PREVENTS COMPACTION OF THE FACILITY BOTTOM. TO PROVIDE A WELL-AERATED, HIGHLYPOROUS SURFACE, THE SOILS BELOW AN INFILTRATION PRACTICE MUST BE LOOSENED TO A MINIMUM DEPTH OF 18 INCHESPRIOR TO INSTALLATION OR PLANTING.11.ACTIVITIES MUST BE CONDUCTED SO AS TO MINIMIZE THE POTENTIAL TRANSFER OF AQUATIC INVASIVE SPECIES (E.G., ZEBRAMUSSELS, EURASIAN WATERMILFOIL, ETC.) TO THE MAXIMUM EXTENT POSSIBLE.12.NO FILL, DEBRIS OR OTHER MATERIAL WILL BE PLACED WITHIN THE WETLAND BUFFER.RPBCWD EROSION CONTROL NOTES:39 LAKE LUCY ROADSHADOW(A Public R/W)S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-33.0233.021161.34 1081.20 Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)Street Easementper DescriptionExisting HouseFoundation Area=3,587 Sq. Ft. +/-24.548.013.88.48.58.52.3 3.440.4 59.424.932.54.572.78" PVC8" PVC8" PVCExisting HouseExisting HouseDeckBit. Drive12" RCP12" RCPWell(Possibly Abandoned)Upper Level Deckw/ Walkout BeneathD & U Easement per plat ofPOINTE LAKE LUCYSan. & Wat.Stub (Per Rec.)Wat. Serv. (Per Rec.)San. Serv.6" W.M.HYDRAULIC MULCHINGOR OTHER PRACTICESSPECIFIED BY THEDISTRICT TO BE USEDON SLOPES OF 3:1 ORSTEEPERCONSTRUCTIONENTRANCEPERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.PERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.HEAVY DUTYPERIMETER EROSIONCONTROL ATWETLANDS, PERCITY STANDARD,TYP.INLET PROTECTION ATCATCH BASINS, TYPINLET PROTECTION ATCATCH BASINS, TYPSILT FENCE AROUNDPROPOSED BMPS,TYP.2BLOCK 11LOT 1LOT 2BLOCK 1CONSTRUCTIONLIMITSN00°10'43"E 1220.1 +/-LAKE LUCYOrdinary High Water Elevation = 956.1 (1929 Datum)Ice Elevation (12-15-2021) = 956.2Survey LineS67°39'42"W 194.8525.8 +/-17.6 +/-Shoreline as Measured 12-15-2021(Approx. Division Line BetweenFEMA Zones AE and X)Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 23Line Parallel with the W Line ofSec. 2, Twp. 116, Rng. 2315 Foot Walkway Easement per Description(Benefits Subject Property)[12][13] Sewer Easement perDoc. Nos. 244417 & 2444188" PVC[13] Temporary Easementper Doc. No. 244418FEMA Zone AE (Base Elevation 957.24)FEMA Zone XWetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)Edge of Water as Measured 12-15-2021POINTE LAKE LUCYD & U Easement per plat ofWHITETAIL COVESOIL SURFACES COMPACTED DURINGCONSTRUCTION AND REMAINING PERVIOUSUPON COMPLETION OF CONSTRUCTIONMUST BE DECOMPACTED TO ACHIEVE A SOILCOMPACTION TESTING PRESSURE OF LESSTHAN 1,400 KILOPASCALS OR 200 POUNDSPER SQUARE INCH IN THE UPPER 12 INCHESOF THE SOIL PROFILE WHILE TAKING CARETO PROTECT UTILITIES, TREE ROOTS, ANDOTHER EXISTING VEGETATION.WETLAND BEX./PROP NWL=961.60EX/PROP OE=960.82EX 100-YR HWL=961.63PROP 100 YR HWL=961.63Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONSW1.1SWPPP - PROPOSEDCONDITIONS............01" = 40'-0"40'-0"20'-0"NKnow what'sbelow.before you dig.CallRSTABILIZED CONSTRUCTION ENTRANCEHYDRAULIC MULCHING OR EQUIVALENT1. RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES.CITY OF CHANHASSEN EROSION CONTROL NOTES:1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT"GOPHER STATE ONE CALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS,48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR ORREPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COSTTO THE OWNER.2. THIS PROJECT IS GREATER THAN ONE ACRE AND WILL REQUIRE AN MPCA NPDESPERMIT. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY EROSION CONTROLPERMITS REQUIRED BY THE CITY.3. SEE SHEETS SW1.0 - SW1.3 FOR ALL EROSION CONTROL NOTES, DESCRIPTIONS,AND PRACTICES.4. SEE GRADING PLAN FOR ADDITIONAL GRADING AND EROSION CONTROL NOTES.5. CONTRACTOR IS RESPONSIBLE FOR SWPPP IMPLEMENTATION, INSPECTIONS,AND COMPLIANCE WITH NPDES PERMIT.SWPPP NOTES:ALL SPECIFIED EROSION AND SEDIMENT CONTROL PRACTICES, ANDMEASURES CONTAINED IN THIS SWPPP ARE THE MINIMUMREQUIREMENTS. ADDITIONAL PRACTICES MAY BE REQUIRED DURINGTHE COURSE OF CONSTRUCTION.1.RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES.2.NATURAL TOPOGRAPHY AND SOIL CONDITIONS MUST BE PROTECTED, INCLUDING RETENTION ONSITE OF NATIVE TOPSOIL TOTHE GREATEST EXTENT POSSIBLE.3.ADDITIONAL MEASURES, SUCH AS HYDRAULIC MULCHING AND OTHER PRACTICES AS SPECIFIED BY THE DISTRICT MUST BEUSED ON SLOPES OF 3:1 (H:V) OR STEEPER TO PROVIDE ADEQUATE STABILIZATION.4.FINAL SITE STABILIZATION MEASURES MUST SPECIFY THAT AT LEAST SIX INCHES OF TOPSOIL OR ORGANIC MATTER BE SPREADAND INCORPORATED INTO THE UNDERLYING SOIL DURING FINAL SITE TREATMENT WHEREVER TOPSOIL HAS BEEN REMOVED.5.CONSTRUCTION SITE WASTE SUCH AS DISCARDED BUILDING MATERIALS, CONCRETE TRUCK WASHOUT, CHEMICALS, LITTERAND SANITARY WASTE MUST BE PROPERLY MANAGED.6.ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS MUST BE MAINTAINED UNTIL COMPLETION OF CONSTRUCTION ANDVEGETATION IS ESTABLISHED SUFFICIENTLY TO ENSURE STABILITY OF THE SITE, AS DETERMINED BY THE DISTRICT.7.ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS MUST BE REMOVED UPON FINAL STABILIZATION.8.ALL DISTURBED AREAS MUST BE STABILIZED WITHIN 7 CALENDAR DAYS AFTER LAND-DISTURBING WORK HAS TEMPORARILY ORPERMANENTLY CEASED ON A PROPERTY THAT DRAINS TO AN IMPAIRED WATER, WITHIN 14 DAYS ELSEWHERE.9.THE PERMITTEE MUST INSPECT ALL EROSION PREVENTION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATIONMEASURES TO ENSURE INTEGRITY AND EFFECTIVENESS. THE PERMITTEE MUST REPAIR, REPLACE OR SUPPLEMENT ALLNONFUNCTIONAL BMPS WITH FUNCTIONAL BMPS WITHIN 48 HOURS OF DISCOVERY AND PRIOR TO THE NEXT PRECIPITATIONEVENT UNLESS ADVERSE CONDITIONS PRECLUDE ACCESS TO THE RELEVANT AREA OF THE SITE, IN WHICH CASE THE REPAIRMUST BE COMPLETED AS SOON AS CONDITIONS ALLOW. WHEN ACTIVE LAND-DISTURBING ACTIVITIES ARE NOT UNDER WAY,THE PERMITTEE MUST PERFORM THESE RESPONSIBILITIES AT LEAST WEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. THEPERMITTEE WILL MAINTAIN A LOG OF ACTIVITIES UNDER THIS SECTION FOR INSPECTION BY THE DISTRICT ON REQUEST.10.STAKING OFF AND MARKING OF PROPOSED INFILTRATION FACILITIES TO PREVENT SOIL COMPACTION BY HEAVY EQUIPMENT,STOCKPILING OF MATERIALS, AND TRAFFIC. IF INFILTRATION FACILITIES ARE IN PLACE DURING CONSTRUCTION ACTIVITIES,BEST PRACTICES MUST BE DEPLOYED TO PREVENT SEDIMENT AND OTHER MATERIAL FROM ENTERING THE PRACTICE(S).INFILTRATION FACILITIES MUST NOT BE EXCAVATED TO WITHIN 3 FEET FINAL GRADE UNTIL THE CONTRIBUTING DRAINAGEAREA HAS BEEN CONSTRUCTED AND FULLY STABILIZED. ANY ACCUMULATED SEDIMENT IN AN INFILTRATION FACILITY MUST BEREMOVED IN MANNER THAT PREVENTS COMPACTION OF THE FACILITY BOTTOM. TO PROVIDE A WELL-AERATED, HIGHLYPOROUS SURFACE, THE SOILS BELOW AN INFILTRATION PRACTICE MUST BE LOOSENED TO A MINIMUM DEPTH OF 18 INCHESPRIOR TO INSTALLATION OR PLANTING.11.ACTIVITIES MUST BE CONDUCTED SO AS TO MINIMIZE THE POTENTIAL TRANSFER OF AQUATIC INVASIVE SPECIES (E.G., ZEBRAMUSSELS, EURASIAN WATERMILFOIL, ETC.) TO THE MAXIMUM EXTENT POSSIBLE.12.NO FILL, DEBRIS OR OTHER MATERIAL WILL BE PLACED WITHIN THE WETLAND BUFFER.RPBCWD EROSION CONTROL NOTES:LEGEND:EX. 1' CONTOUR ELEVATION INTERVALINLET PROTECTIONDRAINAGE ARROW1.0' CONTOUR ELEVATION INTERVALSILT FENCE - GRADING LIMITCULVERT PROTECTIONDECOMPACTION UPON COMPLETION40 Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONSW1.2SWPPP - DETAILS............TAMP THE TRENCH FULL OF SOIL.SECURE WITH ROW OF STAPLES,10" SPACING, 4" DOWN FROMTRENCHOVERLAP: BURY UPPER ENDOF LOWER STRIP AS IN 'A'AND 'B'. OVERLAP END OFTOP STRIP 4" AND STAPLE.EROSION STOP: FOLD OF MATTINGBURIED IN SILT TRENCH ANDTAMPED. DOUBLEROW OFSTAPLES.PLACE STAPLES 2 FEET APARTTO KEEP MATTING FIRMLYPRESSED TO SOIL.'D''C''B'BURY THE TOP END OF THEMATTING IN A TRENCH 4" ORMORE IN DEPTHTYPICAL STAPLE #8GAUGE WIRE1 1/2"10"OVERFALL'E''A'NOTE:1. PLACE STAPLES 2 FEET APART TOKEEP MATTING FIRMLY PRESSED TOSOIL.EROSION BLANKETN T S141 Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONSW1.3SWPPP - NARRATIVE............OWNER INFORMATIONTRAINING SECTION 21PARTY RESPONSIBLE FOR LONG TERM OPERATION AND MAINTENANCE OF PERMANENTSTORM WATER MANAGEMENT SYSTEMPERMANENT STORMWATER MANAGEMENT IS NOT REQUIRED AS PART OF THIS PROJECT TO MEET NPDES PERMIT REQUIREMENTS. THEPROPERTY OWNER IS RESPONSIBLE FOR THE LONG TERM OPERATION AND MAINTENANCE OF THE PROPOSED STORMWATER SYSTEM.AREAS AND QUANTITIES:SWPPP CONTACT PERSONCONTRACTOR:SWPPP INSPECTOR TRAINING:ALL SWPPP INSPECTIONS MUST BE PERFORMED BY APERSON THAT MEETS THE TRAINING REQUIREMENTS OF THENPDES CONSTRUCTION SITE PERMIT.TRAINING CREDENTIALS SHALL BE PROVIDED BY THECONTRACTOR AND KEPT ON SITE WITH THE SWPPPNOTE: QUANTITIES ARE FOR INFORMATIONAL PURPOSES ONLY. CONTRACTOR SHALL DETERMINE FOR THEMSELVES THE EXACTQUANTITIES FOR BIDDING AND CONSTRUCTION.PROJECT NARRATIVE:PROJECT IS A SUBDIVIDE OF AN EXISTING LOT INTO 2 SINGLE FAMILY PARCELS WITH ASSOCIATED HOMES AND ACCESS. SITE, GRADING, UTILITYAND LANDSCAPE IMPROVEMENTS WILL OCCUR.NATIVE BUFFER NARRATIVE:PRESERVING AN AVERAGE 40' NATURAL BUFFER AROUND WATER BODIES IS REQUIRED AS PART OF THIS PROJECT BECAUSE WATER BODIES ARELOCATED ON SITE.SOIL CONTAMINATION NARRATIVE:SOILS ONSITE HAVE NOT BEEN IDENTIFIED AS CONTAMINATED. SINCE NO CONTAMINATION EXISTS, INFILTRATION IS FEASIBLE AS LONG AS SOILTYPE IS CONDUCIVE TO INFILTRATION.SPECIAL TMDL BMP REQUIREMENTS SITE SPECIFIC (IF REQUIRED):THIS PROJECT IS WITHIN ONE MILE AND DISCHARGES TO BOTH LUCY LAKE AND ANN LAKE - LCUY LAKE AND ANN LAKE ARE NOT IDENTIFIED ASIMPAIRED WATER BODIES PER THE MPCA'S 303(D) IMPAIRED WATERS LIST. THIS PROJECT IS ALSO WITHIN ONE MILE OF GAPLIN LAKE, CHRISTMASLAKE AND LOTUS LAKE. LOTUS LAKE IS THE ONLY IMPAIRED LAKE IN THE VICINITY AND IS IMPAIRED FOR FISHES BIOASSESMENTS AND MERCURYLEVELS AND NURTIENTS. BECAUSE LOTUS LAKE IS LOCATED WITHIN ONE MILE OF THE SITE, BMPS AS DEFINED IN THE NPDES PERMIT ITEMS 23.9AND 23.10 APPLY. THESE ARE AS FOLLOWS:1.DURING CONSTRUCTION:A.STABILIZATION OF ALL EXPOSED SOIL AREAS MUST BE INITIATED IMMEDIATELY TO LIMIT SOIL EROSION BUT IN NO CASE COMPLETEDLATER THAN SEVEN (7) DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLYCEASED.B.TEMPORARY SEDIMENT BASIN REQUIREMENTS DESCRIBED IN SECTION 14. MUST BE USED FOR COMMON DRAINAGE LOCATIONS THATSERVE AN AREA WITH FIVE (5) OR MORE ACRES DISTURBED AT ONE TIME.PERMANENT STABILIZATION NOTES SITE SPECIFIC:PERMANENT SEED MIX·FOR THIS PROJECT ALL AREAS THAT ARE NOT TO BE SODDED OR LANDSCAPED SHALL RECEIVE A NATIVE PERMANENT SEED MIX.··AREAS IN BUFFERS AND ADJACENT TO OR IN WET AREAS MNDOT SEED MIX 33-261 (STORMWATER SOUTH AND WEST) AT 35 LBS PERACRE.··DRY AREAS MNDOT SEED MIX 35-221 (DRY PRAIRIE GENERAL) AT 40 LBS PER ACRE.·MAINTENANCE SHALL BE IN ACCORDANCE TO THE MNDOT SEEDING MANUAL.SUPPLEMENTARY SITE SPECIFIC EROSION CONTROL NOTES:THESE NOTES SUPERCEDE ANY GENERAL SWPPP NOTES.THIS PROJECT DISTRUBS LESS THAN 1.0 ACRES SO AN NPDES PERMIT IS NOT REQUIRED AND DOES NOT NEED TO BE SUBMITTED TO THEMPCA. THE CONTRACTOR IS REQUIRED TO FOLLOW THE GUIDELINES IN THE NPDES PERMIT THROUGHOUT CONSTRUCTION.SWPPP ATTACHMENTS (ONLY APPLICABLE IF SITE IS 1 ACRE OR GREATER):CONTRACTOR SHALL OBTAIN A COPY OF THE FOLLOWING SWPPP ATTACHMENTS WHICH ARE A PART OF THE OVERALL SWPPP PACKAGE:ATTACHMENT A. CONSTRUCTION SWPPP TEMPLATE - SITE SPECIFIC SWPPP DOCUMENTATTACHMENT B. CONSTRUCTION STORMWATER INSPECTION CHECKLISTATTACHMENT C. MAINTENANCE PLAN FOR PERMANENT STORM WATER TREATMENT SYSTEMSATTACHMENT D: STORMWATER MANAGEMENT REPORT - ON FILE AT THE OFFICE OF PROJECT ENGINEER. AVAILABLE UPON REQUEST.ATTACHMENT E: GEOTECHNICAL EVALUATION REPORT - ON FILE AT THE OFFICE OF PROJECT ENGINEER. AVAILABLE UPON REQUEST.DESIGN ENGINEER: MATTHEW R. PAVEK P.E.TRAINING COURSE: DESIGN OF SWPPPTRAINING ENTITY: UNIVERSITY OF MINNESOTAINSTRUCTOR: JOHN CHAPMANDATES OF TRAINING COURSE: 5/15/2011 - 5/16/2011TOTAL TRAINING HOURS: 12RE-CERTIFICATION: 2/27/2020 (8 HOURS), EXP. 5/31/2023THE CONTRACTOR AND ALL SUBCONTRACTORS INVOLVED WITH A CONSTRUCTION ACTIVITY THAT DISTURBS SITE SOIL ORWHO IMPLEMENT A POLLUTANT CONTROL MEASURE IDENTIFIED IN THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP)MUST COMPLY WITH THE REQUIREMENTS OF THE NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM (NPDES) GENERALPERMIT (DATED AUGUST 1, 2018 # MNR100001) AND ANY LOCAL GOVERNING AGENCY HAVING JURISDICTION CONCERNINGEROSION AND SEDIMENTATION CONTROL.STORMWATER DISCHARGE DESIGN REQUIREMENTSSWPPPTHE NATURE OF THIS PROJECT WILL BE CONSISTENT WITH WHAT IS REPRESENTED IN THIS SET OF CONSTRUCTION PLANS ANDSPECIFICATIONS. SEE THE SWPPP PLAN SHEETS AND SWPPP NARRATIVE (ATTACHMENT A: CONSTRUCTION SWPPP TEMPLATE)FOR ADDITIONAL SITE SPECIFIC SWPPP INFORMATION. THE PLANS SHOW LOCATIONS AND TYPES OF ALL TEMPORARY ANDPERMANENT EROSION PREVENTION AND SEDIMENT CONTROL BMP'S. STANDARD DETAILS ARE ATTACHED TO THIS SWPPPDOCUMENT.THE INTENDED SEQUENCING OF MAJOR CONSTRUCTION ACTIVITIES IS AS FOLLOWS:1. INSTALL STABILIZED ROCK CONSTRUCTION ENTRANCE2. INSTALLATION OF SILT FENCE AROUND SITE3. INSTALL ORANGE CONSTRUCTION FENCING AROUND INFILTRATION AREAS4. INSTALL INLET PROTECTION AT ALL ADJACENT AND DOWNSTREAM CATCH BASINS5. CLEAR AND GRUB FOR TEMPORARY SEDIMENT BASIN / POND INSTALL6. CONSTRUCT TEMPORARY SEDIMENT BASIN / POND (SECTION 14)7. CLEAR AND GRUB REMAINDER OF SITE8. STRIP AND STOCKPILE TOPSOIL9. ROUGH GRADING OF SITE10. STABILIZE DENUDED AREAS AND STOCKPILES11. INSTALL SANITARY SEWER, WATER MAIN STORM SEWER AND SERVICES12. INSTALL SILT FENCE / INLET PROTECTION AROUND CB'S13. INSTALL STREET SECTION14. INSTALL CURB AND GUTTER15. BITUMINOUS ON STREETS16. FINAL GRADE BOULEVARD, INSTALL SEED AND MULCH17. REMOVE ACCUMULATED SEDIMENT FROM BASIN / POND18. FINAL GRADE POND / INFILTRATION BASINS (DO NOT COMPACT SOILS IN INFILTRATION AREAS.)19. WHEN ALL CONSTRUCTION ACTIVITY IS COMPLETE AND THE SITE IS STABILIZED BY EITHER SEED OR SOD/LANDSCAPING,REMOVE SILT FENCE AND RESEED ANY AREAS DISTURBED BY THE REMOVAL.RECORDS RETENTION:THE SWPPP (ORIGINAL OR COPIES) INCLUDING, ALL CHANGES TO IT, AND INSPECTIONS AND MAINTENANCE RECORDS MUST BEKEPT AT THE SITE DURING CONSTRUCTION BY THE PERMITTEE WHO HAS OPERATIONAL CONTROL OF THAT PORTION OF THESITE. THE SWPPP CAN BE KEPT IN EITHER THE FIELD OFFICE OR IN AN ON SITE VEHICLE DURING NORMAL WORKING HOURS.ALL OWNER(S) MUST KEEP THE SWPPP, ALONG WITH THE FOLLOWING ADDITIONAL RECORDS, ON FILE FOR THREE (3) YEARSAFTER SUBMITTAL OF THE NOT AS OUTLINED IN SECTION 4. THIS DOES NOT INCLUDE ANY RECORDS AFTER SUBMITTAL OF THENOT.1.THE FINAL SWPPP;2.ANY OTHER STORMWATER RELATED PERMITS REQUIRED FOR THE PROJECT;3.RECORDS OF ALL INSPECTION AND MAINTENANCE CONDUCTED DURING CONSTRUCTION (SEE SECTION 11, INSPECTIONSAND MAINTENANCE);4.ALL PERMANENT OPERATION AND MAINTENANCE AGREEMENTS THAT HAVE BEEN IMPLEMENTED, INCLUDING ALL RIGHT OFWAY, CONTRACTS, COVENANTS AND OTHER BINDING REQUIREMENTS REGARDING PERPETUAL MAINTENANCE; AND5.ALL REQUIRED CALCULATIONS FOR DESIGN OF THE TEMPORARY AND PERMANENT STORMWATER MANAGEMENTSYSTEMS.SWPPP IMPLEMENTATION RESPONSIBILITIES:1.THE OWNER AND CONTRACTOR ARE PERMITTEE(S) AS IDENTIFIED BY THE NPDES PERMIT.2.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ON-SITE IMPLEMENTATION OF THE SWPPP, INCLUDING THE ACTIVITIES OFALL OF THE CONTRACTOR'S SUBCONTRACTORS.3.CONTRACTOR SHALL PROVIDE A PERSON(S) KNOWLEDGEABLE AND EXPERIENCED IN THE APPLICATION OF EROSIONPREVENTION AND SEDIMENT CONTROL BMPS TO OVERSEE ALL INSTALLATION AND MAINTENANCE OF BMPS ANDIMPLEMENTATION OF THE SWPPP.4.CONTRACTOR SHALL PROVIDE PERSON(S) MEETING THE TRAINING REQUIREMENTS OF THE NPDES PERMIT TO CONDUCTINSPECTION AND MAINTENANCE OF ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS IN ACCORDANCE WITHTHE REQUIREMENTS OF THE PERMIT. ONE OF THESE INDIVIDUAL(S) MUST BE AVAILABLE FOR AN ONSITE INSPECTIONWITHIN 72 HOURS UPON REQUEST BY MPCA. CONTRACTOR SHALL PROVIDE TRAINING DOCUMENTATION FOR THESEINDIVIDUAL(S) AS REQUIRED BY THE NPDES PERMIT. THIS TRAINING DOCUMENTATION SHALL BE RECORDED IN OR WITHTHE SWPPP BEFORE THE START OF CONSTRUCTION OR AS SOON AS THE PERSONNEL FOR THE PROJECT HAVE BEENDETERMINED. DOCUMENTATION SHALL INCLUDE:4.1.NAMES OF THE PERSONNEL ASSOCIATED WITH THE PROJECT THAT ARE REQUIRED TO BE TRAINED PER SECTION21 OF THE PERMIT.4.2.DATES OF TRAINING AND NAME OF INSTRUCTOR AND ENTITY PROVIDING TRAINING.4.3.CONTENT OF TRAINING COURSE OR WORKSHOP INCLUDING THE NUMBER OF HOURS OF TRAINING.5.FOLLOWING FINAL STABILIZATION AND THE TERMINATION OF COVERAGE FOR THE NPDES PERMIT, THE OWNER ISEXPECTED TO FURNISH LONG TERM OPERATION AND MAINTENANCE (O & M) OF THE PERMANENT STORM WATERMANAGEMENT SYSTEM.CONSTRUCTION ACTIVITY REQUIREMENTSSWPPP AMENDMENTS (SECTION 6):1.ONE OF THE INDIVIDUALS DESCRIBED IN ITEM 21.2.A OR ITEM 21.2.B OR ANOTHER QUALIFIED INDIVIDUAL MUST COMPLETEALL SWPPP CHANGES. CHANGES INVOLVING THE USE OF A LESS STRINGENT BMP MUST INCLUDE A JUSTIFICATIONDESCRIBING HOW THE REPLACEMENT BMP IS EFFECTIVE FOR THE SITE CHARACTERISTICS.2.PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECTPROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER THERE IS A CHANGE IN DESIGN, CONSTRUCTION,OPERATION, MAINTENANCE, WEATHER OR SEASONAL CONDITIONS HAVING A SIGNIFICANT EFFECT ON THE DISCHARGE OFPOLLUTANTS TO SURFACE WATERS OR GROUNDWATER.3.PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECTPROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER INSPECTIONS OR INVESTIGATIONS BY THE SITE OWNER OROPERATOR, USEPA OR MPCA OFFICIALS INDICATE THE SWPPP IS NOT EFFECTIVE IN ELIMINATING OR SIGNIFICANTLYMINIMIZING THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER OR THE DISCHARGES ARECAUSING WATER QUALITY STANDARD EXCEEDANCES (E.G., NUISANCE CONDITIONS AS DEFINED IN MINN. R. 7050.0210,SUBP. 2) OR THE SWPPP IS NOT CONSISTENT WITH THE OBJECTIVES OF A USEPA APPROVED TMDL.BMP SELECTION AND INSTALLATION (SECTION 7):1.PERMITTEES MUST SELECT, INSTALL, AND MAINTAIN THE BMPS IDENTIFIED IN THE SWPPP AND IN THIS PERMIT IN ANAPPROPRIATE AND FUNCTIONAL MANNER AND IN ACCORDANCE WITH RELEVANT MANUFACTURER SPECIFICATIONS ANDACCEPTED ENGINEERING PRACTICES.EROSION PREVENTION (SECTION 8):1.BEFORE WORK BEGINS, PERMITTEES MUST DELINEATE THE LOCATION OF AREAS NOT TO BE DISTURBED.2.PERMITTEES MUST MINIMIZE THE NEED FOR DISTURBANCE OF PORTIONS OF THE PROJECT WITH STEEP SLOPES. WHENSTEEP SLOPES MUST BE DISTURBED, PERMITTEES MUST USE TECHNIQUES SUCH AS PHASING AND STABILIZATIONPRACTICES DESIGNED FOR STEEP SLOPES (E.G., SLOPE DRAINING AND TERRACING).3.PERMITTEES MUST STABILIZE ALL EXPOSED SOIL AREAS, INCLUDING STOCKPILES. STABILIZATION MUST BE INITIATEDIMMEDIATELY TO LIMIT SOIL EROSION WHEN CONSTRUCTION ACTIVITY HAS PERMANENTLY OR TEMPORARILY CEASED ONANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 14 CALENDAR DAYS. STABILIZATION MUSTBE COMPLETED NO LATER THAN 14 CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY HAS CEASED. STABILIZATION ISNOT REQUIRED ON CONSTRUCTED BASE COMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES.STABILIZATION IS NOT REQUIRED ON TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANICCOMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) BUTPERMITTEES MUST PROVIDE SEDIMENT CONTROLS AT THE BASE OF THE STOCKPILE.4.FOR PUBLIC WATERS THAT THE MINNESOTA DNR HAS PROMULGATED "WORK IN WATER RESTRICTIONS" DURINGSPECIFIED FISH SPAWNING TIME FRAMES, PERMITTEES MUST COMPLETE STABILIZATION OF ALL EXPOSED SOIL AREASWITHIN 200 FEET OF THE WATER'S EDGE, AND THAT DRAIN TO THESE WATERS, WITHIN 24 HOURS DURING THERESTRICTION PERIOD.5.PERMITTEES MUST STABILIZE THE NORMAL WETTED PERIMETER OF THE LAST 200 LINEAR FEET OF TEMPORARY ORPERMANENT DRAINAGE DITCHES OR SWALES THAT DRAIN WATER FROM THE SITE WITHIN 24 HOURS AFTER CONNECTINGTO A SURFACE WATER OR PROPERTY EDGE. PERMITTEES MUST COMPLETE STABILIZATION OF REMAINING PORTIONS OFTEMPORARY OR PERMANENT DITCHES OR SWALES WITHIN 14 CALENDAR DAYS AFTER CONNECTING TO A SURFACEWATER OR PROPERTY EDGE AND CONSTRUCTION IN THAT PORTION OF THE DITCH TEMPORARILY OR PERMANENTLYCEASES.6.TEMPORARY OR PERMANENT DITCHES OR SWALES BEING USED AS A SEDIMENT CONTAINMENT SYSTEM DURINGCONSTRUCTION (WITH PROPERLY DESIGNED ROCK-DITCH CHECKS, BIO ROLLS, SILT DIKES, ETC.) DO NOT NEED TO BESTABILIZED. PERMITTEES MUST STABILIZE THESE AREAS WITHIN 24 HOURS AFTER THEIR USE AS A SEDIMENTCONTAINMENT SYSTEM CEASES7.PERMITTEES MUST NOT USE MULCH, HYDROMULCH, TACKIFIER, POLYACRYLAMIDE OR SIMILAR EROSION PREVENTIONPRACTICES WITHIN ANY PORTION OF THE NORMAL WETTED PERIMETER OF A TEMPORARY OR PERMANENT DRAINAGEDITCH OR SWALE SECTION WITH A CONTINUOUS SLOPE OF GREATER THAN 2 PERCENT.8.PERMITTEES MUST PROVIDE TEMPORARY OR PERMANENT ENERGY DISSIPATION AT ALL PIPE OUTLETS WITHIN 24 HOURSAFTER CONNECTION TO A SURFACE WATER OR PERMANENT STORMWATER TREATMENT SYSTEM.9.PERMITTEES MUST NOT DISTURB MORE LAND (I.E., PHASING) THAN CAN BE EFFECTIVELY INSPECTED AND MAINTAINED INACCORDANCE WITH SECTION 11.SEDIMENT CONTROL (SECTION 9):1.PERMITTEES MUST ESTABLISH SEDIMENT CONTROL BMPS ON ALL DOWNGRADIENT PERIMETERS OF THE SITE ANDDOWNGRADIENT AREAS OF THE SITE THAT DRAIN TO ANY SURFACE WATER, INCLUDING CURB AND GUTTER SYSTEMS.PERMITTEES MUST LOCATE SEDIMENT CONTROL PRACTICES UPGRADIENT OF ANY BUFFER ZONES. PERMITTEES MUSTINSTALL SEDIMENT CONTROL PRACTICES BEFORE ANY UPGRADIENT LAND-DISTURBING ACTIVITIES BEGIN AND MUST KEEPTHE SEDIMENT CONTROL PRACTICES IN PLACE UNTIL THEY ESTABLISH PERMANENT COVER.2.IF DOWNGRADIENT SEDIMENT CONTROLS ARE OVERLOADED, BASED ON FREQUENT FAILURE OR EXCESSIVEMAINTENANCE REQUIREMENTS, PERMITTEES MUST INSTALL ADDITIONAL UPGRADIENT SEDIMENT CONTROL PRACTICESOR REDUNDANT BMPS TO ELIMINATE THE OVERLOADING AND AMEND THE SWPPP TO IDENTIFY THESE ADDITIONALPRACTICES AS REQUIRED IN ITEM 6.3.3.TEMPORARY OR PERMANENT DRAINAGE DITCHES AND SEDIMENT BASINS DESIGNED AS PART OF A SEDIMENTCONTAINMENT SYSTEM (E.G., DITCHES WITH ROCK-CHECK DAMS) REQUIRE SEDIMENT CONTROL PRACTICES ONLY ASAPPROPRIATE FOR SITE CONDITIONS.4.A FLOATING SILT CURTAIN PLACED IN THE WATER IS NOT A SEDIMENT CONTROL BMP TO SATISFY ITEM 9.2 EXCEPT WHENWORKING ON A SHORELINE OR BELOW THE WATERLINE. IMMEDIATELY AFTER THE SHORT TERM CONSTRUCTION ACTIVITY(E.G., INSTALLATION OF RIP RAP ALONG THE SHORELINE) IN THAT AREA IS COMPLETE, PERMITTEES MUST INSTALL ANUPLAND PERIMETER CONTROL PRACTICE IF EXPOSED SOILS STILL DRAIN TO A SURFACE WATER.5.PERMITTEES MUST RE-INSTALL ALL SEDIMENT CONTROL PRACTICES ADJUSTED OR REMOVED TO ACCOMMODATESHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES, IMMEDIATELY AFTER THESHORT-TERM ACTIVITY IS COMPLETED. PERMITTEES MUST RE-INSTALL SEDIMENT CONTROL PRACTICES BEFORE THENEXT PRECIPITATION EVENT EVEN IF THE SHORT-TERM ACTIVITY IS NOT COMPLETE.6.PERMITTEES MUST PROTECT ALL STORM DRAIN INLETS USING APPROPRIATE BMPS DURING CONSTRUCTION UNTIL THEYESTABLISH PERMANENT COVER ON ALL AREAS WITH POTENTIAL FOR DISCHARGING TO THE INLET.7.PERMITTEES MAY REMOVE INLET PROTECTION FOR A PARTICULAR INLET IF A SPECIFIC SAFETY CONCERN (E.G. STREETFLOODING/FREEZING) IS IDENTIFIED BY THE PERMITTEES OR THE JURISDICTIONAL AUTHORITY (E.G.,CITY/COUNTY/TOWNSHIP/MINNESOTA DEPARTMENT OF TRANSPORTATION ENGINEER). PERMITTEES MUST DOCUMENT THENEED FOR REMOVAL IN THE SWPPP.8.PERMITTEES MUST PROVIDE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS AT THE BASE OF STOCKPILES ONTHE DOWNGRADIENT PERIMETER.9.PERMITTEES MUST LOCATE STOCKPILES OUTSIDE OF NATURAL BUFFERS OR SURFACE WATERS, INCLUDINGSTORMWATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS UNLESS THERE IS A BYPASS IN PLACE FOR THESTORMWATER. 10. PERMITTEES MUST INSTALL A VEHICLE TRACKING BMP TO MINIMIZE THE TRACK OUT OF SEDIMENT FROM THECONSTRUCTION SITE OR ONTO PAVED ROADS WITHIN THE SITE. 11. PERMITTEES MUST USE STREET SWEEPING IF VEHICLE TRACKING BMPS ARE NOT ADEQUATE TO PREVENT SEDIMENTTRACKING ONTO THE STREET. 12. PERMITTEES MUST INSTALL TEMPORARY SEDIMENT BASINS AS REQUIRED IN SECTION 14. 13. IN ANY AREAS OF THE SITE WHERE FINAL VEGETATIVE STABILIZATION WILL OCCUR, PERMITTEES MUST RESTRICT VEHICLEAND EQUIPMENT USE TO MINIMIZE SOIL COMPACTION. 14. PERMITTEES MUST PRESERVE TOPSOIL ON THE SITE, UNLESS INFEASIBLE. 15. PERMITTEES MUST DIRECT DISCHARGES FROM BMPS TO VEGETATED AREAS UNLESS INFEASIBLE. 16. PERMITTEES MUST PRESERVE A 50 FOOT NATURAL BUFFER OR, IF A BUFFER IS INFEASIBLE ON THE SITE, PROVIDEREDUNDANT (DOUBLE) PERIMETER SEDIMENT CONTROLS WHEN A SURFACE WATER IS LOCATED WITHIN 50 FEET OF THEPROJECT'S EARTH DISTURBANCES AND STORMWATER FLOWS TO THE SURFACE WATER. PERMITTEES MUST INSTALLPERIMETER SEDIMENT CONTROLS AT LEAST 5 FEET APART UNLESS LIMITED BY LACK OF AVAILABLE SPACE. NATURALBUFFERS ARE NOT REQUIRED ADJACENT TO ROAD DITCHES, JUDICIAL DITCHES, COUNTY DITCHES, STORMWATERCONVEYANCE CHANNELS, STORM DRAIN INLETS, AND SEDIMENT BASINS. IF PRESERVING THE BUFFER IS INFEASIBLE,PERMITTEES MUST DOCUMENT THE REASONS IN THE SWPPP. SHEET PILING IS A REDUNDANT PERIMETER CONTROL IFINSTALLED IN A MANNER THAT RETAINS ALL STORMWATER. 17. PERMITTEES MUST USE POLYMERS, FLOCCULANTS, OR OTHER SEDIMENTATION TREATMENT CHEMICALS IN ACCORDANCEWITH ACCEPTED ENGINEERING PRACTICES, DOSING SPECIFICATIONS AND SEDIMENT REMOVAL DESIGN SPECIFICATIONSPROVIDED BY THE MANUFACTURER OR SUPPLIER. THE PERMITTEES MUST USE CONVENTIONAL EROSION AND SEDIMENTCONTROLS PRIOR TO CHEMICAL ADDITION AND MUST DIRECT TREATED STORMWATER TO A SEDIMENT CONTROL SYSTEMFOR FILTRATION OR SETTLEMENT OF THE FLOC PRIOR TO DISCHARGE.DEWATERING AND BASIN DRAINING (SECTION 10):1.PERMITTEES MUST DISCHARGE TURBID OR SEDIMENT-LADEN WATERS RELATED TO DEWATERING OR BASIN DRAINING(E.G., PUMPED DISCHARGES, TRENCH/DITCH CUTS FOR DRAINAGE) TO A TEMPORARY OR PERMANENT SEDIMENT BASINON THE PROJECT SITE UNLESS INFEASIBLE. PERMITTEES MAY DEWATER TO SURFACE WATERS IF THEY VISUALLY CHECKTO ENSURE ADEQUATE TREATMENT HAS BEEN OBTAINED AND NUISANCE CONDITIONS (SEE MINN. R. 7050.0210, SUBP. 2)WILL NOT RESULT FROM THE DISCHARGE. IF PERMITTEES CANNOT DISCHARGE THE WATER TO A SEDIMENTATION BASINPRIOR TO ENTERING A SURFACE WATER, PERMITTEES MUST TREAT IT WITH APPROPRIATE BMPS SUCH THAT THEDISCHARGE DOES NOT ADVERSELY AFFECT THE SURFACE WATER OR DOWNSTREAM PROPERTIES.2.IF PERMITTEES MUST DISCHARGE WATER CONTAINING OIL OR GREASE, THEY MUST USE AN OIL-WATER SEPARATOR ORSUITABLE FILTRATION DEVICE (E.G., CARTRIDGE FILTERS, ABSORBENTS PADS) PRIOR TO DISCHARGE.3.PERMITTEES MUST DISCHARGE ALL WATER FROM DEWATERING OR BASIN-DRAINING ACTIVITIES IN A MANNER THAT DOESNOT CAUSE EROSION OR SCOUR IN THE IMMEDIATE VICINITY OF DISCHARGE POINTS OR INUNDATION OF WETLANDS INTHE IMMEDIATE VICINITY OF DISCHARGE POINTS THAT CAUSES SIGNIFICANT ADVERSE IMPACT TO THE WETLAND.4.IF PERMITTEES USE FILTERS WITH BACKWASH WATER, THEY MUST HAUL THE BACKWASH WATER AWAY FOR DISPOSAL,RETURN THE BACKWASH WATER TO THE BEGINNING OF THE TREATMENT PROCESS, OR INCORPORATE THE BACKWASHWATER INTO THE SITE IN A MANNER THAT DOES NOT CAUSE EROSION.INSPECTIONS AND MAINTENANCE (SECTION 11):1.PERMITTEES MUST ENSURE A TRAINED PERSON, AS IDENTIFIED IN ITEM 21.2.B, WILL INSPECT THE ENTIRE CONSTRUCTIONSITE AT LEAST ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALLEVENT GREATER THAN 1/2 INCH IN 24 HOURS.2.PERMITTEES MUST INSPECT AND MAINTAIN ALL PERMANENT STORMWATER TREATMENT BMPS.3.PERMITTEES MUST INSPECT ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS AND POLLUTION PREVENTIONMANAGEMENT MEASURES TO ENSURE INTEGRITY AND EFFECTIVENESS. PERMITTEES MUST REPAIR, REPLACE ORSUPPLEMENT ALL NONFUNCTIONAL BMPS WITH FUNCTIONAL BMPS BY THE END OF THE NEXT BUSINESS DAY AFTERDISCOVERY UNLESS ANOTHER TIME FRAME IS SPECIFIED IN ITEM 11.5 OR 11.6. PERMITTEES MAY TAKE ADDITIONAL TIME IFFIELD CONDITIONS PREVENT ACCESS TO THE AREA.4.DURING EACH INSPECTION, PERMITTEES MUST INSPECT SURFACE WATERS, INCLUDING DRAINAGE DITCHES ANDCONVEYANCE SYSTEMS BUT NOT CURB AND GUTTER SYSTEMS, FOR EVIDENCE OF EROSION AND SEDIMENT DEPOSITION.PERMITTEES MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS, INCLUDING DRAINAGE WAYS,CATCH BASINS, AND OTHER DRAINAGE SYSTEMS AND RESTABILIZE THE AREAS WHERE SEDIMENT REMOVAL RESULTS INEXPOSED SOIL. PERMITTEES MUST COMPLETE REMOVAL AND STABILIZATION WITHIN SEVEN (7) CALENDAR DAYS OFDISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. PERMITTEES MUST USEALL REASONABLE EFFORTS TO OBTAIN ACCESS. IF PRECLUDED, REMOVAL AND STABILIZATION MUST TAKE PLACE WITHINSEVEN (7) DAYS OF OBTAINING ACCESS. PERMITTEES ARE RESPONSIBLE FOR CONTACTING ALL LOCAL, REGIONAL, STATEAND FEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PERMITS, PRIOR TO CONDUCTING ANY WORK IN SURFACEWATERS.5.PERMITTEES MUST INSPECT CONSTRUCTION SITE VEHICLE EXIT LOCATIONS, STREETS AND CURB AND GUTTER SYSTEMSWITHIN AND ADJACENT TO THE PROJECT FOR SEDIMENTATION FROM EROSION OR TRACKED SEDIMENT FROM VEHICLES.PERMITTEES MUST REMOVE SEDIMENT FROM ALL PAVED SURFACES WITHIN ONE (1) CALENDAR DAY OF DISCOVERY OR, IFAPPLICABLE, WITHIN A SHORTER TIME TO AVOID A SAFETY HAZARD TO USERS OF PUBLIC STREETS.6.PERMITTEES MUST REPAIR, REPLACE OR SUPPLEMENT ALL PERIMETER CONTROL DEVICES WHEN THEY BECOMENONFUNCTIONAL OR THE SEDIMENT REACHES 1/2 OF THE HEIGHT OF THE DEVICE.7.PERMITTEES MUST DRAIN TEMPORARY AND PERMANENT SEDIMENTATION BASINS AND REMOVE THE SEDIMENT WHEN THEDEPTH OF SEDIMENT COLLECTED IN THE BASIN REACHES 1/2 THE STORAGE VOLUME.8.PERMITTEES MUST ENSURE THAT AT LEAST ONE INDIVIDUAL PRESENT ON THE SITE (OR AVAILABLE TO THE PROJECT SITEIN THREE (3) CALENDAR DAYS) IS TRAINED IN THE JOB DUTIES DESCRIBED IN ITEM 21.2.B.9.PERMITTEES MAY ADJUST THE INSPECTION SCHEDULE DESCRIBED IN ITEM 11.2 AS FOLLOWS:a. INSPECTIONS OF AREAS WITH PERMANENT COVER CAN BE REDUCED TO ONCE PER MONTH, EVEN IF CONSTRUCTIONACTIVITY CONTINUES ON OTHER PORTIONS OF THE SITE; ORb.WHERE SITES HAVE PERMANENT COVER ON ALL EXPOSED SOIL AND NO CONSTRUCTION ACTIVITY IS OCCURRINGANYWHERE ON THE SITE, INSPECTIONS CAN BE REDUCED TO ONCE PER MONTH AND, AFTER 12 MONTHS, MAY BESUSPENDED COMPLETELY UNTIL CONSTRUCTION ACTIVITY RESUMES. THE MPCA MAY REQUIRE INSPECTIONS TORESUME IF CONDITIONS WARRANT; ORc.WHERE CONSTRUCTION ACTIVITY HAS BEEN SUSPENDED DUE TO FROZEN GROUND CONDITIONS, INSPECTIONS MAYBE SUSPENDED. INSPECTIONS MUST RESUME WITHIN 24 HOURS OF RUNOFF OCCURRING, OR UPON RESUMINGCONSTRUCTION, WHICHEVER COMES FIRST. 10. PERMITTEES MUST RECORD ALL INSPECTIONS AND MAINTENANCE ACTIVITIES WITHIN 24 HOURS OF BEING CONDUCTEDAND THESE RECORDS MUST BE RETAINED WITH THE SWPPP. THESE RECORDS MUST INCLUDE:a.DATE AND TIME OF INSPECTIONS; ANDb.NAME OF PERSONS CONDUCTING INSPECTIONS; ANDc.ACCURATE FINDINGS OF INSPECTIONS, INCLUDING THE SPECIFIC LOCATION WHERE CORRECTIVE ACTIONS ARENEEDED; ANDd.CORRECTIVE ACTIONS TAKEN (INCLUDING DATES, TIMES, AND PARTY COMPLETING MAINTENANCE ACTIVITIES); ANDe.DATE OF ALL RAINFALL EVENTS GREATER THAN 1/2 INCHES IN 24 HOURS, AND THE AMOUNT OF RAINFALL FOR EACHEVENT. PERMITTEES MUST OBTAIN RAINFALL AMOUNTS BY EITHER A PROPERLY MAINTAINED RAIN GAUGE INSTALLEDONSITE, A WEATHER STATION THAT IS WITHIN ONE (1) MILE OF YOUR LOCATION, OR A WEATHER REPORTING SYSTEMTHAT PROVIDES SITE SPECIFIC RAINFALL DATA FROM RADAR SUMMARIES; ANDf.IF PERMITTEES OBSERVE A DISCHARGE DURING THE INSPECTION, THEY MUST RECORD AND SHOULD PHOTOGRAPHAND DESCRIBE THE LOCATION OF THE DISCHARGE (I.E., COLOR, ODOR, SETTLED OR SUSPENDED SOLIDS, OIL SHEEN,AND OTHER OBVIOUS INDICATORS OF POLLUTANTS); ANDg.ANY AMENDMENTS TO THE SWPPP PROPOSED AS A RESULT OF THE INSPECTION MUST BE DOCUMENTED ASREQUIRED IN SECTION 6 WITHIN SEVEN (7) CALENDAR DAYS.POLLUTION PREVENTION MANAGEMENT (SECTION 12):1.PERMITTEES MUST PLACE BUILDING PRODUCTS AND LANDSCAPE MATERIALS UNDER COVER (E.G., PLASTIC SHEETING ORTEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITHSTORMWATER. PERMITTEES ARE NOT REQUIRED TO COVER OR PROTECT PRODUCTS WHICH ARE EITHER NOT A SOURCEOF CONTAMINATION TO STORMWATER OR ARE DESIGNED TO BE EXPOSED TO STORMWATER.2.PERMITTEES MUST PLACE PESTICIDES, FERTILIZERS AND TREATMENT CHEMICALS UNDER COVER (E.G., PLASTICSHEETING OR TEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZECONTACT WITH STORMWATER.3.PERMITTEES MUST STORE HAZARDOUS MATERIALS AND TOXIC WASTE, (INCLUDING OIL, DIESEL FUEL, GASOLINE,HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM-BASED PRODUCTS, WOOD PRESERVATIVES, ADDITIVES, CURINGCOMPOUNDS, AND ACIDS) IN SEALED CONTAINERS TO PREVENT SPILLS, LEAKS OR OTHER DISCHARGE. STORAGE ANDDISPOSAL OF HAZARDOUS WASTE MATERIALS MUST BE IN COMPLIANCE WITH MINN. R. CH. 7045 INCLUDING SECONDARYCONTAINMENT AS APPLICABLE.4.PERMITTEES MUST PROPERLY STORE, COLLECT AND DISPOSE SOLID WASTE IN COMPLIANCE WITH MINN. R. CH. 7035.5.PERMITTEES MUST POSITION PORTABLE TOILETS SO THEY ARE SECURE AND WILL NOT TIP OR BE KNOCKED OVER.PERMITTEES MUST PROPERLY DISPOSE SANITARY WASTE IN ACCORDANCE WITH MINN. R. CH. 7041.6.PERMITTEES MUST TAKE REASONABLE STEPS TO PREVENT THE DISCHARGE OF SPILLED OR LEAKED CHEMICALS,INCLUDING FUEL, FROM ANY AREA WHERE CHEMICALS OR FUEL WILL BE LOADED OR UNLOADED INCLUDING THE USE OFDRIP PANS OR ABSORBENTS UNLESS INFEASIBLE. PERMITTEES MUST ENSURE ADEQUATE SUPPLIES ARE AVAILABLE ATALL TIMES TO CLEAN UP DISCHARGED MATERIALS AND THAT AN APPROPRIATE DISPOSAL METHOD IS AVAILABLE FORRECOVERED SPILLED MATERIALS. PERMITTEES MUST REPORT AND CLEAN UP SPILLS IMMEDIATELY AS REQUIRED BYMINN. STAT. 115.061, USING DRY CLEAN UP MEASURES WHERE POSSIBLE.7.PERMITTEES MUST LIMIT VEHICLE EXTERIOR WASHING AND EQUIPMENT TO A DEFINED AREA OF THE SITE. PERMITTEESMUST CONTAIN RUNOFF FROM THE WASHING AREA IN A SEDIMENT BASIN OR OTHER SIMILARLY EFFECTIVE CONTROLSAND MUST DISPOSE WASTE FROM THE WASHING ACTIVITY PROPERLY. PERMITTEES MUST PROPERLY USE AND STORESOAPS, DETERGENTS, OR SOLVENTS.8.PERMITTEES MUST PROVIDE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOLID WASTES GENERATED BY WASHOUTOPERATIONS (E.G., CONCRETE, STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTIONMATERIALS) RELATED TO THE CONSTRUCTION ACTIVITY. PERMITTEES MUST PREVENT LIQUID AND SOLID WASHOUTWASTES FROM CONTACTING THE GROUND AND MUST DESIGN THE CONTAINMENT SO IT DOES NOT RESULT IN RUNOFFFROM THE WASHOUT OPERATIONS OR AREAS. PERMITTEES MUST PROPERLY DISPOSE LIQUID AND SOLID WASTES INCOMPLIANCE WITH MPCA RULES. PERMITTEES MUST INSTALL A SIGN INDICATING THE LOCATION OF THE WASHOUTFACILITY.PERMIT TERMINATION (SECTION 4 AND SECTION 13):1.PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER ALL TERMINATION CONDITIONS LISTED IN SECTION 13 ARECOMPLETE.2.PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER SELLING OR OTHERWISE LEGALLY TRANSFERRING THE ENTIRESITE, INCLUDING PERMIT RESPONSIBILITY FOR ROADS (E.G., STREET SWEEPING) AND STORMWATER INFRASTRUCTUREFINAL CLEAN OUT, OR TRANSFERRING PORTIONS OF A SITE TO ANOTHER PARTY. THE PERMITTEES' COVERAGE UNDERTHIS PERMIT TERMINATES AT MIDNIGHT ON THE SUBMISSION DATE OF THE NOT.3.PERMITTEES MUST COMPLETE ALL CONSTRUCTION ACTIVITY AND MUST INSTALL PERMANENT COVER OVER ALL AREASPRIOR TO SUBMITTING THE NOT. VEGETATIVE COVER MUST CONSIST OF A UNIFORM PERENNIAL VEGETATION WITH ADENSITY OF 70 PERCENT OF ITS EXPECTED FINAL GROWTH. VEGETATION IS NOT REQUIRED WHERE THE FUNCTION OF ASPECIFIC AREA DICTATES NO VEGETATION, SUCH AS IMPERVIOUS SURFACES OR THE BASE OF A SAND FILTER.4.PERMITTEES MUST CLEAN THE PERMANENT STORMWATER TREATMENT SYSTEM OF ANY ACCUMULATED SEDIMENT ANDMUST ENSURE THE SYSTEM MEETS ALL APPLICABLE REQUIREMENTS IN SECTION 15 THROUGH 19 AND IS OPERATING ASDESIGNED.5.PERMITTEES MUST REMOVE ALL SEDIMENT FROM CONVEYANCE SYSTEMS PRIOR TO SUBMITTING THE NOT.6.PERMITTEES MUST REMOVE ALL TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROL BMPS PRIORTO SUBMITTING THE NOT. PERMITTEES MAY LEAVE BMPS DESIGNED TO DECOMPOSE ON-SITE IN PLACE.7.FOR RESIDENTIAL CONSTRUCTION ONLY, PERMIT COVERAGE TERMINATES ON INDIVIDUAL LOTS IF THE STRUCTURES AREFINISHED AND TEMPORARY EROSION PREVENTION AND DOWNGRADIENT PERIMETER CONTROL IS COMPLETE, THERESIDENCE SELLS TO THE HOMEOWNER, AND THE PERMITTEE DISTRIBUTES THE MPCA'S "HOMEOWNER FACT SHEET" TOTHE HOMEOWNER.8.FOR CONSTRUCTION PROJECTS ON AGRICULTURAL LAND (E.G., PIPELINES ACROSS CROPLAND), PERMITTEES MUSTRETURN THE DISTURBED LAND TO ITS PRECONSTRUCTION AGRICULTURAL USE PRIOR TO SUBMITTING THE NOT.SEED NOTES:ALL SEED MIXES AND APPLICATION SHALL BE IN ACCORDANCE WITH THE MNDOT SEEDING MANUAL.GENERAL RECOMMENDATIONS:THE CONTRACTOR IS RESPONSIBLE TO SALVAGE AND PRESERVE EXISTING TOPSOIL NECESSARY FOR FINAL STABILIZATIONAND TO ALSO MINIMIZE COMPACTION IN ALL LANDSCAPE AREAS. IMMEDIATELY BEFORE SEEDING THE SOIL SHALL BE TILLED TOA MINIMUM DEPTH OF 3 INCHES.TEMPORARY EROSION CONTROL SEEDING, MULCHING & BLANKET.SEED·TEMPORARY SEED SHALL BE MNDOT SEED MIX 21-112 (WINTER WHEAT COVER CROP) FOR WINTER AND 21-111 (OATSCOVER CROP) FOR SPRING/SUMMER APPLICATIONS. BOTH SEED MIXES SHALL BE APPLIED AT A SEEDING RATE OF 100LBS/ACRE.MULCH·IMMEDIATELY AFTER SEEDING, WITHIN 24 HOURS, MNDOT TYPE 1 MULCH SHOULD BE APPLIED TO PROTECT AND ENHANCESEED GERMINATION. MULCH SHALL BE APPLIED AT 90% COVERAGE (2 TONS PER ACRE OF STRAW MULCH)SLOPES·3:1 (HORIZ/VERT.) OR FLATTER MUCH SHALL BE COVERED WITH MULCH·SLOPES STEEPER THAN 3:1 OR DITCH BOTTOMS SHALL BE COVERED WITH EROSION CONTROL BLANKET.·SEE PLAN FOR MORE DETAILED DITCH AND STEEP SLOPE EROSION CONTROL TREATMENTS.GENERAL SWPPP REQUIREMENTS AND NOTES:GAYLE MORIN1441 LAKE LUCY RDCHANHASSEN, MN 55317CONTACT: GAYLE MORIN952-474-118642 Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONSW1.4SWPPP - ATTACHMENTS............ATTACHMENT A: SITE SPECIFIC SWPPP DOCUMENTPROJECT NAME: GAYLE MORINPROJECT LOCATION (BRIEFLY DESCRIBE WHERE CONSTRUCTION ACTIVITY OCCURS. INCLUDE ADDRESS IF AVAILABLE.)ADDRESS: 1441 LAKE LUCY ROADCITY OR TOWNSHIP: CHANHASSENSTATE: MNZIP CODE: 55317LATITUDE/LONGITUDE OF APPROXIMATE CENTROID OF PROJECT: 44.882740 N, -93.558000 EMETHOD OF LAT/LONG COLLECTION (CIRCLE ONE): GPS ONLINE TOOL USGS TOPOGRAPHICALL CITIES WHERE CONSTRUCTION WILL OCCUR: CHANHASSENALL COUNTIES WHERE CONSTRUCTION WILL OCCUR: CARVERALL TOWNSHIPS WHERE CONSTRUCTION WILL OCCUR: CHANHASSENPROJECT SIZE (NUMBER OF ACRES TO BE DISTURBED): 0.5PROJECT TYPE (CIRCLE ONE): RESIDENTIAL COMMERCIAL/INDUSTRIAL ROAD CONSTRUCTION RESIDENTIAL & RD CONSTRUCTION OTHER (DESCRIBE):CUMULATIVE IMPERVIOUS SURFACE (TO THE NEAREST TENTH ACRE)EXISTING AREA OF IMPERVIOUS SURFACE : 0.29POST CONSTRUCTION AREA OF IMPERVIOUS SURFACE: 0.43TOTAL NEW AREA OF IMPERVIOUS SURFACE: 0.14RECEIVING WATERSWATER BODY IDNAME OF WATER BODY WATER BODY TYPE SPECIAL WATER? (Y/N) IMPARIED WATER (Y/N)N/A27-0137-0010-0006-1010-0007-10GALPINCHRISTMASLOTUSLUCYNLAKENDATES OF CONSTRUCTIONCONSTRUCTION START DATE: 09/2022ESTIMATED COMPLETION DATE: 03/2023GENERAL CONSTRUCTION PROJECT INFORMATIONDESCRIBE THE CONSTRUCTION ACTIVITY (WHAT WILL BE BUILT, GENERAL TIMELINE, ETC): LOT SPLIT, INSTALL DRIVES/ACCESS, BMPS AND HOMESDESCRIBE SOIL TYPES FOUND AT THE PROJECT:SITE LOCATION MAP - ATTACH MAPS (U.S. GEOLOGIC SURVEY 7.5 MINUTE QUADRANGLE, NATIONAL WETLAND INVENTORY MAPS OR EQUIVALENT) SHOWING THE LOCATION AND TYPE OF ALL RECEIVING WATERS, INCLUDINGWETLANDS, DRAINAGE DITCHES, STORMWATER PONDS, OR BASINS, ETC. THAT WILL RECEIVE RUNOFF FROM THE PROJECT. USE ARROWS SHOWING THE DIRECTION OF FLOW AND DISTANCE TO THE WATER BODY.SOILS INFORMATIONMAP UNITSYMBOLKE2LESTER-KILKENNY COMPLEX(16%-22% SLOPES)MAP UNIT NAMECWCORDOVA-WESTER COMPLEXMPKLOSSNER AND MUSKEGO SOILSPOUNDED (0%-1% SLOPES)EXESSEXVILLE SANDY LOAMGENERAL SITE INFORMATION (III.A)1. DESCRIBE THE LOCATION AND TYPE OF ALL TEMPORARY AND PERMANENT EROSION PREVENTION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICIES (BMP'S). INCLUDE THE TIMING FOR INSTALLATION AND PROCEDURESUSED TO ESTABLISH ADDITIONAL TEMPORARY BMP'S AS NECESSARY. (5.5)THE PROJECT IS PROTECTED BY TWO (W) MAIN BMP'S, SILT FENCE AND INLET PROTECTION DEVICES. THE SILT FENCE WILL BE INSTALLED AT THE DOWNHILL LOCATIONS OF THE SITE AND MONITORED AS NECESSARY. INLETPROTECTION DEVIDES WILL BE INSTALLED IN ALL CATCH BASINS ON THE SITE AND ANY OFF SITE THAT WILL RECEIVE STORMWATER RUNOFF FROM THIS SITE. AS THE PROJECT PROGRESSES ADDITIONAL BMP'S SUCH AS EROSIONCONTROL BLANKET MAY BE UTILITZED.2. ATTACH TO THIS SWPPP A TABLE WITH THE ANTICIPATED QUANTITIES FOR THE LIFE OF THE PROJECT FOR ALL EROSION PREVENTION AND SEDIMENT CONTROL BMP'S (5.7). SEE PAGE SW1.33. ATTACH TO THIS SWPPP A SITE MAP THAT INCLUDES THE FOLLOWING FEATURES (5.9):EXIST AND FINAL GRADES, INCLUDING DIVIDING LINES AND DIRECTION OF FLOW FOR ALL PRE AND POST-CONSTRUCTION STORMRWATER RUNOFF DRAINAGE AREAS LOCATED WITHIN THE PROJECT LIMITS.LOCATIONS OF IMPERVIOUS SURFACES AND SOIL TYPES.·EXISTING AND FINAL GRADES, INCLUDING DIVIDING LINES AND DIRECTION OF FLOW FOR ALL PRE AND POST-CONSTRUCTION STORMWATER RUNOFF DRAINAGE AREAS LOCATED WITHIN PROJECT LIMITS.·LOCATIONS OF AREAS NOT TO BE DISTURBED.·LOCATION OF AREAS OF PHASED CONSTRUCTION.·ALL SURFACE WATERS AND EXISTING WETLANDS WITHIN ONE MILE FROM THE PROJECT BOUNDARIES THAT WILL RECEIVE STORMWATER RUNOFF FROM THE SITE (IDENTIFIABLE ON MAPS SUCH AS USGS 7.5 MINUTEQUADRANGLE MAPS OR EQUIVALENT. WHERE SURFACE WATERS RECEIVING RUNOFF ASSOCIATED WITH CONSTRUCTION ACTIVITY WILL NOT FIT ON THE PLAN SHEET, THEY MUST BE IDENTIFIED WITH AN ARROW, INDICATINGBOTH DIRECTION AND DISTANCE TO THE SURFACE WATER.·METHODS TO BE USED FOR FINAL STABILIZATION OF ALL EXPOSED SOIL AREA4. WERE STORMWATER MITIGATION MEASURES REQUIRED AS THE RESULT OF AN ENVIRONMENTAL, ARCHAEOLOGICAL, OR OTHER REQUIRED LOCAL, STATE OR FEDERAL REVIEW OF THE PROJECT? NOIF YES, DESCRIBE HOW THESE MEASURES WERE ADDRESSED IN THE SWPPP. (5.16)N/A5. IS THE PROJECT LOCATED IN A KARST AREA SUCH THAT ADDITIONAL MEASURES WOULD BE NECESSARY TO PROJECT DRINKING WATER SUPPLY MANAGEMENT AREAS AS DESCRIBED IN MINN. R. CHAPTERS 7050 AND 7060? NOIF YES, DESCRIBE THE ADDITIONAL MEASURES TO BE USED. (SECTION 23)N/A6. DOES THE SITE DISCHARGE TO A CALCEREOUS FEN LISTED IN MINN. R. 7050.0180, SUBP. 6.B? NOIF YES, A LETTER OF APPROVAL FROM THE MINNESOTA DEPARTMENT OF NATURAL RESOURCES MUST BE OBTAINED PRIOR TO APPLICATION FOR THIS PERMIT.7. DOES THE SITE DISCHARGE TO A WATER THAT IS LISTED AS IMPARED FOR THE FOLLOWING POLLUTANT(S) OR STRESSOR(S): PHOSPHORUS, TURBIDITY, DISSOLVED OXYGEN OR BIOTIC IMPAIRMENT? USE THE SPECIAL ANDIMPAIRED WATERS SEARCH TOOL AT: WWW.PCA.STATE.MN.US/WATER/STORMWATER/STORMWATER-C.HTMLYESIF NO, SKIP TO TRAININGDOES THE IMPAIRED WATER HAVE AN APPROVED TOTAL MAXIMUM DAILY LOADS (TMDL) WITH AN APPROVED WASTE LOAD ALLOCATION FOR CONSTRUCTION ACTIVITY? YESIF YES:A. LIST THE RECEIVING WATER, THE AREAS OF THE SITE DISCHARGING TO IT, AND THE POLLUTANT(S) IDENTIFIED IN THE TMDL.B. LIST THE BMP'S AND ANY OTHER SPECIFIC CONSTRUCTION STORMWATER RELATED IMPLEMENTATION ACTIVITIES IDENTIFIED IN THE TMDL.IF THE SITE HAS A DISCHARGE POINT WITHIN ONE MILE OF THE IMPAIRED WATER AND THE WATER FLOWS TO THE IMPAIRED WATER BUT NO SPECIFIC BMPS FOR CONSTRUCTION ARE IDENTIFIED IN THE TMDL, THE ADDITIONALBMPS IN SECTION 23 MUST BE ADDED TO THE SWPPP AND IMPLEMENTED (15.19). THE ADDITIONAL BMPS ONLY APPLY TO THOSE PORTIONS OF THE PROJECT THAT DRAIN TO ONE OF THE IDENTIFIED DISCHARGE POINTS.N/A8. IDENTIFY ADJACENT PUBLIC WATERS WHERE THE MINNESOTA DEPARTMENT OF NATURAL RESOURCES (DNR) HAS DECLARED “WORK IN WATER RESTRICTIONS” DURING FISH SPAWNING TIMEFRAMESN/ASELECTION OF A PERMANENT STORMWATER MANAGEMENT SYSTEM (SECTION 15)1. WILL THE PROJECT CREATE A NEW CUMULATIVE IMPERVIOUS SURFACE GREATER THAN OR EQUAL TO ONE ACRE? YESIF YES, A WATER QUALITY VOLUME OF ONE INCH OF RUNOFF FROM THE CUMULATIVE NEW IMPERVIOUS SURFACES MUST BE RETAINED ON SITE (SEE 16.7 OF THE PERMIT) THROUGH INFILTRATION UNLESS PROHIBITED DUE TOONE OF THE REASONS IN ITEMS 16.4 THROUGH 16.21. IF INFILTRATION IS PROHIBITED IDENTIFY OTHER METHOD OF OTHER VOLUME REDUCTION (E.G., FILTRATION SYSTEM, WET SEDIMENTATION BASIN, REGIONAL PONDING OREQUIVALENT METHOD2. DESCRIBE WHICH METHOD WILL BE USED TO TREAT RUNOFF FROM THE NEW IMPERVIOUS SURFACES CREATED BY THE PROJECT:INCLUDE ALL CALCULATIONS AND DESIGN INFORMATION FOR THE METHOD SELECTED. SEE SECTION 23 OF THE PERMIT FOR SPECIFIC REQUIREMENTS ASSOCIATED WITH EACH METHOD.FILTRATION BASINSCALCULATIONS ARE WITHIN THE SITE STORM WATER MANAGEMENT REPORT AND PART OF THIS SWPPP AS ATTACHMENT D.3. IF IT IS NOT FEASIBLE TO MEET THE TREATMENT REQUIREMENT FOR THE WATER QUALITY VOLUME, DESCRIBE WHY. THIS CAN INCLUDE PROXIMITY TO BEDROCK OR ROAD PROJECTS WHERE THE LACK OF RIGHT OF WAYPRECLUDES THE INSTALLATION OF ANY PERMANENT STORMWATER MANAGEMENT PRACTICES. DESCRIBE WHAT OTHER TREATMENT, SUCH AS GRASSES SWALES, SMALLER PONDS, OR GRIT CHAMBERS, WILL BE IMPLEMENTEDTO TREAT RUNOFF PRIOR TO DISCHARGE TO SURFACE WATERS. (15.8)IT IS FEASIBLE TO MEET REQUIREMENT FOR WATER QUALITY VOLUME.4. FOR PROJECTS THAT DISCHARGE TO TROUT STREAMS, INCLUDING TRIBUTARIES TO TROUT STREAMS, IDENTIFY METHOD OF INCORPORATING TEMPERATURE CONTROLS INTO THE PERMANENT STORMWATER MANAGEMENTSYSTEM.N/AEROSION PREVENTION PRACTICES (SECTION 8.1)DESCRIBE THE TYPES OF TEMPORARY EROSION PREVENTION BMP'S EXPECTED TO BE IMPLEMENTED ON THIS SITE DURING CONSTRUCITON:1. DESCRIBE CONSTRUCTION PHASING, VEGETATIVE BUFFER STRIPS, HORIZONTAL SLOPE GRADING, AND OTHER CONSTRUCTION PRACTICES TO MINIMIZE EROSION. DELINEATE AREAS NOT TO BEDISTURBED (E.G., WITH FLAGS, STAKES, SIGNS, SILT FENCE, ETC.) BEFORE WORK BEGINS.SILT FENCE WILL BE INSTALLED AT ATHE DOWNHILL LOCATIONS OF THE SITE.2. DESCRIBE METHODS OF TEMPORARILY STABILIZING SOILS AND SOIL STOCKPILES (E.G., MULCHES, HYDRAULIC TACKIFIERS, EROSION BLANKETS, ETC.):TEMPORARY EROSION PROTECTION WILL BE SEED AND MULCH AND EROSION BLANKETS WHERE REQUIRED, WITH PERMANENT COVER BEING EITHER SOD OR LANDSCAPE FEATURES.3. DESCRIBE METHODS OF DISSIPATING VELOCITY ALONG STORMWATER CONVEYANCE CHANNELS AND AT CHANNEL OUTLETS (E.G., CHECK DAMS, SEDIMENT TRAPS, RIP RAP, ETC.):SOD WILL BE UTILIZED ALONG CHANNELS AND RIP RAP AT CHANNEL.4. DESCRIBE METHODS TO BE USED FOR STABILIZATION OF DITCH AND SWALE WETTED PERIMETERS (NOTE THAT MULCH, HYDRAULIC SOIL TACKIFIERS, HYDROMULCHES, ETC. ARE NOT ACCEPTABLESOIL STABILIZATION METHODS FOR ANY PART OF A DRAINAGE DITCH OR SWALE)FINAL STABILIZATION OF SWALES WILL BE SOD5. DESCRIBE METHODS TO BE USED FOR ENERGY DISSIPATION AT PIPE OUTLETS (E.G., RIP RAP, SPLASH PADS, GABIONS, ETC.)RIP RAP WILL BE UTILIZED AT PIPE OUTLETS6. DESCRIBE METHODS TO BE USED TO PROMOTE INFILTRATION AND SEDIMENT REMOVAL ON THE SITE PRIOR TO OFFSITE DISCHARGE, UNLESS INFEASIBLE (E.G., DIRECT STORMWATER FLOW TOVEGETATED AREAS):DISCONNECTED IMPERVIOUS AREA AND INFILTRATION AREAS WILL BE UTILIZED7. FOR DRAINAGE OR DIVERSION DITCHES, DESCRIBE PRACTICES TO STABILIZE THE NORMAL WETTED PERIMETER WITHIN 200 LINEAL FEET OF THE PROPERTY EDGE OR POINT OF DISCHARGE TOSURFACE WATER. THE LAST 200 LINEAL FEET MUST BE STABILIZED WITHIN 24 HOURS AFTER CONNECTING TO SURFACE WATERS AND CONSTRUCTION IN THAT PORTION OF THE DITCH HASTEMPORARILY OR PERMANENTLY CEASED FOR ALL DISCHARGES TO SPECIAL, IMPAIRED OR “WORK IN WATER RESTRICTIONS”. ALL OTHER REMAINING PORTIONS OF THE TEMPORARY OR PERMANENTDITCHES OR SWALES WITHIN 14 CALENDAR DAYS AFTER CONNECTING TO A SURFACE WATER, PROPERTY EDGE AND CONSTRUCTION IN THAT AREA HAS TEMPORARILY OR PERMANENTLY CEASED.N/A, NO DITCHES ON SITE8. DESCRIBE ADDITIONAL EROSION PREVENTION MEASURES THAT WILL BE IMPLEMENTED AT THE SITE DURING CONSTRUCTION (E.G., CONSTRUCTION PHASING, MINIMIZING SOIL DISTURBANCE,VEGETATIVE BUFFERS, HORIZONTAL SLOPE GRADING, SLOPE DRAINING/TERRACING, ETC.):OTHER EROSION CONTROL PRACTICES INCLUDE BUT ARE NOT LIMITED TO; MINIMIZING SITE EXPOSURE WHEN POSSIBLE.9. IF APPLICABLE, INCLUDE ADDITIONAL REQUIREMENTS IN APPENDIX A PART C.3 REGARDING MAINTAINING A 100-FOOT BUFFER ZONE OR INSTALLING REDUNDANT BMPS FOR PORTIONS OF THE SITETHAT DRAIN TO SPECIAL WATERS).N/A10. IF APPLICABLE, DESCRIBE ADDITIONAL EROSION PREVENTION BMPS TO BE IMPLEMENTED AT THE SITE TO PROTECT PLANNED FILTRATION AREASMINIMIZE SITE EXPOSURE IN AREAS ADJACENT TO FILTRATION AREAS.SEDIMENT CONTROL PRACTICIES (SECTION 9.1)DESCRIBE THE METHODS OF SEDIMENT CONTROL BMPS TO BE IMPLEMENTED AT THIS SITE DURING CONSTRUCTION TO MINIMIZE SEDIMENT IMPACTS TO SURFACE WATERS, INCLUDING CURB ANDGUTTER SYSTEMS1. DESCRIBE METHODS TO BE USED FOR DOWN GRADIENT PERIMETER CONTROL:SILT FENCE WILL BE INSTALLED AROUND THE ENTIRE PERIMETER OF THE SITE2. DESCRIBE METHODS TO BE USED TO CONTAIN SOIL STOCKPILES:SEED AND MULCH AS WELL AS EROSION CONTROL BLANKETS WILL BE UTILIZED AS NECESSARY3. DESCRIBE METHODS TO BE USED FOR STORM DRAIN INLET PROTECTION:SEE INLET PROTECTION DETAILS4. DESCRIBE METHODS TO MINIMIZE VEHICLE TRACKING AT CONSTRUCTION EXITS AND STREET SWEEPING ACTIVITIES:THE PROJECT WILL UTILIZE A ROCK CONSTRUCTION ENTRANCE.5. DESCRIBE METHODS, IF APPLICABLE, ADDITIONAL SEDIMENT CONTROLS (E.G., DIVERSION BERMS) TO BE INSTALLED TO KEEP RUNOFF AWAY FROM PLANNED INFILTRATION AREAS WHENEXCAVATED PRIOR TO FINAL STABILIZATION OF THE CONTRIBUTING DRAINAGE AREA:SILT FENCE TO BE INSTALLED IMMEDIATELY AFTER GRADING TO PROTECT INFILTRATION AREAS.6. DESCRIBE METHODS TO BE USED TO MINIMIZE SOIL COMPACTION AND PRESERVE TOP SOIL (UNLESS INFEASIBLE) AT THIS SITE:LIGHT TRACKED EQUIPMENT WILL BE USED, TOPSOIL WILL BE STRIPPED AND STOCKPILED7. DESCRIBE PLANS TO PRESERVE A 50-FOOT NATURAL BUFFER BETWEEN THE PROJECT'S SOIL DISTURBANCE AND A SURFACE WATER OR PLANS FOR REDUNDANT SEDIMENT CONTROLS IF A BUFFERIS INFEASIBLE:DOUBLE ROW OF SILT FENCE WILL BE INSTALLED ALONG WETLAND.8. DESCRIBE PLANS FOR USE OF SEDIMENTATION TREATMENT CHEMICALS (E.G., POLYMERS, FLOCCULANTS, ETC.) SEE PART 9.18 OF THE PERMIT:N/A9. IS THE PROJECT REQUIRED TO INSTALL A TEMPORARY SEDIMENT BASIN DUE TO 10 OR MORE ACRES DRAINING TO A COMMON LOCATION OR 5 ACRES OR MORE IF THE SITE IS WITHIN 1 MILE OF ASPECIAL OR IMPAIRED WATER?YESIF YES, DESCRIBE (OR ATTACH PLANS ) SHOWING HOW THE BASIN WILL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH SECTION 14.PROPOSED BIOFILTRATION BASINS WILL SERVE AS TEMPORARY SEDIMENTS BASINS THAT WILL THEN BE CONVERTED TO PERMANENT FILTRATIONS BASINS.DEWATERING AND BASIN DRAINING (SECTION 10.1)1. WILL THE PROJECT INCLUDE DEWATERING OR BASIN DRAINING? NOIF YES, DESCRIBE MEASURES TO BE USED TO TREAT/DISPOSE OF TURBID OR SEDIMENT-LADEN WATER AND METHOD TO PREVENT EROSION OR SCOUR OF DISCHARGE POINTS (SEE 10.2 THROUGH10.4 OF THE PERMIT):N/A 2. WILL THE PROJECT INCLUDE USE OF FILTERS FOR BACKWASH WATER? NOIF YES, DESCRIBE HOW FILTER BACKWASH WATER WILL BE MANAGED ON THE SITE OR PROPERLY DISPOSED (10.5):N/AADDITIONAL BMP'S FOR SPECIAL WATERS AND DISCHARGES TO WETLANDS (SECTION 23.1)1. SPECIAL WATERS. DOES YOUR PROJECT DISCHARGE TO SPECIAL WATERS? NO2. IF PROXIMITY TO BEDROCK OR ROAD PROJECTS WHERE THE LACK OF RIGHT OF WAY PRECLUDES THE INSTALLATION OF ANY OF THE PERMANENT STORMWATER MANAGEMENT PRACTICES,THEN OTHER TREATMENT SUCH AS GRASSED SWALES, SMALLER PONDS, OR GRIT CHAMBERS IS REQUIRED PRIOR TO DISCHARGE TO SURFACE WATERS. DESCRIBE WHAT OTHER TREATMENTWILL BE PROVIDED.N/A3. DESCRIBE EROSION AND SEDIMENT CONTROLS FOR EXPOSED SOIL AREAS WITH A CONTINUOUS POSITIVE SLOPE TO A SPECIAL WATERS, AND TEMPORARY SEDIMENT BASINS FOR AREAS THATDRAIN FIVE OR MORE ACRES DISTURBED AT ONE TIME.N/A4. DESCRIBE THE UNDISTURBED BUFFER ZONE TO BE USED (NOT LESS THAN 100 LINEAR FEET FROM THE SPECIAL WATER).A BUFFER ZONE AVERAGE OF 40 FEET WILL BE UTILIZED FOR THE WETLANDS, DUE TO SITE CONSTRAINTS.5. DESCRIBE HOW THE PERMANENT STORMWATER MANAGEMENT SYSTEM WILL ENSURE THAT THE PRE AND POST PROJECT RUNOFF RATE AND VOLUME FROM THE 1, AND 2-YEAR 24-HOURPRECIPITATION EVENTS REMAINS THE SAME.BIOFILTRATION BASINS WILL UTILIZED THROUGHOUT THE SITE TO ENSURE RATE CONTROL TO THE EXISTING WETLANDS.6. DESCRIBE HOW THE PERMANENT STORMWATER MANAGEMENT SYSTEM WILL MINIMIZE ANY INCREASE IN THE TEMPERATURE OF TROUT STREAM RECEIVING WATERS RESULTING IN THE 1, AND2-YEAR 24-HOUR PRECIPITATION EVENTS.N/A7. WETLANDS. DOES YOUR PROJECT DISCHARGE STORMWATER WITH THE POTENTIAL FOR SIGNIFICANT ADVERSE IMPACTS TO A WETLAND (E.G., CONVERSION OF A NATURAL WETLAND TO ASTORMWATER POND)? NOIF YES, DESCRIBE THE WETLAND MITIGATION SEQUENCE THAT WILL BE FOLLOWED IN ACCORDANCE WITH SECTION 22 OF THE PERMT.N/AINSPECTIONS AND MAINTENANCE (SECTION 11.1)DESCRIBE PROCEDURES TO ROUTINELY INSPECT THE CONSTRUCTION SITE:·ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND·WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN 24 HOURS, AND WITHIN (7) DAYS AFTER THATINSPECTIONS MUST INCLUDE STABILIZED AREAS, EROSION PREVENTION,AND SEDIMENT CONTROL BMP'S AND INFILTRATION AREAS.INSPECTOR WILL FOLLOW REQUIREMENTS SPECIFIED ABOVE AND FILL OUT "ATTACHMENT B - CONSTRUCTION STORMWATER INSPECTION CHECKLIST"1. DESCRIBE PRACTICES FOR STORAGE OF BUILDING PRODUCTS WITH A POTENTIAL TO LEACH POLLUTANTS TO MINIMIZE EXPOSURE TO STORMWATER:ALL BUILDING PRODUCTS WILL BE SEALED AND STORED IN A MANNER TO MINIMIZE EXPOSURE2. DESCRIBE PRACTICES FOR STORAGE OF PESTICIDES, HERBICIDES, INSECTICIDES, FERTILIZERS, TREATMENT CHEMICAL, AND LANDSCAPE MATERIALS:ALL LANDSCAPE TREATMENT CHEMICALS WILL BE SEALED AND STORED IN A MANNER TO MINIMIZED EXPOSURE3. DESCRIBE PRACTICES FOR STORAGE AND DISPOSAL OF HAZARDOUS MATERIALS OR TOXIC WASTE (E.G., OIL, FUEL, HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM-BASED PRODUCTS,WOOD PRESERVATIVE, ADDITIVES, CURING COMPOUNDS, AND ACIDS) ACCORDING TO MINN. R. CH. 7045, INCLUDING RESTRICTED ACCESS AND SECONDARY CONTAINMENT:ALL HAZARDOUS WASTE WILL BE APPROPRIATELY DISPOSED OF OFF SITE ACCORDING TO LOCAL AND STATE LAWS.4. DESCRIBE COLLECTION, STORAGE AND DISPOSAL OF SOLID WASTE IN COMPLIANCE WITH MINN. R. CH. 7035:ALL CONSTRUCTION DEBRIS AND SOLID WASTER WILL BE APPROPRIATELY DISPOSED OF OFF SITE ACCORDING TO LOCAL AND STATE LAWS5. DESCRIBE MANAGEMENT OF PORTABLE TOILETS TO PREVENT TIPPING AND DISPOSAL OF SANITARY WASTES IN ACCORDANCE WITH MINN. R. CH. 7040:SANITARY AND SEPTIC SERVICES WILL BE PROVIDED TO WORKERS WITH PORTABLE FACILITIES MAINTAINED AS NEEDED BY THE PROVIDER.6. DESCRIBE SPILL PREVENTION AND RESPONSE FOR FUELING AND EQUIPMENT OR VEHICLE MAINTENANCE:EMPLOYEES WILL BE TRAINED IN TECHNIQUES DESIGNED TO MINIMIZE SPILLS. VEHICLES AND EQUIPMENT SHALL BE CHECKED FOR LEAKS.7. DESCRIBE CONTAINMENT AND DISPOSAL OF VEHICLE AND EQUIPMENT WASH WATER AND PROHIBITING ENGINE DEGREASING ON THE SITE:ALL CONSTRUCTION VEHICLES SHALL BE WASHED OFF SITE8. DESCRIBE STORAGE AND DISPOSAL OF CONCRETE AND OTHER WASHOUT WASTES SO THAT WASTES DO NOT CONTACT THE GROUND:ALL CONCRETE WASHOUT SHALL OCCUR OFF SITE.FINAL STABILIZATION (25.22)1. DESCRIBE METHOD OF FINAL STABILIZATION (PERMANENT COVER) OF ALL DISTURBED AREAS:FINAL STABILIZATION WILL BE ACCOMPLISHED WITH PAVEMENT, SOD AND LANDSCAPE MATERIALS.2. DESCRIBE METHODS USED TO CLEAN ALL STORMWATER TREATMENT SYSTEMS AND STORMWATER CONVEYANCE SYSTEMS OF ACCUMULATED SEDIMENT (25.22):CLEANING OF STORMWATER TREATMENT SYSTEMS SHALL BE DONE BY HAND SUCH AS THE USE OF A SHOVEL.3. DESCRIBE METHODS FOR REMOVING ALL TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROL BMP'S:REMOVAL OF TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROL BMP'S CAN BE DONE BY HAND AND PROPERLY DISPOSED OF.LAKELAKELAKELAKEANNYYNNNYYY10-0012-0043 Civil Engineering Surveying Landscape Architecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060GAYLE MORIN SUBDIVSION 1441 LAKE LUCY RD, CHANHASSEN, MN 55317 1441 LAKE LUCY RD, CHANHASSEN., MN 55317 GAYLE MORIN PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:214292022.01.28PRELIMINARY PLAT SUBMITTAL2022.02.17WATERSHED/CITY SUBMITTAL2022.03.222022.03.29CITY RESUBMITTAL2022.04.29WATERSHED RESUBMITTAL2022.05.182022.01.11CITY REVIEW & COMMENTDRAWN BY:REVIEWED BY:MSMP..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.05.13.2022WATERSHED SUBMITTALWATERSHED RESUBMITTALREVISION SUMMARYDATEDESCRIPTIONSW1.5SWPPP - ATTACHMENTS............ATTACHMENT B: SWPPP INSPECTION FORMATTACHMENT C: MAINTENANCE PLAN FOR PERMANENT STORM WATER TREATMENT SYSTEMNOTE: THIS INSPECTION REPORT DOES NOT ADDRESS ALL ASPECTS OF THE NATIONAL APOLLUTANT DISCHARGE ELIMINATION SYSTEM/STATE DISPOSAL SYSTEM (NPDES/SDS)CONSTRUCTION STORMWATER PERMIT (PERMIT) ISSUED ON AUGUST 1, 2018. THE COMPLETION OF THIS CHECKLIST DOES NOT GUARANTEE THAT ALL PERMIT REQUIREMENTSARE IN COMPLIANCE; IT IS THE RESPONSIBILITY OF THE PERMITTEE(S) TO READ AND UNDERSTAND THE PERMIT REQUIREMENTS.FACILITY INFORMATIONSITE NAME: SITE ADDRESS: PERMIT NUMBER:CITY: STATE: ZIP CODE:INSPECTION INFORMATIONINSPECTOR NAME: _______________________ PHONE NUMBER: _________________________ORGANIZATION/COMPANY MAN: _____________________________________________________DATE (MM/DD/YYYY): _____________________TIME: ____________ AM / PMIS THE INSPECTOR CERTIFIED IN SEDIMENT AND EROSION CONTROL AND IS IT DOCUMENTED IN THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP)?IS THIS INSPECTION ROUTINE OR IN RESPONSE TO A STORM EVENT:RAINFALL AMOUNT (IF APPLICABLE): ____________IS SITE WITHIN ONE AERIAL MILE OF SPECIAL OR IMPAIRED WATER THAT CAN POTENTIALLY RECEIVE DISCHARGE FROM THE SITE?IF YES, FOLLOW SECTION 23 AND OTHER APPLICABLE PERMIT REQUIREMENTSNOTE: IF N/A IS SELECTED AT ANY TIME, SPECIFY WHY IN THE COMMENT AREA FOR THAT SECTION.EROSION CONTROL REQUIREMENT (SECTION 8.1)1.ARE SOILS STABILIZED WHERE NO CONSTRUCTION ACTIVITY HAS OCCURRED FOR 14 DAYS (INCLUDING STOCKPILES)?(7 DAYS WHERE APPLICABLE, OR 24 HOURS DURING MINNESOTA DEPARTMENT OF NATURAL RESOURCES [DNR] FISHSPAWNING RESTRICTIONS)2.HAS THE NEED TO DISTURB STEEP SLOPES BEEN MINIMIZED?3.IF STEEP SLOPES ARE DISTURBED, ARE STABILIZATION PRACTICES DESIGNED FOR STEEP SLOPES USED?4.ALL DITCHES/SWALES STABILIZED 200' BACK FROM POINT OF DISCHARGE OR PROPERTY EDGE WITHIN 24 HOURS? (MULCH,HYDROMULCH, TACKIFIER, OR SIMILAR BEST MANAGEMENT PRACTICES [BMPS] ARE NOT ACCEPTABLE IN DITCHES/SWALESIF THE SLOPE IS GREATER THAN 2%)ARE APPROPRIATE BMP'S INSTALLED PROTECTING INLETS/OUTLETS?5.DO PIPE OUTLETS HAVE ENERGY DISSIPATION (WITHIN 24 HOURS OF CONNECTION)?6.IS CONSTRUCTION PHASING BEING FOLLOWED IN ACCORDANCE WITH THE SWPPP?7.ARE AREAS NOT TO BE DISTURBED MARKED OFF (FLAGS, SIGNS, ETC.)?COMMENTS:SEDIMENT CONTROL REQUIREMENTS (SECTION 9.1)1.ARE PERIMETER SEDIMENT CONTROLS INSTALLED PROPERLY ON ALL DOWN GRADIENT PERIMETERS?2.ARE APPROPRIATE BMPS INSTALLED PROTECTING INLETS, CATCH BASINS, AND CULVERT INLETS?3.IS A 50 FOOT NATURAL BUFFER PRESERVED AROUND ALL SURFACE WATERS DURING CONSTRUCTION?3.1.IF NO, HAVE REDUNDANT SEDIMENT CONTROLS BEEN INSTALLED?4.DO ALL ERODIBLE STOCKPILES HAVE PERIMETER CONTROL IN PLACE?5.IS THERE A TEMPORARY SEDIMENT BASIN ON SITE, AND IS IT BUILT AS REQUIRED IN SECTION 14 OF THE PERMIT?6.IS SOIL COMPACTION BEING MINIMIZED WHERE NOT DESIGNED FOR COMPACTION?7.IS TOPSOIL BEING PRESERVED UNLESS INFEASIBLE?8.IF CHEMICAL FLOCCULANTS ARE USED, IS THERE A CHEMICAL FLOCCULANT PLAN IN PLACE?COMMENTS:DISCLOSURES:·AFTER DISCOVERY, THE PERMIT REQUIRES MANY OF THE DEFICIENCIES THAT MAY BE FOUND ON SITE BE CORRECTED WITHIN A SPECIFIED PERIOD OF TIME. SEE PERMIT FOR MORE DETAILS.·THE PERMITTEE(S) IS/ARE RESPONSIBLE FOR THE INSPECTION AND MAINTENANCE OF TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT BMPS AS WELL AS EROSION PREVENTION AND SEDIMENT CONTROL BMPS UNTILANOTHER PERMITTEE HAS OBTAINED COVERAGE UNDER THIS PERMIT ACCORDING TO SECTION 3, OR THE PROJECT HAS MET THE TERMINATION CONDITIONS OF THE PERMIT AND A NOTICE OF TERMINATION HAS BEEN SUBMITTED TO THEMINNESOTA POLLUTION CONTROL AGENCY.Y N N/AY N N/A7 DAY RAINY NMAINTENANCE AND INSPECTIONS (SECTION 11)1.ARE ALL PREVIOUSLY STABILIZED AREAS MAINTAINING GROUND COVER?2.ARE PERIMETER CONTROLS MAINTAINED AND FUNCTIONING PROPERLY, SEDIMENT REMOVED WHEN ONE-HALF FULL?3.ARE INLET PROTECTION DEVICES MAINTAINED AND ADEQUATELY PROTECTING INLETS?4.ARE THE TEMPORARY SEDIMENT BASINS BEING MAINTAINED AND FUNCTIONING PROPERLY?5.ARE VEHICLE TRACKING BMPS AT SITE EXISTS IN PLACE AND MAINTAINED AND FUNCTIONING PROPERLY?6.IS ALL TRACKED SEDIMENT BEING REMOVED WITHIN 24 HOURS?7.HAVE ALL SURFACE WATERS, DITCHES, CONVEYANCES, AND DISCHARGE POINTS BEEN INSPECTED?8.WERE ANY DISCHARGES SEEN DURING THIS INSPECTION (I.E., SEDIMENT, TURBID WATER, OR OTHERWISE)?IF YES, RECORD THE LOCATION OF ALL POINTS OF DISCHARGE. PHOTOGRAPH AND DESCRIBE THE DISCHARGE (SIZE, COLOR, ODOR, FOAM, OIL SHEEN, TIME, ETC.).DESCRIBE HOW THE DISCHARGE WILL BE ADDRESSED. WAS THE DISCHARGE A SEDIMENT DELTA? IF YES, WILL THE DELTA BE RECOVERED WITHIN SEVEN DAYS ANDIN ACCORDANCE WITH ITEM 11.5 OF THE PERMIT?COMMENTS:Y N N/APOLLUTION PREVENTION (SECTION 12)1.ARE ALL CONSTRUCTION MATERIALS THAT CAN LEACH POLLUTANTS UNDER COVER OR PROTECTED?2.ARE HAZARDOUS MATERIALS BEING PROPERLY STORED?3.ARE APPROPRIATE BMPS BEING USED TO PREVENT DISCHARGES ASSOCIATED WITH FUELING AND MAINTENANCE OFEQUIPMENT OR VEHICLES?4.ARE ALL SOLID WASTES BEING PROPERLY CONTAINED AND DISPOSED OF?5.IS THERE A CONCRETE/OTHER MATERIAL WASHOUT AREA ON SITE AND IS IT BEING USED?6.IS THE CONCRETE WASHOUT AREA MARKED WITH A SIGN?7.ARE THE CONCRETE/OTHER MATERIAL WASHOUT AREAS PROPERLY MAINTAINED?COMMENTS:Y N N/AOTHER1.IS A COPY OF THE SWPPP, INSPECTION RECORDS, AND TRAINING DOCUMENTATION LOCATED ON THE CONSTRUCTIONSITE, OR CAN IT BE MADE AVAILABLE WITHIN 72 HOURS?2.HAS THE SWPPP BEEN FOLLOWED AND IMPLEMENTED ON SITE, AND AMENDED AS NEEDED?3.IS ANY DEWATERING OCCURRING ON SITE?IF YES, WHAT BMPS ARE BEING USED TO ENSURE THAT CLEAN WATER IS LEAVING THE SITE AND THE DISCHARGE IS NOTCAUSING EROSION OR SCOUR?4.WILL A PERMANENT STORMWATER MANAGEMENT SYSTEM BE CREATED FOR THIS PROJECT IF REQUIRED AND INACCORDANCE WITH SECTION 15 OF THE PERMIT (IF ADDING AN ACRE OR MORE OF NEW IMPERVIOUS SURFACE)?IF YES, DESCRIBE:5.IF INFILTRATION/FILTRATION SYSTEMS ARE BEING CONSTRUCTED, ARE THEY MARKED AND PROTECTED FROMCOMPACTION AND SEDIMENTATION?6.DESCRIPTION OF AREAS OF NON-COMPLIANCE NOTED DURING THE INSPECTION, REQUIRED CORRECTIVE ACTIONS, AND RECOMMENDED DATE OF COMPLETION OFCORRECTIVE ACTIONS:7.PROPOSED AMENDMENTS TO THE SWPPP:8.POTENTIOAL AREAS OF CUTURE CONCERN:9.ADDITIONAL COMMENTSY N44 45 46 47 48 49 50 51 52 February 21, 2022 HGTS Project Number: 21-1312 Ms. Gayle Morin 1441 Lake Lucy Road Chanhassen, MN Re: Geotechnical Exploration Report, Proposed Single-Family Homes, 1441 Lake Lucy Road, Chanhassen, Minnesota. Dear Ms. Morin: We have completed the geotechnical exploration report for the proposed homes at 1441 Lake Lucy Road in Chanhassen, Minnesota. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Four (4) soil borings were completed for this project that encountered about 1 foot of topsoil underlain by sandy lean clay and clayey sand glacial till deposits that extended to the termination depths of the borings. Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. The vegetation and topsoil are not suitable for foundation support and will need to be removed and replaced as needed with suitable compacted engineered fill. It is our opinion that the underlying native glacial till soils are suitable for foundation support. With the building pad prepared as recommended it is our opinion that the foundations for the proposed building can be designed for a net allowable soil bearing capacity up to 2,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information, please contact Paul Gionfriddo at 612-729-2959. Sincerely, Haugo GeoTechnical Services Jesse Miller, E.I.T. Paul Gionfriddo, P.E. Staff Engineer Senior Engineer 53 GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Single-Family Homes 1441 Lake Lucy Road Chanhassen, Minnesota PREPARED FOR: Ms. Gayle Morin 1441 Lake Lucy Road Chanhassen, MN PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 21-1312 February 21, 2022 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Senior Engineer License Number: 23093 54 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Testing 4 3.4 OSHA Soil Classification 4 4.0 DISCUSSION AND RECOMMENDATIONS 4 4.1 Proposed Construction 4 4.2 Discussion 5 4.3 Site Grading Recommendations 5 4.4 Dewatering 6 4.5 Groundwater Separation Distances 7 4.6 Interior Slabs 7 4.7 Below Grade Walls 7 4.8 Exterior Slabs 8 4.9 Site Grading and Drainage 9 4.10 Utilities 9 4.11 Ponds 9 5.0 CONSTRUCTION CONSIDERATIONS 10 5.1 Excavation 10 5.2 Observations 10 5.3 Backfill and Fills 10 5.4 Testing 10 5.5 Winter Construction 10 6.0 PROCEDURES 11 6.1 Soil Classification 11 6.2 Groundwater Observations 11 7.0 GENERAL 11 7.1 Subsurface Variations 11 7.2 Review of Design 11 7.3 Groundwater Fluctuations 11 7.4 Use of Report 12 7.5 Level of Care 12 APPENDIX Boring Location Sketch Soil Boring Logs, SB-1 thru SB-4 Descriptive Terminology 55 1 1.0 INTRODUCTION 1.1 Project Description Ms. Gayle Morin in conjunction with her civil engineering consultants, Civil Site Group, is preparing to split the property at 1441 Lake Lucy Road in Chanhassen, Minnesota and potentially construct 2 new homes on the newly spit parcels. Haugo GeoTechnical Services (HGTS) was retained to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed homes. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design and construction of the proposed residences. 1.3 Site Description The project site is a residential lot which carries the mailing address of 1441 Lake Lucy Road in Chanhassen, Minnesota. We understand the existing lot was or will be split into 3 lots and new homes will be built on 2 of the newly split lots. A home with an attached garage and bituminous driveway existed on the northern portion of the overall property. Areas surrounding the home were generally wooded. The remaining portions of the property contained wooded areas and ponds and wetlands. Site topography varied significantly and ranged from about elevation 1020 along Lake Lucy Road to about elevation 960 near Lake Lucy on the south end of the property. Ground surface elevations at the soil boring locations ranged from about 968 to 978 feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services proposal 21-1312 dated December 21, 2021. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks:  Completing two (4) standard penetration test (SPT) borings, extending each to nominal depths of 20 feet.  Sealing the boreholes in accordance with MDH requirements.  Visually/manually classifying samples recovered from the soil borings.  Obtaining ground surface elevations and GPS coordinates at the soil boring locations.  Performing laboratory tests on select soil samples.  Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements.  Preparing an engineering report describing soil and groundwater conditions, and providing recommendations for foundation support. 56 2 1.5 Documents Provided To aid in our evaluation, we were provided with an untitled, single-page plan sheet that we assume was prepared by Civil Site Group. The plan sheet showed a layout of the existing property, the proposed property boundaries, hand-drawn annotations showing the proposed soil boring locations, proposed home outlines, infiltration basin outlines, and utility details overlain onto and aerial photograph. The map did not include a signature or date. We were also provided with a document titled “Easement Agreement” from the Office of County Recorder – Carver County Minnesota, dated February 4, 1999. The document listed details including, but not limited to: Creation of Easement Rights, Construction Reconstruction, Maintenance and Repair, and Miscellaneous Provisions. The document was drafted by Bruce A. Boeder of Lambert & Boeder, P.L.L.P. Except for the documents described above specific architectural, structural or civil engineering plans were not provided. 1.6 Locations and Elevations The soil boring locations were selected by Civil Site Group. The approximate locations of the soil borings are shown on the plan sheet in the Appendix. The sketch is the plan sheet that was prepared and provided by Civil Site Group. We attempted to obtain the ground surface elevations and coordinates at the soil boring locations using GPS equipment but the GPS unit could not capture a signal which we assume was due to tree cover. We therefore estimated the ground surface elevations at the boring locations based on topographic information from the plan sheet provided. 2.0 FIELD PROCEDURES Four (4) standard penetration test borings were advanced on February 15, 2022 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140-pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. Field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil 57 3 boring logs identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the borings. 3.0 RESULTS 3.1 Soil Conditions It should be noted that soils were frozen to a depth of about 2 to 3 feet below the ground surface at the time of drilling . At the surface, the soil borings encountered about 1 foot of topsoil consisting of silty clayey sand, silty clay, and sandy lean clay that were black and dark brown in color and contained traces of roots. The topsoil was underlain by glacial till deposits that extended to the termination depths of the soil borings. The glacial till consisted of sandy lean clay and clayey sand that were brown and gray in color and contained varying amounts of gravel. A sand seam within clayey glacial till was noted at a depth of about 10 feet in soil boring SB-2. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs, within the sandy lean clay glacial till ranged from 6 to 22 bpf, indicating a medium to very stiff consistency. N-Values within the clayey sand glacial till was 6 bpf, indicating a loose relative density or medium consistency. 3.2 Groundwater Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. Groundwater appears to be below the depths explored by our borings. We do not anticipate that groundwater will be encountered during construction. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Given the cohesive nature of soils encountered, it is possible that insufficient time was available for groundwater to seep into the borings and rise to its hydrostatic level. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 58 4 3.3 Laboratory Testing Laboratory moisture content and P-200 content tests were performed on selected samples recovered from the soil borings. Moisture contents ranged from about 19 to 25 ½ percent. These values indicate the soils were likely above their assumed optimum soil moisture content. The P-200 content is a measure of the silt and clay sized particles (fines) in the soils which can affect soil infiltration rates. In general. the greater the P-200 content of a sample the less permeable the soils will be. Table 1 below summarizes the results of the laboratory tests. Results of the moisture content tests and P-200 tests are also shown on the boring logs adjacent to the sample tested. Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%) * P-200 Content (%) * SB-1 SS-6 5 21 - SB-2 SS-2 5 17 ½ 52 SB-3 SS-14 5 25 ½ 47 ½ SB-3 SS-15 10 20 ½ 55 ½ SB-4 SS-10 5 19 - *Moisture and P-200 content values rounded to the nearest ½ percent. 3.4 OSHA Soil Classification At the anticipated excavation depths, the soil borings encountered sandy lean clay and clayey sand, corresponding to the ASTM Classifications CL and SC, respectively. Soils identified as CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines while soils identified as SC will generally be Type C soils. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Specific architectural, structural or civil engineering or construction plans were not provided. For the purposes of this evaluation, we assume the new homes will have walkout or lookout style foundations with one or two stories above grade. We anticipate the main floors will bear slightly above existing grades with the basement floors bearing about 10 feet below the main floor level. The new homes are assumed to consist of cast-in-place concrete foundation walls supported on concrete spread footings with above grade construction consisting of wood framing, a pitched roof and asphalt shingles. Based on the assumed construction we estimate wall 59 5 loadings will range from about 2 to 3 kips (2,000 to 3,000 pounds) per lineal foot and column loads, if any will be less than 75 kips (75,000 pounds). If the proposed loads exceed these values, the proposed grades differ by more than 2 feet from the assumed values or if the design or location of the proposed building changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion The vegetation and topsoil are compressible and are not suitable for foundation support. These materials will need to be removed from below the building and oversize areas and replaced as needed with suitable compacted engineered fill. It is our opinion that the underlying native glacial soils are suitable for foundation support and based on the borings we do not anticipate that soil corrections in excess of stripping the topsoil will be required. Groundwater was not encountered in the borings while drilling and sampling or after removal of the auger from the boreholes. We generally do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. With the building pad prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). The following sections provide recommendations for foundation design and construction. 4.3 Site Grading Recommendations Excavation We recommend that all vegetation, topsoil and any soft or otherwise unsuitable soils, if encountered, be removed from below the proposed building and oversize areas. Table 2 below summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 2. Anticipated Excavation Depths Boring Number Estimated Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Approximate Groundwater Elevation (feet)* SB-1 Estimated 978 1 Estimated 977 NE SB-2 Estimated 972 Pond – Cut to Grade Cut to Grade NE SB-3 Estimated 970 Pond – Cut to Grade Cut to Grade NE SSB-4 Estimated 968 1 Estimated 967 NE * = Excavation and groundwater elevations were rounded to nearest ½ foot. NE = Not Encountered Oversizing In areas where the excavations extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. 60 6 Fill Material Fill required to attain site grades may consist of any debris-free, non-organic mineral soil. Except we recommend that fill or backfill placed in wet excavations or within 2 feet of the groundwater table, if encountered, consist of granular soil (sand) with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. The clayey glacial till soils, excavated during foundation construction appear to be generally suitable for reuse as structural fill or backfill. However, moisture contents ranged from about 19 to 25 ½ percent, indicating the soils were likely above their assumed optimum soil moisture contents based on the standard Proctor test. Soils that will be reused as fill or backfill could require some moisture conditioning (drying) to meet the recommend compaction levels. Summer months are typically more favorable for drying wet soils. Topsoil, organic soils or soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e., deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted clayey engineered fill or clayey glacial till deposits. With the building pad(s) prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively, across a 30-foot span. 4.4 Dewatering Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. We do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. 4.5 Groundwater Separation Distances We recommend that the lowest floor grades for the homes be constructed to meet City of Chanhassen (City) building code requirements with respect to groundwater separation distances. In the absence of township requirements, we recommend the lowest floor slab be 61 7 constructed to maintain at least a 4-foot separation between the lowest floor slab and the observed groundwater and at least a 2-foot separation between the lowest floor slab and 100- year flood levels of nearby ponds, wetlands or other surface water features. 4.6 Interior Slabs The anticipated floor subgrade will consist of compacted clayey engineered fill or clayey glacial till deposits. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per square inch per inch (pci) of deflection may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 4.7 Below Grade Walls We recommend general waterproofing of the below grade walls. We recommend either placing drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. The sand backfill should be placed within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. It is our opinion that the estimated soil parameters presented in Table 3, can be used for below grade wall design. These estimated soil parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. 62 8 Table 3. Estimated Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP or SP-SM) 120 32 55 35 390 Other Soils (CL, SC) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.8 Exterior Slabs Exterior slabs will likely be underlain by clayey soils which are considered moderately to highly frost susceptible. If these soils become saturated and freeze, frost heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs down to bottom of footing grades and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non-free draining granular soil, we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue, we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to twelve inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 63 9 4.9 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed house. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. 4.10 Utilities We anticipate that new water and sanitary sewer utilities could be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. At these depths we anticipate that the pipe will bear on compacted engineered fill or glacial till soils which in our opinion are generally suitable for pipe support. We recommend removing all vegetation, topsoil, and any soft or otherwise unsuitable soils, if any, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas we recommend a minimum compaction of 90 percent. Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. 4.11 Ponds Based on the plans/maps provided it appears the project will include constructing stormwater ponds on each of the new lots. Design elevations of the proposed pond was not provided. Borings SB-2 and SB-3 were completed near or within the proposed ponds and encountered sandy lean clay and clayey sand. It is our opinion that the infiltration rates presented in Table 5 can be used for stormwater pond/infiltration basin design. These values were obtained from tables included in the “Minnesota Storm Water Manual”. Table 5. Design Infiltration Rates In-situ soils Soil Description Hydrologic Soil Group Design Infiltration Rate (inches/hour) SC Clayey Sand D 0.06 CL Lean Clay/Sandy Lean Clay D 0.06 Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 64 10 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation At the anticipated excavation depths, the soil borings encountered sandy lean clay and clayey sand, corresponding to the ASTM Classifications CL and SC, respectively. Soils identified as CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines while soils identified as SC will generally be Type C soils. Temporary excavations in Type C soils should be constructed at a minimum of 1 ½ foot horizontal to every 1-foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed house foundations. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Frost should not be allowed to penetrate below footings and foundations. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 65 11 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure).” Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil boring(s). Variations can occur away from the boring, the nature of which may not become apparent until additional exploration work is completed, or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and test pits and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review, we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring log. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, 66 12 flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Ms. Gayle Morin and her design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. 67 APPENDIX 68 S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-1161.341081.20[12][13 ] Sewe r Easemen t pe rDoc. Nos . 244417 & 244418[13] Turnaround EasementPer Doc. No. 2444188" PVC8" PVCExisting HouseExisting HouseDeck12" RCP[13] Temporary Easementper Doc. No. 244418Upper Level Deckw/ Walkout Beneath32LOT 2BLOC K 1 SB-1 SB-4 SB-2 SB-3 1:30 69 Silty Clayey Sand, trace Roots, black, frozen. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, rather stiff to very stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, gray, wet, rather stiff. (Glacial Till) Bottom of borehole at 14.5 feet. AU 5 SS 6 SS 7 SS 8 5-5-6 (11) 5-7-10 (17) 3-4-7 (11) 21 NOTES Ground Surface Elevation Estimated GROUND ELEVATION 978 ft LOGGED BY DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/15/22 COMPLETED 2/15/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 12.5 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Gayle Morin PROJECT NUMBER 21-1312 PROJECT NAME 1441 Lake Lucy Road PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/21/22 08:46 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1312 1441 LAKE LUCY ROAD.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 70 Silty Clayey Sand, trace Roots, black, frozen. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, rather stiff to very stiff. (Glacial Till) P-200=52% Sand Seam at about 10 feet (CL) Sandy lean Clay, trace Gravel, gray, wet, stiff. (Glacial Till) Bottom of borehole at 14.5 feet. AU 1 SS 2 SS 3 SS 4 4-4-5 (9) 40-15-5 (20) 3-5-8 (13) 17.5 NOTES Ground Surface Elevation Estimated GROUND ELEVATION 972 ft LOGGED BY DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/15/22 COMPLETED 2/15/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 12.5 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Gayle Morin PROJECT NUMBER 21-1312 PROJECT NAME 1441 Lake Lucy Road PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/21/22 08:46 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1312 1441 LAKE LUCY ROAD.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 71 Silty Clay, trace Roots, black, wet. (Topsoil) (SC) Clayey Sand, fine grained, gray and brown, wet, loose. (Glacial Till) P-200=47.5 (CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, rather stiff. (Glacial Till) P-200=55.5 (CL) Sandy Lean Clay, trace Gravel, gray, wet, rather stiff. (Glacial Till) Bottom of borehole at 14.5 feet. AU 13 SS 14 SS 15 SS 16 3-3-3 (6) 3-4-2 (6) 3-5-7 (12) 25.5 20.5 NOTES Ground Surface Elevation Estimated GROUND ELEVATION 970 ft LOGGED BY DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/15/22 COMPLETED 2/15/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 12.5 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Gayle Morin PROJECT NUMBER 21-1312 PROJECT NAME 1441 Lake Lucy Road PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/21/22 08:46 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1312 1441 LAKE LUCY ROAD.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 72 Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, very stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, gray, wet, stiff. (Glacial Till) Bottom of borehole at 14.5 feet. AU 9 SS 10 SS 11 SS 12 4-9-10 (19) 6-9-13 (22) 3-5-8 (13) 19 NOTES Ground Surface Elevation Estimated GROUND ELEVATION 968 ft LOGGED BY DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/15/22 COMPLETED 2/15/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 12.5 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Gayle Morin PROJECT NUMBER 21-1312 PROJECT NAME 1441 Lake Lucy Road PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/21/22 08:46 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1312 1441 LAKE LUCY ROAD.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 73 74 WETLAND DELINEATION REPORT 10t1 1 t2021 2021-366 1,441 Lake Lucy Rd Delineation Chanhassen, M N Jacobson Environmental, PLLC jacobson env@msn.com 75 Jacobson Environmental, PLLC Environmental Consulta nts www,jacobsonenvi ron mental.com Wayne Jacobson, P.S.S., W.D.C., P.W.S., A.F.S. 5821 Humboldt Avenue North, Brooklyn Center, MN 55430 Email: iacobsonenv@msn.com (612) 802-6619 Cell Ta ble of Contenrs 2.1 EX|ST|NG TNFORMATTON REVTEW ..........................3 2.L.L Antecedent Precipitation ..............3 2.1.2 NationalWetlands Inventory ..........................3 2.1.3 Web Soil Survey. ...........................3 2.1.4 Public Waters Inventory... .............3 2.1.5 Topographic Map........... ...............3 2.2 FIELD DE1|NEATION................. ............4 2.2.1Vegetation............ .........................4 2.2.2 Hydric Soils ........... .........................5 2.2.3 Cautions Used in Applying the Field Indicators of Hydric soi|s........... ......................5 3.1 WETLAND BASTN DESCR|PT|ONS............... ..............6 4.0 CONFIRMATION OF JURISDICTIONAL STATUS ..,..,.....7 Appendices Appendix A Antecedent Precipitation Data Appendix B Sample Data Sheets Appendix C Site Photographs Appendix D Wetland Type and Boundary Approval Forms Figu res Figure 1 Site Location Map Figure 2 National Wetland Inventory Map Figure 3 Soils Map Figure 4 Public Waters Inventory Map Figure 5 Delineation Map Figure 6 Topographic Map Figure 7 Hydric Rating Map Wetland Delineation-Mitigation-Permitting-Monitoring-Banking-Functional Analysis-T & E Surveys Phase I Environmental Assessments-EAW's-Soil ID-Soil Analysis & Delineation-Environmental Referrals Pond & Lake Weed Control & Fish Stocking-Tree Surveys-Natural Resource Manaqement plans 76 Jacobson Flnvironmental, PI,LC Environmental Consulta nts www.jacobsonenvi ron menta l.com Wayne Jacobson, P.S.S., W.D.C., P.W.S., A.F.S. 5821 Humboldt Avenue North, Brooklyn Center, MN 55430 Email: iacobsonenv@msn.com 1.0 SU M MARY (612) 802-6619 Cell Jacobson Environmental, PLLC (JE)visited the project site at 1441 Lake Lucy Rd, Chanhassen, Minnesota 55317 on 10/08/2021.The sitewas approximately 4.9 acres in size, and was located at Section 2,T116N, R23W, Chanhassen, Minnesota See Figure l for a Site Location Map. The purpose of the investigation was to identify areas withrn the project boundary meeting the technrcal criteria for wetlands, delineate the jurisdictional extent of the wetland basins, and classifylhe weland habitat according to the 1987 U.S. Army Corps of Engineers Wetland Delineation Manuat and the 20,10 Regional Supplement to the Corps of Engineers Wetland Delineation: Midwest Region Wetlands are areas that are saturated or inundated with surface and or groundwater at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in hydric soilconditions. Examples of wetlands include seasonally flooded basins, floodplain forests, wet meadows, shallow and deep marshes, shrub swamos. wooded swamps, fens, and bogs. Wetland boundaries were determined through a routine analysis of the vegetation, soils and hydrology which must all show wetland characteristics for an area to be delineated as a wefland. Two baslns were delineated within the project area, which is summarized below and shown on Fiqure 5 Cowardin Type 2 PEM,1B Type 3 PEMl C Eggers & Reed Wet Meadow Shallow Marsh Dominant Vegetation Nodding Beggartick, Reed Canary Grass, Lake Sedge, and Green Ash Lake Sedge, Duckweed. and Narrow Leaf Cattail Size Fgtqs) 266 zzz All figures and appendices referenced by this report are presented at the end of the text This wetland delineation was performed by Jacobson Environmental, PLLC under the direction of Wayne Jacobson, Minnesota Professional Soil Scientist #3061 '1, Society of Wetland Scientists - professionai Wetland Scienttst #1000, University of Minnesota / BWSR Wetland Delineator, Certified #i0ig. American Fisheries Society - Associate Fisheries Scientist #A-j71. Wetland Delineation-Mitigation-Permitting-Monitoring-Banking-Functional Analysis-T & E Surveys 2 Phase I Environmental Assessments-EAW's-Soil ID-Soil Analysis & Delineation-Environmental Referrals Pond & Lake Weed Control & Fish Stocking-Tree Surveys-Natural Resource Management plans 77 Jacobson Environmentalo PLLC Environmental Consulta nts www.jacobsonenvi ron menta l.com Wayne Jacobson, P.S.S., W.D.C., P.W.S., A.F.S. 5821 Humboldt Avenue North, Brooklyn Center, MN 55430 Email: iacobsonenv@msn.com 2.0 METHODS (612) 802-6619 Cell 2 1 EXISI ING INFORMA'I ION REVIEW Prior to field delineation, Jacobson Environmental reviewed the followinq information: 2.1.1 Antecedent Precipitation The previous three month's precipitation data obtarned from the Minnesota State Climatology Office suggest that the sampling period occurred under normal conditions. Antecedent precipitation data can be found in Appendix A. The growing season in this area is approximately from mid-April to mid-October, when the air temperature averages above 28 degrees F. This delineation was completed during the growing season. 2..1.2 National Wetlands lnventory The National Wetlands lnventory (NWl) identified two (PABH and PFOlA) wefland comptexes within the property boundary (Figure 2) 2.1.3 Web SoilSurvey The National Resource Conservation Service Web Soil Survey (Figure 7) identified the following soils seU Hy9!1r_c_&a!ilg_ C qtQp_Vg We-bs,te r _Co m p |ex 100 _E$pxULle JendJ Lqqm Kr_1kgryry leqter Loams Lester-Kilkeny Corrlglex -4lqq.l"rqq-@l--- 2.1.4 Public Waters Inventory The Mtnnesota Department of Natural Resources Public Waters Inventory shows that one public water exists on the property (Figure 4). 2.1.5 Topographic Map A topographic map with aerial photo overlay was obtained from Carver County (Figure 6). This map was reviewed for suspected wetland areas based on topography and vegetative cover. Wetland Delineation-Mitigation-Permitting-Monrtoring-Banking-Functional Analysis-T & E Surveys Phase I Environmental Assessments-EAW's-Soil ID-Soil Analysis & Delineation-Environmental Referrals Pond & Lake Weed Control & Fish Stocking-Tree Surveys-Natural Resource Management plans 100 _ 0 100 I I I I l 78 Jacobson Environmental, PLI,C Environmental Consultants www.jacobsonenvi ron menta l.com Wayne Jacobson, P.S.S., W.D.C., P.W.S., A.F.S. 5821 Humboldt Avenue North, Brooklyn Center, MN 55430 Email: iacobsonenv@msn.com (612) 802-6619 Cell 2.2 t-ttt_D DEL tN EATtoN The wetlands on the subject property were delineated using the routine determination methodology set forth in the 1987 U S. Army Corps of EngineersWetlands Delineation Manualand the 2010 Regional Supplement to the Corps of Engineers Wetland Delineation: Midwest Region as follows. 1)The vegetative community was sampled in all present strata to determine whether 50% of the dominant plant species were hydrophytic using the 50/20 method Soil pits were dug using a Dutch augerto depths of '18'-40", noting soil profites and any hydric soil characteristics Signs of wetland hydrology were noted and were compared to field criteria such as deptn to shallow water table and depth of soil saturation found in the soil oits. Transects were established in representative areas of each wetland. Each transect consisted of one sample potnt within the wetland and one sample point in upland. Other areas which have one or more of the wetland vegetation, soils, or hydrologic characteristics present, or where questionable conditions exist may also have been sampled. Data sheets for each sample point are available in Appendix B. Wetland classifications discussed rn the text are set forth in Wettands and Deepwater Habitats of the United Sfafes (FWS/OBS Publication 79131, Cowardin et al 1979) and Wetlands of the united Stafes (USFWS Circular 39, Shaw and Fredine, 1971.) Additionally, plant community types as named by Eggers and Reed (1998) are given. Wetland edges were marked with orange numbered pin flags. 4-foot wood lath marked with orange"wetland boundary" flagging tape or flagging tied on vegetation may be used if site conditions warrant Sample points are marked with orange numbered pin flags. Any wetlands or sample points were mapped using GpS. 2.2.1Vegetation The plant species within the parcel were catalogecl and assigned a wetland indicator status according to Lichvar, R.W. D.L. Banks, W N Kirchner, and N.C Melvin, 2016. The NationatWettand Plant List 2016 Wetland Ratings, Phytoneuron 2016-30. i-i7. ln the text of this report and on the enclosed data forms, the plant rndicator status follows the olant's scientific name unless a status has not been assigned. The hydrophytic plant criterion is met when more than 50 percent of the dominant species by the 50/20 rule for each stratum (herb, shrub/sapling tree, and Wetland Delineation-Mitigation-Permitting-Monitoring-Banking-Functional Analysis-T & E Surveys 4 Phase I Environmental Assessments-EAW's-Soil ID-Soil Analysis & Delineation-Environmental Referrals Pond & Lake Weed Control & Fish Stocking-Tree Surveys-Natural Resource Management plans 2) 79 Jacobson Environmental, PLLC Environmental Consultants www.jacobsonenvi ron mental.com Wayne Jacobson, P.S.S., W.D.C., P.W.S., A.F.S. 5821 Humboldt Avenue North, Brooklyn Center, MN 55430 Email: iacobsonenv@msn.com (612) 802-6619 Cell woody vine)were assigned an obligate (OBL)1, facultative wet (FACW), and/or facultative (FAC)weiland With the 50/20 rule, dominants are generally measured by absolute ohcover in each stratum which individually or collectively account for more than 50% of total vegetative cover in the stratum, plus any other species which ttself accounts for at least 2O7o of the total veqetative cover. 2.2.2 l-lydric Soils A hydric soil is a soil formed under condrtions of saturation, flooding, or ponding long enough during the growing season to develop anaerobic conditions in the upper part. lf a soil exhibits the indicators oia hydric soil or is identified as a hydric soil the hydric soil criterion is met. The break between hydric and non-hydric soils was determined by excavating soil pits along transects crossing the wetland/upland eco-tone and evaluating the soil colors, textures, and presence or absence of redoximorphic indicators (i.e., mottles, gley or oxidized rhizospheres). Hydric Soil lndicators for the Midwest Region were noted as presented in the NatronalTechnical Committee for Hydric Soils Field lndicators of Hydric So/s ln the United Stafes version S.7 (USDA NRCS 2017) tf present at each sample point. Upper soil profiles were also compared to the mapped or inclusionary soil series found in the sample area for soil identification purposes 2.2.3 Cautions Used in Applying the Field Indicators of Hydric Soils There are hydric soils with morphologies that are difficult to interpret. These include soils with black gray or red parent material. soils with high pH; soils high or low jn content of organic matter; recently developed hydric soils, and soils high in iron inputs. In some cases, we do not currenily have indicators to assist in the identification of hydric soils in these situations. lf the soil meets the definition of a hydric soil the lack of an indicator does not preclude the soilfrom being hydric. The indicators were developed mostly to identify the boundary of hydric soil areas and generally work best on the margins Not all the obviously wetter hydric soils wrll be identified by the indicators Redoximorphic features are most likely to occur in soils that cycle between anaerobic (reduced) and aerobic (oxidized) condrtions. Morphological features of hydric soils indicate that saturation and anaerobic conditions have existed under either contemporary or former hydrologic regimes. Where soil morphology seems inconsistent with the landscape, vegetation, or observable hydrology, it may be necessary to obtain the assistance of an experienced soil or wetland scientist to determine whether the soil is hydric To clarify, when investigating hydric soils in this area, one must consider the followinq: . Many of these soils have black or gray parent materials. r OBl=Obligate Wetland, occurs an estimated 99% in wetlands. FACW=Facultative Weiland, has an esttmated 67"h-gg"/" probability of occurrence in wetlands. FAC=Facultative, is equally likely to occur in wetlands and non-we|ands, 34%-66%probability FACU=Facultative Upland, occurs in wetlands only occasionally,1ok-23% probability UPL=Upland, almost never occurs in wetlands, <1% probability Nl= No Indicator, insufficiernt information available to determine an indicator status. positive ornegative sign previously indicated a frequency toward higher (+) or lower (-) frequency of occurrence within a category Wetland Delineation-Mitigation-Permitting-Monitoring-Banking-Functional Analysis-T & E Surveys Phase I Environmental Assessments-EAW's-Soil ID-Soil Analysis & Delineation-Environmental Referrals Pond & Lake Weed Control & Fish Stocking-Tree Surveys-Natural Resource Management plans 80 Jacobson Environmental, PLLC www.jacobsonenvironmentar.com Environmental consultants wayne Jacobson, p.s.s., w.D.c., p.w.s., A,F.s. 5821 Humboldt Avenue North, Brooklyn center, MN 55430 (612) 802-6619 cell Email: iacobsonenv@msn.com . Many of the soils have a high organic matter content.. The hydric soil margin is typically higher than the wetland boundary margin on the siter Not all the obviously wetter soils will be identified by the indicators.. Many of the hydric soils are Mollisols which are classic problem hydric soils in many cases 3 O RESULTS 3.1 WEI LAND BASIN DESCRIPTIONS Basin 1 Basin 1 was an approximately 0.266 acres, Type2, PEMIB, Wet Meadow wetland. The basin was dominated by Nodding Beggarticks, Reed canary Grass, Lake sedge, and Green Ash Hydrology indicators included A2 (High Water Tabte) and A3 (Saturation). Wetland soils met indicators A10 (2 cm Muck). Adjacent upland was typically dominated by Common Buckthorn, Basswood, and Pennsylvania Sedge. Primary hydrology indicators were not observed at the upland sample point, and no hydric soil indicators were found in the upland sample point soil. The wetland boundary followed a change in vegetation from wetland to upland plant communities, as well as a distinct change in topography. The basin was shown as a PFOlA wetland on the NWI map (Figure 2)and was located within an area mapped as Cordova-Webstercomplex (Hydric Rating='100) by the Web Soil Survey (Figure 7) sample data sheets 1-Up and 1_wet in Appendix B correspond to this basin. Basin 2 Basin 2 was an approximately 2.22 acres, Type 3, PEMlC, Shallow Marsh wetland. The basin was dominated by Lake Sedge, Duckweed, and Narrow Leaf Cattail. Hydrology indicators included Al (Surface Water) A2 (High Water Table), and A3 (Saturation). Wetland soils met indicators A10 (2 cm Muck) Adjacent upland was typically dominated by Common Buckthorn, Pennsylvania Sedge, and Basswood Primary hydrology indrcators were not observed at the upland sample point, and no hydric soil indicators were found in the upland sample point soil. Wetland Delineation-Mitigation-Permitting-Monitoring-Banking-Functional Analysis-T & E Surveys 6 Phase I Environmental Assessments-EAW's-Soil ID-Soil Analysis & Delineation-Environmental Referrals Pond & Lake Weed Control & Fish Stocking-Tree Surveys-Natural Resource Management Plans 81 ,Iacobson Ilnvironmental, PI,LC www.jacobsonenvironmental.com Environmental consultants wayne Jacobson, p.s.s., w.D.c., p.w.s., A.F.s. 5821 Humboldt Avenue North, Brooklyn Center, MN 55430 (612) 802-6619 CellEmail: iacobsonenv@msn.com The wetland boundary followed a change in vegetation from wetland to upland plant communities, as well as a distinct change in topography. The basin was shown as a PABH wetland on the NWI map (Figure 2) and was located within an area mapped as Klossnerand Muskego soils (Hydric Rating=100) by tfre WeO Soil Survey (Figure 7) Sample data sheets 2_Up and 2_wet in Appendix B correspond to this basin. 4.0 CONFIRMATION OF JURISDICTIONAL STATUS Jacobson Environmental is submitting this report to the client and regulatory agencies to request a wetland boundary and type determination. We have enclosed an offi-ial WCA Approval of We|and Type and Boundary form in Appendix D along with a USCOE wetland delineation concurrence reouest 5.O CE RTI F ICATIO N I certify that this wetland delineation meets the standards and criteria described in the '1987 U.S. Army Corps of Engineers Wetland Delineation Manual and the 20'10 Regional Supplement to the Corps of Engineers Wetland Delineation: Midwest Region. This was a Routine On-Site Determination and the results reflect the conditions present at the time of the delineation. I certify that this report has been prepared in accordance with regulatory standards Thank you for the opportunity to provide wetland services on this important projecti lf any wetland impacts are planned for this project, permits would be necessarv from the LGU and other agencies. Sincerely, .//;,,/,,,,/,,,, /:,,,, Wayne Jacobson, WDC, PSS Wetland Delineator, Certified #1019 Professional Soil Scientist #3001 1 Jacobson Environmental, PLLC. Wetland Delineation-Mitigation-Permitting-Monitoring-Banking-Functional Analysis-T & E Surveys 7Phase I Environmental Assessments-EAW's-Soil ID-Soil Analysis & Delineation-Environmental Referrals Pond & Lake Weed Control & Fish Stocking-Tree Surveys-Natural Resource Management plans 82 Figures 83 (-, c) O C.) $-r b0 ft 84 ,g 6 i >n; L6=: - >.i L u >oYi\h-9 b 3 a J F= sFPCvUnQ,^ o a;-i;0*:6nr Y-uF.=oJU6 LO@- =d.PP,2q,?:i!i Z = X n= -'90!v-€g s r a :EE:-Aqi=Fs fiuFod Y:ori-t! g.:tsb!6F EFepio- F db e=s do=6td'fi.sxeE: ;'9 ! P;: E P Etr g I e=k,gP'- ee E * go-Poq;o E.ciXiFd f PEEg .E N Ln b*u I I-' !1[lL$ ss H t,q *E!LS gdEi r,t* uI:=94:f !-o;lf#; ;3;: lTll.lll rLJII "i' {J'l! :{ tr {r'0-o Ctr9.1 =u fOr,-.rCnl!h:. E .x u=#!.- :-sl,!l,F;i6 + 5 E T"o_i,[4[5iuqiuu:€ fr fi 5 5:1tt 4rtr! o; GU .'r -_- C H.*E*. ;Ee*'.1Cq.9!quLrtr,l,u{-' .6u 60E{:D1 -rua!!11!...=aEgi!il-i',|: q".'J r o f q ! q l: Lll Ll -'. ff l-o*,g o s rctg (u I *,o -J 6c .9+,(Ez c.l () - b0 lv vl ltJ UE|r3oo '-'n 1H =igE<3a.Fur<az Ib 85 Soil Map-Carver County, Minnesota (Figure 3 Soils Map) Map Scale: 1 : 2,180 if fi nted on A porb"it (8.5" x 1 1,,) sheet. ^, Metersl!030mlif 180A reetl\0 1mm4{/.r.600Z\ l4ap projedion: Web [4trctor Comercoordjnates: WGSS4 EdqetiG: UTN4 Zor€ 15N WGSB4 Web Soil Survey National Cooperative Soil Survey = 440 53'5'N 44.53'5'N = 10110t2021 Page 1 of 3 440 52'50" N USDA Natural Resources - Conservation Service 440 52',50" N 86 Soil Map-Carver County, Minnesota Figure 3 Soils Map Map Unit Legend Map Unit Symbol Map Unit Name I Acres in AOI Percent of AOI CW Cordova-Webster compf ex I l.q 32.0% EX Essexville sandy loam 0.7 15-8o/o KB Xif f,enny Lest"r f "ar., Z t" O percent slopes 0.2 5.3% KE2 Lesier-Kilkenny complex, 16 to I 0.8 22 percent slopes I 19.1% MP Klossner and Muskego soils, ponded,0tolpercent sropes 1.2 27.704 Totals for Area of Interest 4.3 100.0% USDA Natural Resources =- ConservationService Web Soil Survey National Cooperative Soil Survey 10t10t2021 Page 3 of 3 87 Figure 4 PWI Map Map layers, Carver Gounty Parcels PWI(Lentic) - PWI (Lotic) - Property Boundary0 .02 .04 .06 - - Mites 88 Figur 5 Delineation Map Map layers -- -' Wetland Boundary o Sample Point Carver Gounty Parcels 2ft Contours - Property Boundary0 .02 .04 .06 I I Miles 89 Figure 6 Topographic Map Map layers r Carver County Parcels 2ft Contours Property Boundary0 .02 .04 .06 I Ir Miles ! 90 3 R Hydric Rating by Map Unit-Carver County, Minnesota (Figure 7 Hydric Rating Map) 44.53',5"N 440 53'5'N Map SGle: 1 : 2,180 if printed on A porb-ait (8.5" x 1 1',) shet. n, ,Metelsl\030m1zJ180 A psetf\0 lm2g)4m600 Z\ N4apprcjtrtion: WebN4ercator Comercmrdinates: WGSB4 Edqeucs: UTMZonelsNWGSS4 Web Soil Survey National Cooperative Soil Survey = 3 B 10t10t2021 Page 1 of 5 440 52 50" N USDA Natural Resources - Conservation Service 440 52'50'N 91 N* Q c.r =5,oo o- =U) >^ 17) w)d OO =o-G c E$z (5 a 0) .E I d> 9€ t5 /i, c>-T >=>\ooiro- FGt O.E I o',ohg.; o.=,98 Fb =o zo 4tl p c'r ;€^=o6€l!- s ; ;lEp - s r Ea=E t -*Eff=ci g I EEsc e r€F[;FE sE* s i+;sg fi93tg; FA ElE E :E$iE : F*€t€i+uEE$ g gEAg i$,:irFetfgEggH€€C: e' ;efl E€t$* e: c* ts r ;gBE Tq :Hr scil*fr c* ;; A5 a_ giEg pp;ss geE€$k re aE EE ER #EEE E E €) oZEo; -d=tsq= =Ytr=osll o)z.Eo-E =F @ o- =od F-tr l-: o!;*CE.9abo -oHH.ii*g eP f*o-6Y)tr4?€ =;-.Y)Y-co Y o N'X b.9tr E f > j E< oo; f !l \ o)r: + , I rts - f ." dIFdl €*3 -4-go3 FFG^E sFa-E sss-E fH ,83giltE sEEiSE sBEil8: g ^'P H8 ; ; .e .e : 3 'e A ! o o x ; ; B E: E0: g5 g O e: ? i @ o3: Xs : s s F f Ee € € € i i Ee e" € n i EuU dg ggBE I 5g!.ss,; ; eccsE E ; cri!E< oI I I I z 2 oI I i i 2 2 ot i i i Z Z 9.6@trca=EH.E,Ei,,*nllnntEt I : : I : *.rtrtr.o;E -bd 6<.ng ozIrlo IIJJ o- = 92 Hydric Rating by Map Unit-Carver County, Minnesota Figure 7 Hydric Rating Map Hydric Rating by Map Unit Map unit symbol Map unit name Rating I Acres in AOI Percent of AOI CW Cordova-Webster complex 100 32.0% EX Essexville sandy loam 0.7100 15.8% KB Kilkenny-Lester loams, 2 to 6 percent slopes 0 -=--5 100 0.2 5.3% KE2 I _l Totals for Area of lntere: Lester-Kilkenny complex, 16lo 22 _ryr""nt rlol"" _ - Klossner and Muskego soils, ponded, 0 to 1 percent slopes T-0.8 19.1% 1.2 27.7% i 4.3 100.0% USDA - Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10t10t2021 Page 3 of 5 93 Appendix A Antecedent Precipitation Data 94 Minnesota State Climatology Office 5ji.a|e {.lrmatr-rlcgy Cffice , 0f ii{ Divislorr r.:f f,coluq;c,rl ald Wat.<.-r l{cstrrr., r honrelcurrentconditionsljournal lpastdatalsummarieslagriculturelothersiteslaboutusffiji Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Carver township number: 116N township name: Lake Minnewashta range number: 23W nearest community: Carver Beach section number: 2 Aerial photograph or site visit date: Friday, October 8,2021 Score using 1981-2010 normal period Other Resources: . retrieve daily precipitation data. view radar-based precipitation estimates. view weekly precipitation maps. Evaluating Antecedent Precipitation Conditions (BWSR) values are in inches A'R'following a monthly total indjcates a provisional value derived from radar-based estimates. first prior month: September 2021 secono pflor month: August 2021 third prror monIn. July 2021 estimated precipitation total for this location:?-t3 2.51 7.72R 1.50R there is a 30% chance this location will have less than:3.09 21A there is a 30% chance this location will have more than:4.67 5.43 4.17 type of month: dry normat wet ,monthlyscore 3xf =?l 2.3=6 | 1*t=1 multi-month score: ii li: !) (dry1 10 to 14 (norrlal) 15 to 18 (wet))o = rten,"q1 95 Minnesota State Climatology Office :jial€ Clrmatoloqy Oiil<.<:-DllR D:vi:jon of koiort:rai .rrrd yta.r,:rr ilt,:,uiir,, homelcurrentcondrtionsljoLrrnal lpastclatalsunrmarieslagriculturelothersiteslaboutusffi Nearest $tation Precipitation Data Retrieval Minnesota's precipitation data archive is searched fordata closestto a selected target location foreach month. Values from the site closest to the target location are returned below after clicking the retrieve monthty data or retrieve daily data buttons. The precipitation data are made up of measured rainfall and the measured liqurd content of snowfall. Temperature, snowfall, and snow depth data from National Weather Service reporting stations are no longer retrieved from this application. To obtain those data, see our newest data retrievaltool (May 2014). NationalWeather service precipitation data continue to be available from this applicatron. Obtaining data for legal purposes Guide for colunrn headers in the data table target location: Carver-Lake minnewashta-Carver Beach 1'l6N 23W 32 (latitude: 44.88459longitude: 93.55124) I-ir.r i" r"i"Ci tris"il"*ii"""] years: 2021 w Io 2021 Y number of missing days allowed per month: s iEt'"* ffiihrt-d"t" ] f .;"t'il; ;"'rfi ;6-i resu lts: Target: T116 R23 52 mon year cc tttN rrw ss ,Jan 2021 l0 116N 23W 15 Peb 2021 r0 116N 23W 15 Mar 2021 10 1l6N 23W 15 Apr 2021 10 116N 23w 13 May 2021 10 116N 23w 15 Jun 2021 l0 116N 23W 15 J:uI 202 1 10 116N 23W 15 Aug 2021 10 l16N 23w 15 Sep 2021 10 116N 23w 15 OcL 202I Nov 202 1 Dec 2021 nnnn oooooooo NWS CHAN-NWS NWS CHAN-NWS NWS CHAN-NWS BYRG BYRG BYRG NWS CHAN-NWS I]YRG NWS CHAN-NWS m m m nrp /inahaqt I .06 2 .36 2 .80 3.29 1 .28 2.lI 7 .28 2.L3 ^l - 2 mi . 2 mi. 2 mi. 2 mi. 2 mi . 2 mi. 2 mi. 2 mi. 2 mi. 999 mi. 999 mi. 999 mi. tor precrprtat on data while the NWS lD' wil always be correct for tho temperature dala lf no PLS info ls supplied the thc 'NWS lD' number app ies 10 at shown data State Climatology Office - MnDNR - Ecological and Water Resources 96 Appendix B Sample Data Sheets 97 [)rolect/Site 1441 Lake Lucy Rd WETLAND DETERMINATION DATA FORM - Midwest Region City/County:Chanhassen Applicant/Owner: ChadHalbur State IVN Sampling Date Sampling Point 10t08t2021 1Up Investigator(s): Jessica Lillie iectron, Township, Range Sec. 2, T1 16N, R23W Lanoform (hillslope. terrace, etc.)toeslope Local relief (concave, convex, none) Slope (%): 2-3%LAI:Long Datum: Soil Map Unit Name Cordova-Wedbester complex \Wl Classification: Are climatic/hydrologic conditions of the site typical forthis time of the year? Y (lf no, explain in remarrsl Are vegetation , or hydrology s;ignificantly disturbed?, soll Are vegetation _, soil SUMMARY Or TNIOIruCS - , or hydrology_ naturaliy problematic? convex Are "normal circumstances" present? Ycs (lf needed, explain any answers in remarks.) Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of plants. Hydrophytic vr..getation present? llydric soil present? Indicators of wetland hydrology present? Y N N ls the sampled area within a wetland? f yes, optional wetland site lD: Ilqq9tratuO 1 filia americana (Plot size:30 Absolute Dominan Indicator % Cover t Species Staus 70 FACU FACW 80 = Total Cover FAC 70 = Total Cover N N FAC 72 = Total Cover 0 = Total Cover 2 Fraxinus pennsylvanica 10 70 3 4 5 Saplinq/Shrub stratun (Plot size: 1 Rhamnus catharlrca t3 2 3 4 5 1_l€rL$rc!m 1 Rhamnus cathaftrca (Plot size: 60 EAA FACW 2 Carex pensylvanica UPLN 3 Viola sororia 4 Pilea pumila 5 6 7 8 I 10 Wopdy v4e_sllqlqll 1 (Plot size:30 Dominance Test Worksheet Number of Dominant Species that are OBL, FACW, or FAC: 2 (A) Total Number of Dominant Spe cies Across all Strata; 3 (B) Percent of Dominant Species that are OBL, FACW, or FAC: 66.670/0 (A/B) Prevalence Index Worksheet Total % Cover of: OBLspecies 0 x1= FAUW specres 12 x2 = FACspecies -lg5 *g= FACU species --76- , q = UPLspec,es 5 x5- Column totats --ZZl- 61 0---;- 4Os 280 % I Jt+ (bl Prevalencc 1n,1ul =114 =3.31 Hydrophytic Vegetation Indicators: _ Rapid test for hydrophytic vegetation X Dominance test is >50% _ Prevalence index is <3.0- Morphogical adaptations. (provide supporting data in Remarks or on a _ separate sheet) Problematic hydrophytic vegetation" _ (explain) -lndicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic r-rydrophyttc vegetation present? Y Remarks: (lnclude photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region 98 SOIL Hydric Soil Indicators: _ Histisol (Al ) _ Histic Epipedon (A2) _ Black Histic (A3) _ Hydrogen Sulfide (A+7 _ Stratified Layers (A5) _2 cm Muck (A10) __ Depleted Below Dark Surface (A11) _Thick Dark Surface (A12) _Sandy Mucky Mineral (S'1 ) _ 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (S4) Sandy Redox (Sti) Stripped Matrix (S6) Loamy Mucky Mineral (Fl) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (FB) Sampling Point: lndicators for Problematic Hydric Soils: _Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (57) (LRR K, L) -lron-Manganese Masses (Fl2) (LRR K, L, R) Very Shallow Dark Surface (TF12) _ Other (explain in remarks) *lndicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic HYDROLOGY Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) MAIII Color (moist) %Color (moist) % Type- Loc*. 1 0YR2/1 -Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS= Masked Sand Grains. ..Locatron: pL= pore Lininq, M = Matrix Restrictive Layer (if Type.Hydric soil present? Wetland Hydrology Indicators: fulfprv Indicators (min _ Surface Water (A1 ) _ Hlgh Water Table (A2) _ Saturation (A3) _ Water Marks (81) _ Scdiment Deposits (82) _ Drift Deposits (83) -Alqal Mat or Crust (84) lron Deposits (85) - lnundation Visible on Aerial lmagery (87) - Sparsely Vegetated Concavc Surface (BB) Water-Stained Leaves (Bg) Aquatic Fauna (B'13) True Aquatic Plants (814) Hydrogen Sulfide Odor (Cl ) Oxidized Rhrzospheres on Livrng Roots (c3) Presence of Reduced lron (C4) Recent lron Reduction ln Tilled Soils (c6) Thin Muck Surfacc (C7) Gauge or Well Data (D9) Other (Explain ln Remarks) Secondarv I ndicators (mini mum of_ two req.l41qd_ Surface Soil Cracks (86) Drainage Patterns (1310) Dry-Season Water Table (C2) Cray.fish Burrows (C8) Saturation Visible on Aerial lmagery (C9) Stunted or Stressed Plants (D1) Geomorphic Position (D2) FAC-Neutral Test (D5) X Depth (inches): X Depth (inches): >24- -X- Depth (inches) : >ZT- Field Observations: Surface water present? Water table present? Saturation present? (includes capillary fringe) Yes Yes Yes NO No No Indicators of wetland hydrology present?N Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: {emarKS: US Army Corps of Engineers Midwest Region 99 Project/Site 1441 Lake Lucy Rd WETLAND DETERMINATION DATA FORM - Midwest Region City/Ccrunty: Chanhassen Sampling Date: lOlOBl2O2j State: MN Sampling Point: 1 Wet Section, Township, Range: Sec. 2, T1 16N, R23W Depression Local relief (concave, convex, none)concave LOng:Datum PFOlA , or hydrology_ significantly disturbed? Are ,,normal circumstances , or hydrology rraturally problematic?present? Ycs (lf needed, explain any answers in remarks.) Applicant/Owner: ChadHalbur Investigator(s): Jessica l-illie Landform (hillslope, terrace. etc.) Slope (%): 0-1% Lat: Soil Map Urt Nrr"C-CouuW"n.GEffi tlWl Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? Y (lf no, explain in remamsl Are vegetation _, soil Are vegetation _, soil SUDIMARY OF FINDINGS VEGETATION -- Use scientific names of Hydrophytic vegetation present? Y llydric soil present? Y | '. the sampled area within a wefland? y lndicators of wetland hydrology present? Y I f yes, optional wetland site lD: Remarks: (Explain alternative procedures here or in a separate report.) JU screntrlrc names Tree Stratum (Plot size 30 1 Fraxinuspennsylvanica Absolute Dominan lndicator % Cover t Species Staus FACW 30 = Total Cover 0 = Total Cover 75 FACW 30 2 3 A 5 Saplinq/Shrub stratun 1 (Plot size IJ tl_crb stratunl 1 Carex /acusfrls 2 3 4 5 (Plot size OBL 2 Phalaris arundinacea 20 Dominance Test Worksheet Number of Dominant Species that are OBL, FACW, or FAC: 3 (A) Total Number of Dominant Species Across all Strata: 3 (B) Percent of Dominant Species that are OBL, FACW, or FAC. 100.00% (A/B) Prevalence Index Worksheet Iotal ok Cover of: OBLspecies 75 x1= 75. -----=:--FACW specres 50 x2 = 100 FACspecies O-*S- 0 FACU species --T-* + - O UPL species --i-" S = 0 Column totats -T25 (nt --Tzs rgr Prevalence Index = B/A = 130 95 = Total Cover 0 = Total Cover J 4 5 6 7 8 9 1O W oo d V, vl ne ! trq_tu_{ll 1 (Plot size:30 Hydrophytic Vegetation Indicators: _ Rapid test for hydrophytic vegetation X Dominance test is >50%-I- Prevalence index is <3.0* Morphogical adaptations. (provide supporting data in Remarks or on a _ separate sheet) Problematic hydrophytic vegetatton. _ (explain) 'lndicators of hydrjc soil and wetland hydrology must be present, unless disturbed or problematic nyoropnyUc vegetation present? Y Remarks: (lnclude photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region 100 _ Histic Epipedon (A2) _ Black Histic (A3) _ Hydrogen Sulfide (A4) _ Stratified Layers (A5) X 2 cm Muck (A10) _ Depleted Below Dark Surface (Al 1) _Thick Dark Surface (A12) _Sandy Mucky Mineral (S'1 ) _ 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (S4) Sandy Redox (Sf;) Stripped Matrix (56) Loamy Mucky Mineral (Fl ) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (FB) Sampling Point: lndicators for Hydric Soils: _Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) -lron-Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) _ Other (explain in remarks) "lndicators of hydrophytic vegetation and weltarrd hydrology must be present, unless disturbed or problematic HYDROLOGY Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Mslrg Color (moist) % Ecdq&elues Oolor (moist) % Type' Loc** 10YR2/1 .Type: C = Concentration, D= Depletion, RM = Reduced Matrix, MS= Masked Sand Grains. ..Locatron: PL= Pore Lining, M = Matrrx rictive Layer (if observed): Hydric soil present? Y Wetland Hydrology Indicators: fuLmarv lndicators (minimum of one is required: check all that applv) _ Surface Water (Al ) X H,gh Watcr lab e (A2) X Saturation {43) _ Water Marks (Bl ) _ Sediment Deposits (82) _ t)rift Deposrrs (83) _Algal Mat or Crust (B4) _ lron Deposits (85) lnundation Visible on Aerial lmagery (87) - Sparsely Vegetated Concave Surface (BB) Water Stainco Leaves (B9l Aquatic Fauna (813) True Aquatic Plants (814) Hydrogen Sulfide Odor (Cl ) Oxidized Rhizospheres on Lrving Roots (c3) Presence of Reduced lron (C4) Recent lron Reduction in Tilled Soils (c6) Thin Muck Surface (C7) Gauge or Well Data (D9) Other (Explain in Remarks) S e c o n d a rv I n d i c a to rs ( m i n i m u m pl_!wo1e_qq1re d) Surface Soil Cracks (BO) Drainage Patterns (Bl 0) Dry-Season Water Table (C2) Crayfish Burrows (CB) Saturation Visible on Aerial lmagery (C9) Stunted or Stressed Plants (Dl ) Geomorphic Position (D2) FAC-Neutral Test (D5) Depth (inches): Depth (inches): 6- Depth (inches): 0 - Frelo ubservattons: Surface water present? Water table present? Saturation present? (includes capillary fringe) Yes Yes Yes NoX --X- No -X- No Indicators of wetland hydrology present? y Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: \emarKS: US Army Corps of Engineers Midwest Region 101 f)roject/Site 1441 Lake Lucy Rd WETLAND DETERMINATION DATA FORM - Midwest Region City/County: Chanhassen Sampling Date: 1OlOBl2O21 State: IVN Sampling Point: 2 Up Section, Township, Range: Sec. 2, Tl 16N, R23W footslope Local relief (concave, convex, none)convex LOng:Datum Applicant/Owner. ChadHalbur lnvestigator(s): Jessica Lillie Landform (hillslope, terrace, etc. ) Slope (%): 2-3fo Latr Soil Map Unil Name Cordova-Webster Complex \Wl Classification Are climatic/hydrologic conditions of the site typical for thrs time of the year? Y (lf no, explain in remarks) Are vegetation _, soil Are vegetation _, soil SUMMARY OF FINDINGS , or hydrology_ significantly disturbed? , or hydrology naturally problematrc? Are "normal circumstances" present? Yes (lf needed, explain any answers in remarks.) VEGETATION -- Use scientific names of plants. Hydrophytic vegetation present? Hydric soil present? N N ls the sampled area within a wetland? N Indicators of wetland hydrology present? N I f yes. optional wetland site lD: Remarks: (Explain alternative procedures here or in a separate report.) Tree Slratum 1 Tilia americana (Plot size 30 Absolute Dominan lndicator % Cover t Spectes Staus FACU 30 = Jotal Cover EAA 30 = Total Cover 45 10 30 2 3 / 5 S?plhE_Shrub stratun 1 Rhamnus cathaftica (Plot size tc 30 llsbslrclurl 1 Carex pensylvanica 2_ 3 4 5 4 5 6 7 B 9 10 (Plot size 2 Rhamnus cathartica FAC 60 = Total Cover 0 = Total Cover N N UPL OBL3 Carex /acustrls Wqody v_pe_ slralUry 1 /Plnt cizo'30 Dominance Test Worksheet Number of Dominant Species that are OBL, FACW, or FAC: 1 (A) Total Number of Dominant Species Across all Strata: 3 (B) Percent of Dominant Species that are OBL, FACW, or FAC: 33.33% (A/B) Prevalence Index Worksheet Iotal o/o Cover of: OBLspecres 5 x1= FACW species 0 x2 = FACspecies - +O "S=i-AUU spectes 30 x 4 .- UPL species --l!--1 5 = Column totats --176- 1n; 5 O 1n ao 2n +zo tel Prevalence lna"" = g/A =3.92 Hydrophytic Vegetation Indicators: _ Rapid test for hydrophytic vegetation _ Dominance test is >50% _ Prevalence index is <3.0. Morphogical adaptations. (provide supporting data in Remarks or on a _ separate sheet) Problematic hydrophytic vegetation. _ (explain) 'lndicators of hydric soll and wetland hydrology must be present, unless disturbed or problematic) l-rydrophyttc vegetation present? N Remarks: (lnclude photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region 102 SOIL Hydric Soil Indicators: _ Histisol (Al ) _ Histic Epipedon (A2) _ Black Histic (A3) ._ Hydrogen Sulfide (A4) __ Stratified Layers (A5) _2 cm Muck (A10) _- Depleted Below Dark Surface (A11) _Thick Dark Surface (A12) _Sandy Mucky Mineral (Sl) _ 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (54) Sandy Redox (55) Stripped Matrix (56) Loamy Mucky Mineral (F1) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface 1F7) Redox Depressions (F8) Indicators for Problematic Hydric Soils: _Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (57) (LRR K, L) -lron-Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) _Other (explain in remarks) *lndicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic HYDROLOGY Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) l-l o nth ( | nches)Color (moist) % Type. Loc** .Type: C =Concentration, D= Depletion, RM= Reduced Matrix, MS=MaskedSandGrains. -.Location: pL=pore Lining, M =Matrix Restrictive Layer (if Type, Depth (inches): Hydric soil present? Wetland Hydrology Indicators: Prrmaly Indrcators (minimum of one is required: check all that applv) _ Surface Water (A1) _ High Water Table (A2) _ Saturation (A3) _ Water Marks (Bl ) _ Sediment Deposits (82) _ Drift Deposits (83) _ Algal Mat or Crust (84) lron Deposits (85) - Inundation Vrsible on Aerial lmagery (87) - Sparsely Vegetated Concave Surface (88) Water-stained Leaves (Bg) Aquatic Fauna (813) True Aquatic Plants (814) Hydrogen Sulfide Odor (Cl ) Oxidized Rhizospheres on Living Roots (ca) Presence of Reduced lron (C4) Recenl lron Reduction n Tilled Soils (c6) I'hin Muck Surface (C7) Gauge or Well Data (D9) Other (Explain in Remarks) S eco n d a ry I n d i cato rs ( m i n i m u m_ ptWp_ 15>_qq rlq!.) SurJace Soil Cracks (86) Drainage Patterns (Bl 0) Dry-Season Water Table (C2) Crayfish Burrows (C8) Saturation Visible on Aerial lmagery (C9) Stunted or Slressed Plants (Dl ) Geomorphic Position (D2) FAC-Neutral Test (D5) X Depth (inches): F Depth (inches): ----;A---J- Oeptn (inches): - >24- rrero uDservaltons: Surface water present? Water table present? Saturatron present? (includes capillary fringe) Yes Yes Yes No NO No Indicators of wetland hydrology present?N Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: xe marKS: US Army Corps of Engineers Midwest Region 103 Project/Site 1441 Lake Lucy Rd WETLAND DETERMINATION DATA FORM - Midwest Region City/County: Chanhassen Sampling Date: 1Ol0Bl2O21 State: MN Sampling Point: 2.--Wet iection, Township, Range: Sec.2, T116N, R23W Depression Local relief (concave, convex, none): concave present? Yes (lf needed, explain any answers in remarks.) Applicant/Owner ChadHalbur Investigator(s): Jessica Lillie Landform (hillslopc. terrace, etc.): Slope (%): 0 Lat Soil Map Unit Name Klossner and Muskego soils, ponded \Wl Classification: Are climatlc/hydrologtc conditions of the site typical forthis time of the year? Y (lf no, exptain in remamsl Datum: PABH orhydrology_ significantlydisturbed? Are,,normalcircumstances,,Are vegetation , soil Are vegetation _, soil , or hydrology naturally problematic? SUMMARY OF FINDINGS Hydrophytic vegetation present? Hydric soil present? Y Y ls the sampled area within a wetland? Y Indicators of wetland hydrology present? y I f yes, optional weiland site lD: Remarks: (Explain aiternative procedures here or in a separate report.) VEGETATION -- Use scientific names of olants. Tree Stratum (Plot size:30 Absolute Dominan Indicator % Cover t Species Staus 1 Fraxinuspcnnsylvanica 10 FACW z 3 A 5 10 = l-otal Cover SapjrndShruustrelq! (PIot size: 1 Rhamnus cathaftica IJ 10 FAC 2 3 4 5 10 = Total Cover f erb $ralut 1 Lemna obscura (Plot size: 20 OBL 2 Carex /acuslris 10 OBL Dominance Test Worksheet Number of Dominant Species thal are OBL, FACW, or FAC: 5 (A) Total Number of Dominant Specjes Across all Strata: 5 (B) Percent of Dominant Species that are OBL, FACW, or FAC: '100.00% (A/U) Prevalence Index Worksheet Total % Cover of: OBL species 35 x 1 =. -----:=--I-ACW species 25 x2'- FAC species --lO-": =.-------:-FAUUSpecres U x4- UPL species --l-r S = Column totats --)O- 1n1 35 50 3O 0 0 rrs lni Prevalence tna": g/A 1.64 ypna FACW 4 5 6 7 B I 10 Typha angustifolia FACW Persicaria amphibra OBL 50 = Total Cover Wqodj vine str_alulir 1 (Plot size:30 Hydrophytic Vegetation Indicators: _ Rapid test for hydrophytic vegetation X Dominance test ls >50% -I-Prevalence index is <3 O. Morphogical adaptations. (provide supporting data in Remarks or on a _ separate sheet) Problematic hydrophytic vegetation. _ (explain) "lndicators of hydric soil and wetiand hydrology must be present, unless disturbed or problematic z 0 = Total Cover Hydrophytic vegetation present? Y Remarks: (lnclude photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region 104 sorL Hydric Soil Indicators: Histisol (Al ) _ Histic Epipedon (A2) _ Black Histic (A3) _ Hydrogen Sulfide (A4) _ Stratified Layers (A5) X 2 cm Muck (A10) _ Depleted Below Dark Surface (Al l ) _Thick Dark Surface (A12) _Sandy Mucky Mineral (Sl) _ 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (54) Sandy Redox (Sli) Stripped Matrix (S6) Loamy Mucky Mineral (Fl) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (FB) Sampling Point:2 Wet Indicators for Problematic Hydric Soils: _Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) -lron-Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) _ Other (explain in remarks) *lndicators of hydrophytic vegetation and weltarrd hydrology must be present, unless disturbed or problematic HYDROLOGY le Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) M4!I Color (moist) %Color (moist) % Type- Loc"- 1 0YR2/1 10YRzi 1 llype: C = Concentration, D= Depletion, RM = Reduced Matrix, MS = MaskedSand Grains. ..Location: pL= pore Lininq, M = Matrix Hydric soil present? Wetland Hydrology Indicators: P!!1arv Indicators (minl X Surface Water (Al ) X Hrgh Water Table (A2) X Saturation (A3) _ Water Marks (Bl ) _ Sedrment Deposits (B2) _ Drift Deposrts (U3) _Algal Mat or Crrst 1841 _ lron Deposits (85) Inundation Visible on Aerial lmagery (87) - Sparsely Vegetated Concave Surface (ts8) Warer-Stained Leaves (Bg) Aquatic Fauna (813) True Aquatic Plants (B14) Hydrogen Sulfide Odor (Cl ) Oxidized Rhizospheres on Living Roots (ca) Presence of Reduced lron (C4) Recent lron Reduction in Tilled Soils (c6) Thin Muck Surface (C7) Gauge or Well Data (D9) Other (Explain in Remarks) Secondarv Indrcators (minimum of two requi.red.) Surface Soil Cracks (86) Drainage Patterns (t3 1 0) Dry-Season Water Table (C2) Crayfish Burrows (C8) Saturation Visible on Aerial lmagery (C9) Stunted or Stressed Plants (D 1 ) Geomorphic Position (D2) FAC-Neutral Test (D5) Surface water present? Water table present? Saturation present? (includes capillary fringe) Yes X Yes --T- Yes ---T- Depth (inches): 0 Depth (inches): -T-Deptn iinchesj: ----- 0-- No No No Indicators of wetland hydrology present?Y Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: l{emarks US Army Corps of Engineers Midwest Region 105 Appendix C Site Photographs 106 Appendix C Site Photographs Basin L t-U p 1_Wet 107 Basin 2 2-U p 2 Wet 108 Appendix D Wetland Type and Boundary Approval Forms 109 Project Name and/or Number: PART ONE: Applicant Information lf applicant is an entity (company, government entity, partnership, etc.), an authorized contact person must be identified. lf the applicant is using an agent (consultant, lawyer, or otherthird party) and has authorized them to act on their behalf, the agent s contact information must also be provided. Applicant/Landowner Name: Dlanne G. Morin Mailing Address: 1441 Lake Lucy Rd, Chanhassen, MN 55317 Phone: 952-474-It86 E-mailAddress: gayle.morin@gmail.com Authorized Contact (do not complete if same as above): Chad Halbur Mailing Address: 4470 W 78th Street Circle, Suite 200, Bloomington, MN 55435 Phone: 6t2-462-3072 E-mailAddress: Chalbur@cornerstonetrust.net Agent Name: Wayne Jacobson, WDC, pSS Jacobson Environmental Maifing Address: 5B2L Humboldt Ave N Brooklyn Center, MN 55430 Phone: 612-802-661,9 E-mailAddress: jacobsonenv@msn,com PART TWO: Site Location Information County: Carver County City/Township: Chanhassen Parcel lD and/or Address: 1441 Lake Lucy Rd, Chanhassen, MN 55317 Legal Description (Section, Township, Range): Section 2,TtI6 N, R23W Lat/Long (decimal degrees): Attach a map showing the location of the site in relation to local streets, roads, highways. Approximate size of site (acres) or if a linear project, length (feet): 4.9 acres lf you'know that your proposal will require an individual Permit from the U,S. Army Corps of Engineers, you must provide the namesandaddressesofall propertyownersadjacenttotheprojectsite. Thisinformationmaybeprovidedbyattachingalistto your application or by using block 25 of the Application for Department of the Army permit which can be obtained at: http:/lwww,mvp.usace.armv.mil/Portals/57ldocs/resulatorv/ReeulatorvDocs/engform 4345. zO12oct.pdf PART THREE: General Project/Site Information lf this application is related to a delineation approval, exemption determination, jurisdictional determination, or other correspondence submitted prior to this application then describe that here and provide the Corps of Engineers project number. Describe the project that is being proposed, the project purpose and need, and schedule for implementation and completion. Theproject description must fully describe the nature and scope of the proposed activity including a description of all project elementsthat effect aquatic resources (wetland, lake, tributary, etc.) and must also include plans and cross section or profile drawings shovrling the location, character, and dimensions of all proposed activities and aquatic resource impacts. L Minnesota Interagency water Resource Application Form Februarv 201,4 Page 3 of 1L 110 l Project Name and/or Number: PART FOUR: Aquatic Resource lmpactl Summary lf your proposed project involves a direct or indirect impact to an aquatic resource (wetland, lal<e, tributary, etc.) identify each impact in the table below. Include all anticipated impacts, including those expected to be temporary. Attach an overhead view map, aerial photo, and/or drawing showing all of the aquatic resources in the project area and the location(s) of the proposed impacts. Label each aquatic resource on the map with a reference number or letter and identify the impacts in the following table. 1lf impactsaretemporary; enterthedurationoftheimpactsindaysnexttothe"T". Forexample,aprojectwithatemporaryaccessfill that would be removed after 22O days would be entered "T (220\" . 2lmpacts less than 0.0L acre should be reported in square feet. lmpacts 0.0L acre or greater should be reported as acres and rounded to the nearest0.01 acre. Tributaryimpactsmustbereportedinlinearfeetof impactandanareaof impactbyindicatingfirstthelinearfeetof impactalong'theflowlineofthestreamfollowedbytheareaimpactinparentheses). Forexample,aprojectthatimpacts50feetofastreamthatis6 feet rry.ide would be reported as 50 ft (300 square feet). ]].hit,1; e1n"t:1y only applicable if you are applying for a de minimis exemption under MN Rules 8420.0420 Subp, 8, otherwise enter ,,N/A,,. aUse Wetland Plants and Plant Community Types of Minnesoto qnd Wisconsin 3rd Ed. as modified in MN Rules g420.0405 Subo, 2.sReferto Majorwatershed and Bank service Area maps in MN Rules g42o.os22subp. 7. lf any of the above identified impacts have already occurred, identify which impacts they are and the circumstances associateo with each: PART FIVE: Applicant Signature f, cfreckhereifyouarerequestingapre-applicationconsultationwiththeCorpsandLGUbasedontheinformationvouhave provi.ded. Regulatory entities will not initiate a formal application review if this box is checked. By signature below, I attest that the information in this application is complete and accurate. I further attest that I possess the authority to undertake the work described herein. Signatu re:Date: t0/L1,/202L I hereby authorize Jacobson Environmental to act on my behalf as my agent in the processing of this application and to furnish, upon request, supplemental information in support of this application. 1 The:term "impact" as used in this joint application form is a generic term used for disclosure purposes to identify activities that may require approval from one or more regulatory agencies. For purposes of this form it is not meant toi indicate whether or not those activities may require mitigation/replacement. I Minnesota Interagency water Resource Application Form Februarv 201,4 Aquatic Resource lD (as noted on ove,r'head v ew) Aquatic Resource Type (wetland, lake, tributary etc.) Type of lmpact (fill, excavate, dra in, or remove vegetation) Duration of lmpact Permanent (P) or Temporary {T)' Size of lmpact2 Overall Size of Aquatic Resource 3 Existing Plant Community Type(s) in lmpact Areaa County, Major Watershed #, and Bank Service Area # of lmpact Area: Page 4 of LL 111 Project Name and/or Number: Attachment A Request for Delineation Review, Wetland Type Determination, or J urisdictional Determination By submission of the enclosed wetland delineation report, lam requesting thatthe U.S. Army Corps of Engineers, St. paul District (Corps) and/or the Wetland Conservation Act Local Government Unit (LGU) provide me with the following (check allthat apply): I Wetland Type Confirmation ffi Oelineation Concurrence. Concurrence with a delineation is a written notification from the Corps and a decision from the LGU concurring, not concurring, or commenting on the boundaries of the aquatic resources delineated on the property. Delineation concUrrences are generally valid for five years unless site conditions change. Under this request alone, the Corps will not adoress the jurisdictional status of the aquatic resources on the property, only the boundaries ofthe resources within the review area (including wetlands, tributaries, lakes, etc.). I ereliminary Jurisdictional Determination. A preliminary jurisdictional determination (pJD) is a non-binding written indicatron from the Corps that waters, including wetlands, identified on a parcel may be waters of the United States. For purposes of computation of impacts and compensatory mitigation requirements, a permit decision made on the basis of a pjD will treat allwatersandwetlandsinthereviewareaasiftheyarejurisdictional watersoftheU.S. pJDsareadvisoryinnatureandmavnotbe appealed. l-l Approved Jurisdictional Determination. An approved jurisdictional determination (AJD) is an official Corps determination thatjurisdictional waters of the United States are either present or absent on the property. AJDs can generally be relied upon by the affected party for five years. An AJD may be appealed through the Corps administrative appeal process. In order for the Corps and LGU to process your request, the wetland delineation must be prepared in accordance with the 19g7 Corpsof EngineersWetlandDelineationManual,anyapprovedRegional SupplementstothelgBTManual,andthe Guidelinesfor Submitting Wetlond Delineotions in Minnesoto (2013). http://www. mvp. usa ce.a rmy. mil/M issiQns/Regu lato:^v/D_elineationJ DGu ida nce.aspx Minnesota Interagency water Resource Application Form February 2ol4 Page 5 of L1 112 Civil Site Group, PC 4931 West 35th Street Suite 200 St. Louis Park Minnesota 55416 www.CivilSiteGroup.com (612) 615-0060 Stormwater Management Report Owner: Gayle Morin 1441 Lake Lucy Rd. Chanhassen, MN 55317 Project: Gayle Morin Subdivision 1441 Lake Lucy Rd. Chanhassen, MN 55317 Engineer’s Certification: All plans and supporting Documentation contained in this report have been reviewed by me and it is hereby certified that to the best of my knowledge the plans comply with the requirements of the ordinance. I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. _________________ Matthew R. Pavek P.E. Registration Number: 44263 Date: 02-17-2022 113 Civil Site Group, PC 4931 West 35th Street Suite 200 St. Louis Park Minnesota 55416 www.CivilSiteGroup.com (612) 615-0060 Table of Contents: 1.0 Cover Sheet, Engineer’s Certification 2.0 Summary Analysis / Narrative 2.1 Introduction 2.2 Existing Site Conditions 2.3 Proposed Site Conditions 2.4 Stormwater Requirements – City 2.5 Stormwater Requirements – Watershed District 2.6 Stormwater Requirements – MPCA / NPDES 3.0 Stormwater Calculations 3.1 Proposed Stormwater Management Strategy & Facilities Description 3.2 Rate Control 3.3 Water Quality 3.4 Volume Control 4.0 Conclusions Figures: Figure 1 – Existing Conditions Drainage Area map Figure 2 – Proposed Conditions Drainage Area Map Appendices: HydroCAD Existing Conditions HydroCAD Modeling Proposed Conditions HydroCAD Modeling Drainage Calculations Summary Table P8 Calculations Preliminary Soils Report 114 Civil Site Group, PC 4931 West 35th Street Suite 200 St. Louis Park Minnesota 55416 www.CivilSiteGroup.com (612) 615-0060 2.0 Summary Analysis / Narrative: 2.1 Introduction: This stormwater management report accompanies the Civil Engineering Plans prepared by Civil Site Group for the subject project dated 01/28/2022.This report includes a summary of the existing and proposed site conditions, the stormwater requirements of relevant regulatory agencies, and proposed design calculations and data to meet the requirements. 2.2 Existing Site Conditions : Site Description: The existing site is an existing home with driveway. Below is the existing surface area tabulation. Existing Soils: The existing soil borings show primarily sandy lean clay and clayey sand under a layer of topsoil. These soil types have a soil group of D which was used in the modeling. Groundwater: Groundwater was not observed at the time of soil boring. After discussion with the geotechnical engineer, they explained in the clay type soil and high blow out counts the only water they would expect to encounter would be perched or water trapped in sand veins. 2.3 Proposed Site Conditions: Site Description: The proposed site is a lot split with the addition of two home with associated parking, drive entrances, landscaping, and stormwater improvements. The proposed site surface coverage areas are shown in the table below: 115 Civil Site Group, PC 4931 West 35th Street Suite 200 St. Louis Park Minnesota 55416 www.CivilSiteGroup.com (612) 615-0060 2.4 Stormwater Requirements City (Chanhassen): The city of Chanhassen’s stormwater requirements defers to watershed. 2.5 Stormwater Requirements Watershed District – (Riley Purgatory Bluff Creek Watershed District (RPBCWD)) Requirement threshold – Alteration or removal of 5,000 square feet or more of land-surface area or vegetation. Rate Control – Peak runoff rate may not exceed existing conditions for the 2-yr, 10-yr, 100-yr 24-hour rainfall events, utilize Atlas 14 rainfall data Water Quality – 60% annual removal efficiency of total phosphorus (TP) and 90% annual removal of total suspended solids (TSS) Volume Control – Provide for the abstraction of 0.55” of runoff from the new impervious surface area of the parcel. Due to the site restriction 0.55” was used instead of the normal 1.1”. 2.6 Stormwater Requirements - Minnesota Pollution Control Agency – NPPDES permit (MPCA): Requirement threshold - A permit is required for projects with a disturbed area over 1 acre in size, Stormwater management is required for a project adding 1-acre of more of NEW impervious surface (reconstructed impervious is not included). Rate Control – No specific regulation, may not degrade downstream facilities. Water Quality – Stormwater water quality treatment volume must be provided equal to 1.0” over all new impervious surfaces (includes all newly constructed impervious surfaces only, re-constructed impervious surfaces are not included). Volume Control – Must consider volume reduction if feasible and not prohibited on site. The required infiltration volume is equal to the water quality volume described above. 3.0 Stormwater Calculations: 3.1 Proposed Stormwater Management Strategy & Facilities Description This project is disturbing 1.00 Acres of land. This project triggers the stormwater requirements of Riley Purgatory Bluff Creek Watershed District, and their rules will be used as a basis for the design requirements for this project. The proposed stormwater strategy for this project is directing the project stormwater runoff via surface drainage and storm sewer piping to a surface biofiltration basins and underground rock sections throughout the site. These basins and underground rock sections are designed to provide water quality treatment, volume reduction, and rate control requirements. Requirement 3.3b was followed for the proposed stormwater treatment design. Fulfilling the entirety of the requirements under section 3.1 is not feasible due to several site constraints. The survey shows several areas of the existing topography with slopes greater than 3:1 and the proposed disturbed area as heavily wooded. Regrading the site to include BMPs large enough to meet the watershed’s 3.1 requirements would require a sizable amount of additional tree removed. Based on Web Soil Survey Civil Site Group modeled the proposed site as entirely clay and assumed a high ground water table due to the wetland elevations onsite. This will be updated upon the receival of the soils report. At the time of this submittal, it is not feasible to test the infiltration rate on site due to the current weather conditions. 116 Civil Site Group, PC 4931 West 35th Street Suite 200 St. Louis Park Minnesota 55416 www.CivilSiteGroup.com (612) 615-0060 Stormwater quality site treatment percentage The total proposed site impervious area is 22,679 SF. The total impervious area directed to biofiltration basins is 13,472 SF. 100% of the proposed site impervious area is being treated by the biofiltration basins. The 9,207 SF of existing impervious follows the same drainage pattern to wetland A. It is not feasible to capture and treat this existing impervious due to existing grades on the proposed subdivided lot. 3.2 Rate Control Rate control is provided by live storage within the proposed biofiltration basins and an outlet control structure. This information was derived using HydroCAD stormwater modeling software. The existing and proposed runoff rates are shown in the summary table below. Runoff rates have been maintained or reduced to all discharge points. The proposed runoff rates in aggregate are less than the existing peak runoff rates – REQUIREMENT SATISFIED 117 Civil Site Group, PC 4931 West 35th Street Suite 200 St. Louis Park Minnesota 55416 www.CivilSiteGroup.com (612) 615-0060 3.3 Water Quality Water quality requirements are met by the biofiltration basins and underground rock section on site. Water quality was calculated out using P8 modeling. The biofiltration system and underground filtration system provide TSS and TP removal by allowing a portion of the TSS and TP to be filtered through the media prior to the draintile. In addition, the volume below the draintile which allows for infiltration allows for extra TSS and TP removal. The proposed water quality calculations are shown in the table below: The project reduces the TSS loading when compared to existing conditions. The TP loading is increased when compared to existing conditions. The proposed water quality achieves a 60% total phosphorus (TP) and 90% total suspended solids (TSS) removal which is greater than or equivalent to the required water quality requirement. – REQUIREMENT PARTIALLY SATISFIED 118 Civil Site Group, PC 4931 West 35th Street Suite 200 St. Louis Park Minnesota 55416 www.CivilSiteGroup.com (612) 615-0060 3.4 Volume Control Water volume control requirements of 3.3b to the maximum extent practicable are provided by a rock infiltration section below biofiltration basins. The depth of rock has been set to 0.6 feet for the above ground BMP which allows for a drawdown of 48 hours based on 40% voids and 0.06 in/hr. It is not feasible to provide 0.55 inches of volume control for the entire site due to groundwater and the existing grades, and heavy tree cover of the site. The proposed volume provided within the rock section below biofiltration basins provides a portion of the required volume and is the maximum volume that is practicable to obtain. – REQUIREMENT PARTIALLY SATISFIED 4.0 Conclusions: To the best of our knowledge, this project meets all State, City and Watershed District stormwater management requirements. 119 S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-33.0233.021161.341081.20N88°03'48"W 308.34 Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)980990100098099010001020101010201010103097097097096096010301030103410349809809901000100210001002104010361036APPROX. EXISTINGCB LOCATION, TYP.APPROX.EXISTING CBLOCATION,TYP.WETLAND BLAKELUCYWETLANDAEX 2EX IMPV = 2,278 SFEX PERV = 26,521 SFTOTAL = 28,799 SFEX 1BEX IMPV = 7,290 SFEX PERV = 55,517 SFTOTAL = 62,807 SFOFFSITE BEX IMPV = 6,076 SFEX PERV = 68,789 SFTOTAL = 74,865 SFEX 1AEX IMPV = 3,245 SFEX PERV = 0 SFTOTAL = 3,245 SFWETLAND ATOTAL = 9,788 SFUNDISTURBEDEX IMPV = 0 SFEX PERV = 103,208 SFTOTAL = 103,208 SFEX 1CEX IMPV = 0 SFEX PERV = 3,209 SFTOTAL = 3,209 SFOFFSITE AEX IMPV = 8,875 SFEX PERV = 40,698 SFTOTAL = 49,573 SFProject Number:Issue Date:Revision Number:Revision Date:5000 Glenwood AveGolden Valley, MN 55422952.250.2003 / 763.213.394www.CivilSiteGroup.comGAYLE MORIN1441 LUCY LAKE RD, CHANHASSEN, MN 55317DA12142901/28/2022..01" = 100'-0"100'-0"50'-0"NEXISTING DRAINAGE MAP120 S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-33.0233.021161.341081.20N88°03'48"W 308.34 2 4 . 5 48.013.88.48.58 . 5 2.33 . 4 40.45 9 . 4 24.93 2 . 54.572.7Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)98099010009809901000102010101020101097097097010301030980980990WETLANDAEX 2EX IMPV = 2,278 SFEX PERV = 26,521 SFTOTAL = 28,799 SFEX 1BEX IMPV = 7,290 SFEX PERV = 55,517 SFTOTAL = 62,807 SFOFFSITE BEX IMPV = 6,076 SFEX PERV = 68,789 SFTOTAL = 74,865 SFEX 1AEX IMPV = 3,245 SFEX PERV = 0 SFTOTAL = 3,245 SFWETLAND ATOTAL = 9,788 SFEX 1CEX IMPV = 0 SFEX PERV = 3,209 SFTOTAL = 3,209 SFOFFSITE AEX IMPV = 8,875 SFEX PERV = 40,698 SFTOTAL = 49,573 SFProject Number:Issue Date:Revision Number:Revision Date:5000 Glenwood AveGolden Valley, MN 55422952.250.2003 / 763.213.394www.CivilSiteGroup.comGAYLE MORIN1441 LUCY LAKE RD, CHANHASSEN, MN 55317DA12142901/28/2022..01" = 50'-0"50'-0"25'-0"NEXISTING DRAINAGE MAP-BLOWUP121 S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-S67°39'42"W 194.8533.0233.0225.8 +/-17.6 +/-1161.341081.20N88°03'48"W 308.34 Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)32BLOCK 11LOT 1LOT 2LOT 3BLOCK 1BLOCK 1WETLAND BLAKELUCYWETLANDAUNDISTURBEDPR IMPV = 0 SFPR PERV = 103,208 SFTOTAL = 103,208 SFAPPROX. EXISTINGCB LOCATION, TYP.APPROX. EXISTINGCB LOCATION, TYP.PR 1BPR IMPV = 7,290 SFPR PERV = 23,142 SFTOTAL = 30,432 SFPR 1APR IMPV = 3,245 SFPR PERV = 0 SFTOTAL = 3,245 SFPR 2CPR IMPV = 3,481 SFPR PERV = 9,481 SFTOTAL = 12,962 SFWETLAND AONSITE TOTAL = 9,788 SFDELINEATED TOTAL = 11,587 SFPR 2APR IMPV = 0 SFPR PERV = 6,877 SFTOTAL = 6,877 SFPR 1CPR IMPV = 6,962 SFPR PERV = 27,526 SFTOTAL = 34,488 SFPR 2BPR IMPV = 3,006 SFPR PERV = 6,964 SFTOTAL = 9,970 SFOFFSITE BPR IMPV = 6,076 SFPR PERV = 68,789 SFTOTAL = 74,865 SFOFFSITE APR IMPV = 8,875 SFPR PERV = 40,698 SFTOTAL = 49,573 SFProject Number:Issue Date:Revision Number:Revision Date:5000 Glenwood AveGolden Valley, MN 55422952.250.2003 / 763.213.394www.CivilSiteGroup.comGAYLE MORIN1441 LUCY LAKE RD, CHANHASSEN, MN 55317DA22142901/28/2022..01" = 100'-0"100'-0"50'-0"NPROPOSED DRAINAGE MAP122 S88°03'48"E 180.08S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-33.0233.021161.341081.20N88°03'48"W 308.34 Wetland Line(Per Delineation byJacobson Environmental, PLLCon 10-8-2021)32BLOCK 117203 SF31,088 SF35,385 SF137,263 SFLOT 1LOT 2LOT 3BLOCK 1BLOCK 1WETLANDAPR 1BPR IMPV = 7,290 SFPR PERV = 23,142 SFTOTAL = 30,432 SFPR 1APR IMPV = 3,245 SFPR PERV = 0 SFTOTAL = 3,245 SFPR 2CPR IMPV = 3,481 SFPR PERV = 9,481 SFTOTAL = 12,962 SFWETLAND AONSITE TOTAL = 9,788 SFDELINEATED TOTAL = 11,587 SFPR 2APR IMPV = 0 SFPR PERV = 6,877 SFTOTAL = 6,877 SFPR 1CPR IMPV = 6,962 SFPR PERV = 27,526 SFTOTAL = 34,488 SFPR 2BPR IMPV = 3,006 SFPR PERV = 6,964 SFTOTAL = 9,970 SFOFFSITE BPR IMPV = 6,076 SFPR PERV = 68,789 SFTOTAL = 74,865 SFOFFSITE APR IMPV = 8,875 SFPR PERV = 40,698 SFTOTAL = 49,573 SFProject Number:Issue Date:Revision Number:Revision Date:5000 Glenwood AveGolden Valley, MN 55422952.250.2003 / 763.213.394www.CivilSiteGroup.comGAYLE MORIN1441 LUCY LAKE RD, CHANHASSEN, MN 55317DA22142901/28/2022..01" = 50'-0"50'-0"25'-0"NPROPOSED DRAINAGE MAP- BLOWUP123 EX1A EX1A - DRAINS EAST DOWN LAKE LUCY ROAD EX1B EX1B - DRAINS SOUTH TO WETLAND A EX1C EX1C - DRAINS SOUTH TO WETLAND A EX2 EX2 - DRAINS SOUTH TO WETLAND B OFFSITE A OFFSITE - DRAINS SOUTH TO WETLAND A OFFSITE B OFFSITE B- DRAINS SOUTH TO WETLAND A DA1 DRAINAGE AREA 1-TOTAL TO WETLAND A DA3 DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B 1P WETLAND A Routing Diagram for 21429- EXISTING Prepared by {enter your company name here}, Printed 1/28/2022 HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 124 21429- CHANHASSEN LOT SPLIT - EXISTING 21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2y 24hr AT-14 MSE 24-hr 3 Default 24.00 1 2.94 2 2 10y 24hr AT-14 MSE 24-hr 3 Default 24.00 1 4.26 2 3 100y 24hr AT-14 MSE 24-hr 3 Default 24.00 1 7.36 2 125 21429- CHANHASSEN LOT SPLIT - EXISTING 21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 4.470 80 Pasture/grassland/range, Good, HSG D (EX1B, EX1C, EX2, OFFSITE A, OFFSITE B) 0.637 98 Paved parking, HSG C (EX1A, EX1B, EX2, OFFSITE A, OFFSITE B) 5.108 82 TOTAL AREA 126 21429- CHANHASSEN LOT SPLIT - EXISTING 21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.637 HSG C EX1A, EX1B, EX2, OFFSITE A, OFFSITE B 4.470 HSG D EX1B, EX1C, EX2, OFFSITE A, OFFSITE B 0.000 Other 5.108 TOTAL AREA 127 21429- CHANHASSEN LOT SPLIT - EXISTING 21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 4.470 0.000 4.470 Pasture/grassland/range, Good EX 1B , EX 1C , EX 2, OF FS IT E A, OF FS IT E B 0.000 0.000 0.637 0.000 0.000 0.637 Paved parking EX 1A , EX 1B , EX 2, OF FS IT E A, OF FS IT E B 0.000 0.000 0.637 4.470 0.000 5.108 TOTAL AREA 128 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=3,245 sf 100.00% Impervious Runoff Depth=2.71"Subcatchment EX1A: EX1A - DRAINS Tc=10.0 min CN=WQ Runoff=0.28 cfs 0.017 af Runoff Area=62,807 sf 11.61% Impervious Runoff Depth=1.38"Subcatchment EX1B: EX1B - DRAINS Tc=10.0 min CN=WQ Runoff=3.00 cfs 0.166 af Runoff Area=3,209 sf 0.00% Impervious Runoff Depth=1.21"Subcatchment EX1C: EX1C - DRAINS Tc=10.0 min CN=WQ Runoff=0.14 cfs 0.007 af Runoff Area=28,791 sf 7.91% Impervious Runoff Depth=1.32"Subcatchment EX2: EX2 - DRAINS SOUTH Tc=10.0 min CN=WQ Runoff=1.33 cfs 0.073 af Runoff Area=49,573 sf 17.90% Impervious Runoff Depth=1.47"Subcatchment OFFSITE A: OFFSITE - Tc=10.0 min CN=WQ Runoff=2.50 cfs 0.140 af Runoff Area=74,865 sf 8.12% Impervious Runoff Depth=1.33"Subcatchment OFFSITE B: OFFSITE B- Tc=10.0 min CN=WQ Runoff=3.46 cfs 0.190 af Inflow=5.81 cfs 0.503 afReach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A Outflow=5.81 cfs 0.503 af Inflow=6.73 cfs 0.576 afReach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Outflow=6.73 cfs 0.576 af Peak Elev=969.99' Storage=4,654 cf Inflow=9.09 cfs 0.503 afPond 1P: WETLAND A Outflow=5.81 cfs 0.503 af Total Runoff Area = 5.108 ac Runoff Volume = 0.593 af Average Runoff Depth = 1.39" 87.52% Pervious = 4.470 ac 12.48% Impervious = 0.637 ac 129 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: EX1A - DRAINS EAST DOWN LAKE LUCY ROAD Runoff = 0.28 cfs @ 12.17 hrs, Volume= 0.017 af, Depth= 2.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 3,245 98 Paved parking, HSG C 0 80 Pasture/grassland/range, Good, HSG D 3,245 Weighted Average 3,245 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX1A: EX1A - DRAINS EAST DOWN LAKE LUCY ROAD Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=3,245 sf Runoff Volume=0.017 af Runoff Depth=2.71" Tc=10.0 min CN=WQ 0.28 cfs 130 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: EX1B - DRAINS SOUTH TO WETLAND A Runoff = 3.00 cfs @ 12.18 hrs, Volume= 0.166 af, Depth= 1.38" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 7,290 98 Paved parking, HSG C 55,517 80 Pasture/grassland/range, Good, HSG D 62,807 Weighted Average 55,517 88.39% Pervious Area 7,290 11.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX1B: EX1B - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=62,807 sf Runoff Volume=0.166 af Runoff Depth=1.38" Tc=10.0 min CN=WQ 3.00 cfs 131 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1C: EX1C - DRAINS SOUTH TO WETLAND A Runoff = 0.14 cfs @ 12.18 hrs, Volume= 0.007 af, Depth= 1.21" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 0 98 Paved parking, HSG C 3,209 80 Pasture/grassland/range, Good, HSG D 3,209 Weighted Average 3,209 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX1C: EX1C - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=3,209 sf Runoff Volume=0.007 af Runoff Depth=1.21" Tc=10.0 min CN=WQ 0.14 cfs 132 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 - DRAINS SOUTH TO WETLAND B Runoff = 1.33 cfs @ 12.18 hrs, Volume= 0.073 af, Depth= 1.32" Routed to Reach DA3 : DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 2,278 98 Paved parking, HSG C 26,513 80 Pasture/grassland/range, Good, HSG D 28,791 Weighted Average 26,513 92.09% Pervious Area 2,278 7.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX2: EX2 - DRAINS SOUTH TO WETLAND B Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=28,791 sf Runoff Volume=0.073 af Runoff Depth=1.32" Tc=10.0 min CN=WQ 1.33 cfs 133 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFFSITE A: OFFSITE - DRAINS SOUTH TO WETLAND A Runoff = 2.50 cfs @ 12.18 hrs, Volume= 0.140 af, Depth= 1.47" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 8,875 98 Paved parking, HSG C 40,698 80 Pasture/grassland/range, Good, HSG D 49,573 Weighted Average 40,698 82.10% Pervious Area 8,875 17.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OFFSITE A: OFFSITE - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=49,573 sf Runoff Volume=0.140 af Runoff Depth=1.47" Tc=10.0 min CN=WQ 2.50 cfs 134 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFFSITE B: OFFSITE B- DRAINS SOUTH TO WETLAND A Runoff = 3.46 cfs @ 12.18 hrs, Volume= 0.190 af, Depth= 1.33" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 6,076 98 Paved parking, HSG C 68,789 80 Pasture/grassland/range, Good, HSG D 74,865 Weighted Average 68,789 91.88% Pervious Area 6,076 8.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OFFSITE B: OFFSITE B- DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=74,865 sf Runoff Volume=0.190 af Runoff Depth=1.33" Tc=10.0 min CN=WQ 3.46 cfs 135 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.372 ac, 11.68% Impervious, Inflow Depth = 1.38" for 2y 24hr AT-14 event Inflow = 5.81 cfs @ 12.28 hrs, Volume= 0.503 af Outflow = 5.81 cfs @ 12.28 hrs, Volume= 0.503 af, Atten= 0%, Lag= 0.0 min Routed to Reach DA3 : DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.372 ac 5.81 cfs 5.81 cfs 136 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.033 ac, 11.18% Impervious, Inflow Depth = 1.37" for 2y 24hr AT-14 event Inflow = 6.73 cfs @ 12.26 hrs, Volume= 0.576 af Outflow = 6.73 cfs @ 12.26 hrs, Volume= 0.576 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=5.033 ac 6.73 cfs 6.73 cfs 137 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: WETLAND A Inflow Area = 4.372 ac, 11.68% Impervious, Inflow Depth = 1.38" for 2y 24hr AT-14 event Inflow = 9.09 cfs @ 12.18 hrs, Volume= 0.503 af Outflow = 5.81 cfs @ 12.28 hrs, Volume= 0.503 af, Atten= 36%, Lag= 6.1 min Primary = 5.81 cfs @ 12.28 hrs, Volume= 0.503 af Routed to Reach DA1 : DRAINAGE AREA 1-TOTAL TO WETLAND A Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 969.99' @ 12.28 hrs Surf.Area= 13,484 sf Storage= 4,654 cf Plug-Flow detention time= 25.2 min calculated for 0.503 af (100% of inflow) Center-of-Mass det. time= 25.2 min ( 831.7 - 806.5 ) Volume Invert Avail.Storage Storage Description #1 969.62' 19,596 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 969.62 11,466 0 0 970.00 13,522 4,748 4,748 971.00 16,175 14,849 19,596 Device Routing Invert Outlet Devices #1 Primary 969.62'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.81 cfs @ 12.28 hrs HW=969.99' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 5.81 cfs @ 1.56 fps) 138 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: WETLAND A Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.372 ac Peak Elev=969.99' Storage=4,654 cf 9.09 cfs 5.81 cfs 139 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: WETLAND A Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.62 11,466 0 969.63 11,520 115 969.64 11,574 230 969.65 11,628 346 969.66 11,682 463 969.67 11,737 580 969.68 11,791 698 969.69 11,845 816 969.70 11,899 935 969.71 11,953 1,054 969.72 12,007 1,174 969.73 12,061 1,294 969.74 12,115 1,415 969.75 12,169 1,536 969.76 12,223 1,658 969.77 12,278 1,781 969.78 12,332 1,904 969.79 12,386 2,027 969.80 12,440 2,152 969.81 12,494 2,276 969.82 12,548 2,401 969.83 12,602 2,527 969.84 12,656 2,653 969.85 12,710 2,780 969.86 12,765 2,908 969.87 12,819 3,036 969.88 12,873 3,164 969.89 12,927 3,293 969.90 12,981 3,423 969.91 13,035 3,553 969.92 13,089 3,683 969.93 13,143 3,814 969.94 13,197 3,946 969.95 13,251 4,078 969.96 13,306 4,211 969.97 13,360 4,344 969.98 13,414 4,478 969.99 13,468 4,613 970.00 13,522 4,748 970.01 13,549 4,883 970.02 13,575 5,019 970.03 13,602 5,155 970.04 13,628 5,291 970.05 13,655 5,427 970.06 13,681 5,564 970.07 13,708 5,701 970.08 13,734 5,838 970.09 13,761 5,975 970.10 13,787 6,113 970.11 13,814 6,251 970.12 13,840 6,389 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.13 13,867 6,528 970.14 13,893 6,667 970.15 13,920 6,806 970.16 13,946 6,945 970.17 13,973 7,085 970.18 14,000 7,225 970.19 14,026 7,365 970.20 14,053 7,505 970.21 14,079 7,646 970.22 14,106 7,787 970.23 14,132 7,928 970.24 14,159 8,069 970.25 14,185 8,211 970.26 14,212 8,353 970.27 14,238 8,495 970.28 14,265 8,638 970.29 14,291 8,781 970.30 14,318 8,924 970.31 14,344 9,067 970.32 14,371 9,211 970.33 14,397 9,354 970.34 14,424 9,499 970.35 14,451 9,643 970.36 14,477 9,788 970.37 14,504 9,932 970.38 14,530 10,078 970.39 14,557 10,223 970.40 14,583 10,369 970.41 14,610 10,515 970.42 14,636 10,661 970.43 14,663 10,807 970.44 14,689 10,954 970.45 14,716 11,101 970.46 14,742 11,249 970.47 14,769 11,396 970.48 14,795 11,544 970.49 14,822 11,692 970.50 14,849 11,840 970.51 14,875 11,989 970.52 14,902 12,138 970.53 14,928 12,287 970.54 14,955 12,436 970.55 14,981 12,586 970.56 15,008 12,736 970.57 15,034 12,886 970.58 15,061 13,037 970.59 15,087 13,187 970.60 15,114 13,338 970.61 15,140 13,490 970.62 15,167 13,641 970.63 15,193 13,793 140 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: WETLAND A (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.64 15,220 13,945 970.65 15,246 14,097 970.66 15,273 14,250 970.67 15,300 14,403 970.68 15,326 14,556 970.69 15,353 14,709 970.70 15,379 14,863 970.71 15,406 15,017 970.72 15,432 15,171 970.73 15,459 15,326 970.74 15,485 15,480 970.75 15,512 15,635 970.76 15,538 15,791 970.77 15,565 15,946 970.78 15,591 16,102 970.79 15,618 16,258 970.80 15,644 16,414 970.81 15,671 16,571 970.82 15,697 16,728 970.83 15,724 16,885 970.84 15,751 17,042 970.85 15,777 17,200 970.86 15,804 17,358 970.87 15,830 17,516 970.88 15,857 17,674 970.89 15,883 17,833 970.90 15,910 17,992 970.91 15,936 18,151 970.92 15,963 18,311 970.93 15,989 18,470 970.94 16,016 18,630 970.95 16,042 18,791 970.96 16,069 18,951 970.97 16,095 19,112 970.98 16,122 19,273 970.99 16,148 19,435 971.00 16,175 19,596 141 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=3,245 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment EX1A: EX1A - DRAINS Tc=10.0 min CN=WQ Runoff=0.40 cfs 0.025 af Runoff Area=62,807 sf 11.61% Impervious Runoff Depth=2.46"Subcatchment EX1B: EX1B - DRAINS Tc=10.0 min CN=WQ Runoff=5.38 cfs 0.296 af Runoff Area=3,209 sf 0.00% Impervious Runoff Depth=2.26"Subcatchment EX1C: EX1C - DRAINS Tc=10.0 min CN=WQ Runoff=0.26 cfs 0.014 af Runoff Area=28,791 sf 7.91% Impervious Runoff Depth=2.40"Subcatchment EX2: EX2 - DRAINS SOUTH Tc=10.0 min CN=WQ Runoff=2.42 cfs 0.132 af Runoff Area=49,573 sf 17.90% Impervious Runoff Depth=2.57"Subcatchment OFFSITE A: OFFSITE - Tc=10.0 min CN=WQ Runoff=4.39 cfs 0.244 af Runoff Area=74,865 sf 8.12% Impervious Runoff Depth=2.40"Subcatchment OFFSITE B: OFFSITE B- Tc=10.0 min CN=WQ Runoff=6.30 cfs 0.344 af Inflow=11.67 cfs 0.898 afReach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A Outflow=11.67 cfs 0.898 af Inflow=13.49 cfs 1.030 afReach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Outflow=13.49 cfs 1.030 af Peak Elev=970.19' Storage=7,423 cf Inflow=16.33 cfs 0.898 afPond 1P: WETLAND A Outflow=11.67 cfs 0.898 af Total Runoff Area = 5.108 ac Runoff Volume = 1.055 af Average Runoff Depth = 2.48" 87.52% Pervious = 4.470 ac 12.48% Impervious = 0.637 ac 142 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: EX1A - DRAINS EAST DOWN LAKE LUCY ROAD Runoff = 0.40 cfs @ 12.17 hrs, Volume= 0.025 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 3,245 98 Paved parking, HSG C 0 80 Pasture/grassland/range, Good, HSG D 3,245 Weighted Average 3,245 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX1A: EX1A - DRAINS EAST DOWN LAKE LUCY ROAD Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=3,245 sf Runoff Volume=0.025 af Runoff Depth=4.02" Tc=10.0 min CN=WQ 0.40 cfs 143 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: EX1B - DRAINS SOUTH TO WETLAND A Runoff = 5.38 cfs @ 12.18 hrs, Volume= 0.296 af, Depth= 2.46" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 7,290 98 Paved parking, HSG C 55,517 80 Pasture/grassland/range, Good, HSG D 62,807 Weighted Average 55,517 88.39% Pervious Area 7,290 11.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX1B: EX1B - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=62,807 sf Runoff Volume=0.296 af Runoff Depth=2.46" Tc=10.0 min CN=WQ 5.38 cfs 144 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1C: EX1C - DRAINS SOUTH TO WETLAND A Runoff = 0.26 cfs @ 12.18 hrs, Volume= 0.014 af, Depth= 2.26" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 0 98 Paved parking, HSG C 3,209 80 Pasture/grassland/range, Good, HSG D 3,209 Weighted Average 3,209 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX1C: EX1C - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=3,209 sf Runoff Volume=0.014 af Runoff Depth=2.26" Tc=10.0 min CN=WQ 0.26 cfs 145 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 - DRAINS SOUTH TO WETLAND B Runoff = 2.42 cfs @ 12.18 hrs, Volume= 0.132 af, Depth= 2.40" Routed to Reach DA3 : DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 2,278 98 Paved parking, HSG C 26,513 80 Pasture/grassland/range, Good, HSG D 28,791 Weighted Average 26,513 92.09% Pervious Area 2,278 7.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX2: EX2 - DRAINS SOUTH TO WETLAND B Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=28,791 sf Runoff Volume=0.132 af Runoff Depth=2.40" Tc=10.0 min CN=WQ 2.42 cfs 146 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFFSITE A: OFFSITE - DRAINS SOUTH TO WETLAND A Runoff = 4.39 cfs @ 12.18 hrs, Volume= 0.244 af, Depth= 2.57" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 8,875 98 Paved parking, HSG C 40,698 80 Pasture/grassland/range, Good, HSG D 49,573 Weighted Average 40,698 82.10% Pervious Area 8,875 17.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OFFSITE A: OFFSITE - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=49,573 sf Runoff Volume=0.244 af Runoff Depth=2.57" Tc=10.0 min CN=WQ 4.39 cfs 147 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFFSITE B: OFFSITE B- DRAINS SOUTH TO WETLAND A Runoff = 6.30 cfs @ 12.18 hrs, Volume= 0.344 af, Depth= 2.40" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 6,076 98 Paved parking, HSG C 68,789 80 Pasture/grassland/range, Good, HSG D 74,865 Weighted Average 68,789 91.88% Pervious Area 6,076 8.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OFFSITE B: OFFSITE B- DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=74,865 sf Runoff Volume=0.344 af Runoff Depth=2.40" Tc=10.0 min CN=WQ 6.30 cfs 148 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.372 ac, 11.68% Impervious, Inflow Depth = 2.46" for 10y 24hr AT-14 event Inflow = 11.67 cfs @ 12.26 hrs, Volume= 0.898 af Outflow = 11.67 cfs @ 12.26 hrs, Volume= 0.898 af, Atten= 0%, Lag= 0.0 min Routed to Reach DA3 : DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.372 ac 11.67 cfs 11.67 cfs 149 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.033 ac, 11.18% Impervious, Inflow Depth = 2.46" for 10y 24hr AT-14 event Inflow = 13.49 cfs @ 12.24 hrs, Volume= 1.030 af Outflow = 13.49 cfs @ 12.24 hrs, Volume= 1.030 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.033 ac 13.49 cfs 13.49 cfs 150 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: WETLAND A Inflow Area = 4.372 ac, 11.68% Impervious, Inflow Depth = 2.46" for 10y 24hr AT-14 event Inflow = 16.33 cfs @ 12.18 hrs, Volume= 0.898 af Outflow = 11.67 cfs @ 12.26 hrs, Volume= 0.898 af, Atten= 29%, Lag= 5.0 min Primary = 11.67 cfs @ 12.26 hrs, Volume= 0.898 af Routed to Reach DA1 : DRAINAGE AREA 1-TOTAL TO WETLAND A Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 970.19' @ 12.26 hrs Surf.Area= 14,037 sf Storage= 7,423 cf Plug-Flow detention time= 20.9 min calculated for 0.898 af (100% of inflow) Center-of-Mass det. time= 20.9 min ( 818.2 - 797.3 ) Volume Invert Avail.Storage Storage Description #1 969.62' 19,596 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 969.62 11,466 0 0 970.00 13,522 4,748 4,748 971.00 16,175 14,849 19,596 Device Routing Invert Outlet Devices #1 Primary 969.62'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=11.66 cfs @ 12.26 hrs HW=970.19' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 11.66 cfs @ 2.03 fps) 151 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: WETLAND A Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.372 ac Peak Elev=970.19' Storage=7,423 cf 16.33 cfs 11.67 cfs 152 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: WETLAND A Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.62 11,466 0 969.63 11,520 115 969.64 11,574 230 969.65 11,628 346 969.66 11,682 463 969.67 11,737 580 969.68 11,791 698 969.69 11,845 816 969.70 11,899 935 969.71 11,953 1,054 969.72 12,007 1,174 969.73 12,061 1,294 969.74 12,115 1,415 969.75 12,169 1,536 969.76 12,223 1,658 969.77 12,278 1,781 969.78 12,332 1,904 969.79 12,386 2,027 969.80 12,440 2,152 969.81 12,494 2,276 969.82 12,548 2,401 969.83 12,602 2,527 969.84 12,656 2,653 969.85 12,710 2,780 969.86 12,765 2,908 969.87 12,819 3,036 969.88 12,873 3,164 969.89 12,927 3,293 969.90 12,981 3,423 969.91 13,035 3,553 969.92 13,089 3,683 969.93 13,143 3,814 969.94 13,197 3,946 969.95 13,251 4,078 969.96 13,306 4,211 969.97 13,360 4,344 969.98 13,414 4,478 969.99 13,468 4,613 970.00 13,522 4,748 970.01 13,549 4,883 970.02 13,575 5,019 970.03 13,602 5,155 970.04 13,628 5,291 970.05 13,655 5,427 970.06 13,681 5,564 970.07 13,708 5,701 970.08 13,734 5,838 970.09 13,761 5,975 970.10 13,787 6,113 970.11 13,814 6,251 970.12 13,840 6,389 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.13 13,867 6,528 970.14 13,893 6,667 970.15 13,920 6,806 970.16 13,946 6,945 970.17 13,973 7,085 970.18 14,000 7,225 970.19 14,026 7,365 970.20 14,053 7,505 970.21 14,079 7,646 970.22 14,106 7,787 970.23 14,132 7,928 970.24 14,159 8,069 970.25 14,185 8,211 970.26 14,212 8,353 970.27 14,238 8,495 970.28 14,265 8,638 970.29 14,291 8,781 970.30 14,318 8,924 970.31 14,344 9,067 970.32 14,371 9,211 970.33 14,397 9,354 970.34 14,424 9,499 970.35 14,451 9,643 970.36 14,477 9,788 970.37 14,504 9,932 970.38 14,530 10,078 970.39 14,557 10,223 970.40 14,583 10,369 970.41 14,610 10,515 970.42 14,636 10,661 970.43 14,663 10,807 970.44 14,689 10,954 970.45 14,716 11,101 970.46 14,742 11,249 970.47 14,769 11,396 970.48 14,795 11,544 970.49 14,822 11,692 970.50 14,849 11,840 970.51 14,875 11,989 970.52 14,902 12,138 970.53 14,928 12,287 970.54 14,955 12,436 970.55 14,981 12,586 970.56 15,008 12,736 970.57 15,034 12,886 970.58 15,061 13,037 970.59 15,087 13,187 970.60 15,114 13,338 970.61 15,140 13,490 970.62 15,167 13,641 970.63 15,193 13,793 153 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: WETLAND A (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.64 15,220 13,945 970.65 15,246 14,097 970.66 15,273 14,250 970.67 15,300 14,403 970.68 15,326 14,556 970.69 15,353 14,709 970.70 15,379 14,863 970.71 15,406 15,017 970.72 15,432 15,171 970.73 15,459 15,326 970.74 15,485 15,480 970.75 15,512 15,635 970.76 15,538 15,791 970.77 15,565 15,946 970.78 15,591 16,102 970.79 15,618 16,258 970.80 15,644 16,414 970.81 15,671 16,571 970.82 15,697 16,728 970.83 15,724 16,885 970.84 15,751 17,042 970.85 15,777 17,200 970.86 15,804 17,358 970.87 15,830 17,516 970.88 15,857 17,674 970.89 15,883 17,833 970.90 15,910 17,992 970.91 15,936 18,151 970.92 15,963 18,311 970.93 15,989 18,470 970.94 16,016 18,630 970.95 16,042 18,791 970.96 16,069 18,951 970.97 16,095 19,112 970.98 16,122 19,273 970.99 16,148 19,435 971.00 16,175 19,596 154 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 32HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=3,245 sf 100.00% Impervious Runoff Depth=7.12"Subcatchment EX1A: EX1A - DRAINS Tc=10.0 min CN=WQ Runoff=0.70 cfs 0.044 af Runoff Area=62,807 sf 11.61% Impervious Runoff Depth=5.27"Subcatchment EX1B: EX1B - DRAINS Tc=10.0 min CN=WQ Runoff=11.33 cfs 0.633 af Runoff Area=3,209 sf 0.00% Impervious Runoff Depth=5.03"Subcatchment EX1C: EX1C - DRAINS Tc=10.0 min CN=WQ Runoff=0.56 cfs 0.031 af Runoff Area=28,791 sf 7.91% Impervious Runoff Depth=5.19"Subcatchment EX2: EX2 - DRAINS SOUTH Tc=10.0 min CN=WQ Runoff=5.15 cfs 0.286 af Runoff Area=49,573 sf 17.90% Impervious Runoff Depth=5.40"Subcatchment OFFSITE A: OFFSITE - Tc=10.0 min CN=WQ Runoff=9.07 cfs 0.512 af Runoff Area=74,865 sf 8.12% Impervious Runoff Depth=5.20"Subcatchment OFFSITE B: OFFSITE B- Tc=10.0 min CN=WQ Runoff=13.40 cfs 0.744 af Inflow=26.30 cfs 1.921 afReach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A Outflow=26.30 cfs 1.921 af Inflow=30.43 cfs 2.207 afReach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Outflow=30.43 cfs 2.207 af Peak Elev=970.61' Storage=13,449 cf Inflow=34.36 cfs 1.921 afPond 1P: WETLAND A Outflow=26.30 cfs 1.921 af Total Runoff Area = 5.108 ac Runoff Volume = 2.251 af Average Runoff Depth = 5.29" 87.52% Pervious = 4.470 ac 12.48% Impervious = 0.637 ac 155 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 33HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: EX1A - DRAINS EAST DOWN LAKE LUCY ROAD Runoff = 0.70 cfs @ 12.17 hrs, Volume= 0.044 af, Depth= 7.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 3,245 98 Paved parking, HSG C 0 80 Pasture/grassland/range, Good, HSG D 3,245 Weighted Average 3,245 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX1A: EX1A - DRAINS EAST DOWN LAKE LUCY ROAD Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=3,245 sf Runoff Volume=0.044 af Runoff Depth=7.12" Tc=10.0 min CN=WQ 0.70 cfs 156 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 34HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: EX1B - DRAINS SOUTH TO WETLAND A Runoff = 11.33 cfs @ 12.17 hrs, Volume= 0.633 af, Depth= 5.27" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 7,290 98 Paved parking, HSG C 55,517 80 Pasture/grassland/range, Good, HSG D 62,807 Weighted Average 55,517 88.39% Pervious Area 7,290 11.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX1B: EX1B - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=62,807 sf Runoff Volume=0.633 af Runoff Depth=5.27" Tc=10.0 min CN=WQ 11.33 cfs 157 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 35HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1C: EX1C - DRAINS SOUTH TO WETLAND A Runoff = 0.56 cfs @ 12.17 hrs, Volume= 0.031 af, Depth= 5.03" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 0 98 Paved parking, HSG C 3,209 80 Pasture/grassland/range, Good, HSG D 3,209 Weighted Average 3,209 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX1C: EX1C - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=3,209 sf Runoff Volume=0.031 af Runoff Depth=5.03" Tc=10.0 min CN=WQ 0.56 cfs 158 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 36HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 - DRAINS SOUTH TO WETLAND B Runoff = 5.15 cfs @ 12.17 hrs, Volume= 0.286 af, Depth= 5.19" Routed to Reach DA3 : DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 2,278 98 Paved parking, HSG C 26,513 80 Pasture/grassland/range, Good, HSG D 28,791 Weighted Average 26,513 92.09% Pervious Area 2,278 7.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX2: EX2 - DRAINS SOUTH TO WETLAND B Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=28,791 sf Runoff Volume=0.286 af Runoff Depth=5.19" Tc=10.0 min CN=WQ 5.15 cfs 159 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 37HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFFSITE A: OFFSITE - DRAINS SOUTH TO WETLAND A Runoff = 9.07 cfs @ 12.17 hrs, Volume= 0.512 af, Depth= 5.40" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 8,875 98 Paved parking, HSG C 40,698 80 Pasture/grassland/range, Good, HSG D 49,573 Weighted Average 40,698 82.10% Pervious Area 8,875 17.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OFFSITE A: OFFSITE - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=49,573 sf Runoff Volume=0.512 af Runoff Depth=5.40" Tc=10.0 min CN=WQ 9.07 cfs 160 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 38HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFFSITE B: OFFSITE B- DRAINS SOUTH TO WETLAND A Runoff = 13.40 cfs @ 12.17 hrs, Volume= 0.744 af, Depth= 5.20" Routed to Pond 1P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 6,076 98 Paved parking, HSG C 68,789 80 Pasture/grassland/range, Good, HSG D 74,865 Weighted Average 68,789 91.88% Pervious Area 6,076 8.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OFFSITE B: OFFSITE B- DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=74,865 sf Runoff Volume=0.744 af Runoff Depth=5.20" Tc=10.0 min CN=WQ 13.40 cfs 161 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 39HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.372 ac, 11.68% Impervious, Inflow Depth = 5.27" for 100y 24hr AT-14 event Inflow = 26.30 cfs @ 12.24 hrs, Volume= 1.921 af Outflow = 26.30 cfs @ 12.24 hrs, Volume= 1.921 af, Atten= 0%, Lag= 0.0 min Routed to Reach DA3 : DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.372 ac 26.30 cfs 26.30 cfs 162 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 40HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.033 ac, 11.18% Impervious, Inflow Depth = 5.26" for 100y 24hr AT-14 event Inflow = 30.43 cfs @ 12.23 hrs, Volume= 2.207 af Outflow = 30.43 cfs @ 12.23 hrs, Volume= 2.207 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.033 ac 30.43 cfs 30.43 cfs 163 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 41HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: WETLAND A Inflow Area = 4.372 ac, 11.68% Impervious, Inflow Depth = 5.27" for 100y 24hr AT-14 event Inflow = 34.36 cfs @ 12.17 hrs, Volume= 1.921 af Outflow = 26.30 cfs @ 12.24 hrs, Volume= 1.921 af, Atten= 23%, Lag= 4.2 min Primary = 26.30 cfs @ 12.24 hrs, Volume= 1.921 af Routed to Reach DA1 : DRAINAGE AREA 1-TOTAL TO WETLAND A Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 970.61' @ 12.24 hrs Surf.Area= 15,133 sf Storage= 13,449 cf Plug-Flow detention time= 16.6 min calculated for 1.921 af (100% of inflow) Center-of-Mass det. time= 16.6 min ( 801.2 - 784.6 ) Volume Invert Avail.Storage Storage Description #1 969.62' 19,596 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 969.62 11,466 0 0 970.00 13,522 4,748 4,748 971.00 16,175 14,849 19,596 Device Routing Invert Outlet Devices #1 Primary 969.62'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=26.28 cfs @ 12.24 hrs HW=970.61' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 26.28 cfs @ 2.66 fps) 164 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 42HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: WETLAND A Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.372 ac Peak Elev=970.61' Storage=13,449 cf 34.36 cfs 26.30 cfs 165 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 43HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: WETLAND A Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.62 11,466 0 969.63 11,520 115 969.64 11,574 230 969.65 11,628 346 969.66 11,682 463 969.67 11,737 580 969.68 11,791 698 969.69 11,845 816 969.70 11,899 935 969.71 11,953 1,054 969.72 12,007 1,174 969.73 12,061 1,294 969.74 12,115 1,415 969.75 12,169 1,536 969.76 12,223 1,658 969.77 12,278 1,781 969.78 12,332 1,904 969.79 12,386 2,027 969.80 12,440 2,152 969.81 12,494 2,276 969.82 12,548 2,401 969.83 12,602 2,527 969.84 12,656 2,653 969.85 12,710 2,780 969.86 12,765 2,908 969.87 12,819 3,036 969.88 12,873 3,164 969.89 12,927 3,293 969.90 12,981 3,423 969.91 13,035 3,553 969.92 13,089 3,683 969.93 13,143 3,814 969.94 13,197 3,946 969.95 13,251 4,078 969.96 13,306 4,211 969.97 13,360 4,344 969.98 13,414 4,478 969.99 13,468 4,613 970.00 13,522 4,748 970.01 13,549 4,883 970.02 13,575 5,019 970.03 13,602 5,155 970.04 13,628 5,291 970.05 13,655 5,427 970.06 13,681 5,564 970.07 13,708 5,701 970.08 13,734 5,838 970.09 13,761 5,975 970.10 13,787 6,113 970.11 13,814 6,251 970.12 13,840 6,389 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.13 13,867 6,528 970.14 13,893 6,667 970.15 13,920 6,806 970.16 13,946 6,945 970.17 13,973 7,085 970.18 14,000 7,225 970.19 14,026 7,365 970.20 14,053 7,505 970.21 14,079 7,646 970.22 14,106 7,787 970.23 14,132 7,928 970.24 14,159 8,069 970.25 14,185 8,211 970.26 14,212 8,353 970.27 14,238 8,495 970.28 14,265 8,638 970.29 14,291 8,781 970.30 14,318 8,924 970.31 14,344 9,067 970.32 14,371 9,211 970.33 14,397 9,354 970.34 14,424 9,499 970.35 14,451 9,643 970.36 14,477 9,788 970.37 14,504 9,932 970.38 14,530 10,078 970.39 14,557 10,223 970.40 14,583 10,369 970.41 14,610 10,515 970.42 14,636 10,661 970.43 14,663 10,807 970.44 14,689 10,954 970.45 14,716 11,101 970.46 14,742 11,249 970.47 14,769 11,396 970.48 14,795 11,544 970.49 14,822 11,692 970.50 14,849 11,840 970.51 14,875 11,989 970.52 14,902 12,138 970.53 14,928 12,287 970.54 14,955 12,436 970.55 14,981 12,586 970.56 15,008 12,736 970.57 15,034 12,886 970.58 15,061 13,037 970.59 15,087 13,187 970.60 15,114 13,338 970.61 15,140 13,490 970.62 15,167 13,641 970.63 15,193 13,793 166 21429- CHANHASSEN LOT SPLIT - EXISTING MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} Page 44HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: WETLAND A (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.64 15,220 13,945 970.65 15,246 14,097 970.66 15,273 14,250 970.67 15,300 14,403 970.68 15,326 14,556 970.69 15,353 14,709 970.70 15,379 14,863 970.71 15,406 15,017 970.72 15,432 15,171 970.73 15,459 15,326 970.74 15,485 15,480 970.75 15,512 15,635 970.76 15,538 15,791 970.77 15,565 15,946 970.78 15,591 16,102 970.79 15,618 16,258 970.80 15,644 16,414 970.81 15,671 16,571 970.82 15,697 16,728 970.83 15,724 16,885 970.84 15,751 17,042 970.85 15,777 17,200 970.86 15,804 17,358 970.87 15,830 17,516 970.88 15,857 17,674 970.89 15,883 17,833 970.90 15,910 17,992 970.91 15,936 18,151 970.92 15,963 18,311 970.93 15,989 18,470 970.94 16,016 18,630 970.95 16,042 18,791 970.96 16,069 18,951 970.97 16,095 19,112 970.98 16,122 19,273 970.99 16,148 19,435 971.00 16,175 19,596 167 21429- CHANHASSEN LOT SPLIT - EXISTING Table of Contents21429- EXISTING Printed 1/28/2022Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 2y 24hr AT-14 Event 6 Node Listing 7 Subcat EX1A: EX1A - DRAINS EAST DOWN LAKE LUCY ROAD 8 Subcat EX1B: EX1B - DRAINS SOUTH TO WETLAND A 9 Subcat EX1C: EX1C - DRAINS SOUTH TO WETLAND A 10 Subcat EX2: EX2 - DRAINS SOUTH TO WETLAND B 11 Subcat OFFSITE A: OFFSITE - DRAINS SOUTH TO WETLAND A 12 Subcat OFFSITE B: OFFSITE B- DRAINS SOUTH TO WETLAND A 13 Reach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A 14 Reach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B 15 Pond 1P: WETLAND A 10y 24hr AT-14 Event 19 Node Listing 20 Subcat EX1A: EX1A - DRAINS EAST DOWN LAKE LUCY ROAD 21 Subcat EX1B: EX1B - DRAINS SOUTH TO WETLAND A 22 Subcat EX1C: EX1C - DRAINS SOUTH TO WETLAND A 23 Subcat EX2: EX2 - DRAINS SOUTH TO WETLAND B 24 Subcat OFFSITE A: OFFSITE - DRAINS SOUTH TO WETLAND A 25 Subcat OFFSITE B: OFFSITE B- DRAINS SOUTH TO WETLAND A 26 Reach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A 27 Reach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B 28 Pond 1P: WETLAND A 100y 24hr AT-14 Event 32 Node Listing 33 Subcat EX1A: EX1A - DRAINS EAST DOWN LAKE LUCY ROAD 34 Subcat EX1B: EX1B - DRAINS SOUTH TO WETLAND A 35 Subcat EX1C: EX1C - DRAINS SOUTH TO WETLAND A 36 Subcat EX2: EX2 - DRAINS SOUTH TO WETLAND B 37 Subcat OFFSITE A: OFFSITE - DRAINS SOUTH TO WETLAND A 38 Subcat OFFSITE B: OFFSITE B- DRAINS SOUTH TO WETLAND A 39 Reach DA1: DRAINAGE AREA 1-TOTAL TO WETLAND A 40 Reach DA3: DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B 41 Pond 1P: WETLAND A 168 OFFSITE B OFFSITE B - DRAINS SOUTH TO WETLAND OUTSITE A OFFSITE A - DRAINS SOUTH TO WETLAND B PR1A PR1A - DRAINS EAST ALONG STREET PR1B PR1B - DRAINS SOUTH TO WETLAND A PR1C PR1C - DRAINS SOUTH TO RAIN GARDEN PR2A PR2C - DRAINS SOUTH TO WETLAND B PR2B PR2B - DRAINS SOUTH TO RAIN GARDEN PR2C PR2C - DRAINS SOUTH TO RAIN GARDEN DA 1 DRAINAGE AREA 1- TOTAL TO WETLAND A DA 2 DA 2- TOTAL EX 2DA 3 PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B 1P FILTRATION BASIN 1 2P FILTRATION BASIN 2 3P FILTRATION BASIN 3 4P WETLAND A Routing Diagram for 21429- PROPOSED Prepared by {enter your company name here}, Printed 2/17/2022 HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 169 21429- CHANHASSEN LOT SPLIT - PROPOSED 21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2y 24hr AT-14 MSE 24-hr 3 Default 24.00 1 2.94 2 2 10y 24hr AT-14 MSE 24-hr 3 Default 24.00 1 4.26 2 3 100y 24hr AT-14 MSE 24-hr 3 Default 24.00 1 7.36 2 170 21429- CHANHASSEN LOT SPLIT - PROPOSED 21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 4.212 80 Pasture/grassland/range, Good, HSG D (OFFSITE B, OUTSITE A, PR1B, PR1C, PR2A, PR2B, PR2C) 0.894 98 Paved parking, HSG C (OFFSITE B, OUTSITE A, PR1A, PR1B, PR1C, PR2B, PR2C) 5.106 83 TOTAL AREA 171 21429- CHANHASSEN LOT SPLIT - PROPOSED 21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.894 HSG C OFFSITE B, OUTSITE A, PR1A, PR1B, PR1C, PR2B, PR2C 4.212 HSG D OFFSITE B, OUTSITE A, PR1B, PR1C, PR2A, PR2B, PR2C 0.000 Other 5.106 TOTAL AREA 172 21429- CHANHASSEN LOT SPLIT - PROPOSED 21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 4.212 0.000 4.212 Pasture/grassland/range, Good OF FS IT E B, O UT SI TE A, PR 1B , PR 1C , PR 2A , PR 2B , PR 2C 0.000 0.000 0.894 0.000 0.000 0.894 Paved parking OF FS IT E B, O UT SI TE A, PR 1A , PR 1B , PR 1C , 173 21429- CHANHASSEN LOT SPLIT - PROPOSED 21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) (continued) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.894 4.212 0.000 5.106 TOTAL AREA 174 21429- CHANHASSEN LOT SPLIT - PROPOSED 21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 1P 973.10 971.50 23.0 0.0696 0.012 0.0 6.0 0.0 2 2P 963.50 963.00 70.0 0.0071 0.012 0.0 6.0 0.0 3 3P 961.50 961.00 61.0 0.0082 0.012 0.0 6.0 0.0 4 4P 965.00 963.50 29.0 0.0517 0.011 0.0 6.0 0.0 175 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=74,865 sf 8.12% Impervious Runoff Depth=1.33"Subcatchment OFFSITE B: OFFSITE B - Tc=10.0 min CN=WQ Runoff=3.46 cfs 0.190 af Runoff Area=49,573 sf 17.90% Impervious Runoff Depth=1.47"Subcatchment OUTSITE A: OFFSITE A - Tc=10.0 min CN=WQ Runoff=2.50 cfs 0.140 af Runoff Area=3,248 sf 100.00% Impervious Runoff Depth=2.71"Subcatchment PR1A: PR1A - DRAINS Tc=10.0 min CN=WQ Runoff=0.28 cfs 0.017 af Runoff Area=30,432 sf 23.96% Impervious Runoff Depth=1.57"Subcatchment PR1B: PR1B - DRAINS Tc=10.0 min CN=WQ Runoff=1.61 cfs 0.091 af Runoff Area=34,488 sf 20.19% Impervious Runoff Depth=1.51"Subcatchment PR1C: PR1C - DRAINS Tc=10.0 min CN=WQ Runoff=1.77 cfs 0.100 af Runoff Area=6,877 sf 0.00% Impervious Runoff Depth=1.21"Subcatchment PR2A: PR2C - DRAINS Tc=10.0 min CN=WQ Runoff=0.29 cfs 0.016 af Runoff Area=9,970 sf 30.15% Impervious Runoff Depth=1.66"Subcatchment PR2B: PR2B - DRAINS Tc=10.0 min CN=WQ Runoff=0.55 cfs 0.032 af Runoff Area=12,962 sf 26.86% Impervious Runoff Depth=1.61"Subcatchment PR2C: PR2C - DRAINS Tc=10.0 min CN=WQ Runoff=0.70 cfs 0.040 af Inflow=1.31 cfs 0.338 afReach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A Outflow=1.31 cfs 0.338 af Inflow=0.00 cfs 0.000 afReach DA 2: DA 2- TOTAL EX 2 Outflow=0.00 cfs 0.000 af Inflow=3.40 cfs 0.494 afReach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Outflow=3.40 cfs 0.494 af Peak Elev=976.88' Storage=2,833 cf Inflow=1.77 cfs 0.100 afPond 1P: FILTRATION BASIN 1 Discarded=0.00 cfs 0.000 af Primary=0.10 cfs 0.057 af Outflow=0.10 cfs 0.057 af Peak Elev=967.24' Storage=1,378 cf Inflow=0.55 cfs 0.032 afPond 2P: FILTRATION BASIN 2 Discarded=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Peak Elev=965.49' Storage=1,738 cf Inflow=0.70 cfs 0.040 afPond 3P: FILTRATION BASIN 3 Discarded=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Peak Elev=970.07' Storage=5,333 cf Inflow=5.07 cfs 0.338 afPond 4P: WETLAND A Outflow=1.31 cfs 0.338 af Total Runoff Area = 5.106 ac Runoff Volume = 0.625 af Average Runoff Depth = 1.47" 82.49% Pervious = 4.212 ac 17.51% Impervious = 0.894 ac 176 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFFSITE B: OFFSITE B - DRAINS SOUTH TO WETLAND Runoff = 3.46 cfs @ 12.18 hrs, Volume= 0.190 af, Depth= 1.33" Routed to Pond 4P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 6,076 98 Paved parking, HSG C 68,789 80 Pasture/grassland/range, Good, HSG D 74,865 Weighted Average 68,789 91.88% Pervious Area 6,076 8.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OFFSITE B: OFFSITE B - DRAINS SOUTH TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=74,865 sf Runoff Volume=0.190 af Runoff Depth=1.33" Tc=10.0 min CN=WQ 3.46 cfs 177 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OUTSITE A: OFFSITE A - DRAINS SOUTH TO WETLAND B Runoff = 2.50 cfs @ 12.18 hrs, Volume= 0.140 af, Depth= 1.47" Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 8,875 98 Paved parking, HSG C 40,698 80 Pasture/grassland/range, Good, HSG D 49,573 Weighted Average 40,698 82.10% Pervious Area 8,875 17.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OUTSITE A: OFFSITE A - DRAINS SOUTH TO WETLAND B Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=49,573 sf Runoff Volume=0.140 af Runoff Depth=1.47" Tc=10.0 min CN=WQ 2.50 cfs 178 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: PR1A - DRAINS EAST ALONG STREET Runoff = 0.28 cfs @ 12.17 hrs, Volume= 0.017 af, Depth= 2.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 3,248 98 Paved parking, HSG C 0 80 Pasture/grassland/range, Good, HSG D 3,248 Weighted Average 3,248 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR1A: PR1A - DRAINS EAST ALONG STREET Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=3,248 sf Runoff Volume=0.017 af Runoff Depth=2.71" Tc=10.0 min CN=WQ 0.28 cfs 179 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: PR1B - DRAINS SOUTH TO WETLAND A Runoff = 1.61 cfs @ 12.18 hrs, Volume= 0.091 af, Depth= 1.57" Routed to Pond 4P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 7,290 98 Paved parking, HSG C 23,142 80 Pasture/grassland/range, Good, HSG D 30,432 Weighted Average 23,142 76.04% Pervious Area 7,290 23.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR1B: PR1B - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=30,432 sf Runoff Volume=0.091 af Runoff Depth=1.57" Tc=10.0 min CN=WQ 1.61 cfs 180 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: PR1C - DRAINS SOUTH TO RAIN GARDEN Runoff = 1.77 cfs @ 12.18 hrs, Volume= 0.100 af, Depth= 1.51" Routed to Pond 1P : FILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 6,962 98 Paved parking, HSG C 27,526 80 Pasture/grassland/range, Good, HSG D 34,488 Weighted Average 27,526 79.81% Pervious Area 6,962 20.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR1C: PR1C - DRAINS SOUTH TO RAIN GARDEN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=34,488 sf Runoff Volume=0.100 af Runoff Depth=1.51" Tc=10.0 min CN=WQ 1.77 cfs 181 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2A: PR2C - DRAINS SOUTH TO WETLAND B Runoff = 0.29 cfs @ 12.18 hrs, Volume= 0.016 af, Depth= 1.21" Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 0 98 Paved parking, HSG C 6,877 80 Pasture/grassland/range, Good, HSG D 6,877 Weighted Average 6,877 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR2A: PR2C - DRAINS SOUTH TO WETLAND B Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=6,877 sf Runoff Volume=0.016 af Runoff Depth=1.21" Tc=10.0 min CN=WQ 0.29 cfs 182 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2B: PR2B - DRAINS SOUTH TO RAIN GARDEN Runoff = 0.55 cfs @ 12.18 hrs, Volume= 0.032 af, Depth= 1.66" Routed to Pond 2P : FILTRATION BASIN 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 3,006 98 Paved parking, HSG C 6,964 80 Pasture/grassland/range, Good, HSG D 9,970 Weighted Average 6,964 69.85% Pervious Area 3,006 30.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR2B: PR2B - DRAINS SOUTH TO RAIN GARDEN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=9,970 sf Runoff Volume=0.032 af Runoff Depth=1.66" Tc=10.0 min CN=WQ 0.55 cfs 183 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2C: PR2C - DRAINS SOUTH TO RAIN GARDEN Runoff = 0.70 cfs @ 12.18 hrs, Volume= 0.040 af, Depth= 1.61" Routed to Pond 3P : FILTRATION BASIN 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Area (sf) CN Description 3,481 98 Paved parking, HSG C 9,481 80 Pasture/grassland/range, Good, HSG D 12,962 Weighted Average 9,481 73.14% Pervious Area 3,481 26.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR2C: PR2C - DRAINS SOUTH TO RAIN GARDEN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94" Runoff Area=12,962 sf Runoff Volume=0.040 af Runoff Depth=1.61" Tc=10.0 min CN=WQ 0.70 cfs 184 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.209 ac, 14.54% Impervious, Inflow Depth = 1.26" for 2y 24hr AT-14 event Inflow = 1.31 cfs @ 12.52 hrs, Volume= 0.338 af Outflow = 1.31 cfs @ 12.52 hrs, Volume= 0.338 af, Atten= 0%, Lag= 0.0 min Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=3.209 ac 1.31 cfs 1.31 cfs 185 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA 2: DA 2- TOTAL EX 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.526 ac, 28.29% Impervious, Inflow Depth = 0.00" for 2y 24hr AT-14 event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA 2: DA 2- TOTAL EX 2 Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.526 ac 0.00 cfs 0.00 cfs 186 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.031 ac, 16.28% Impervious, Inflow Depth = 1.18" for 2y 24hr AT-14 event Inflow = 3.40 cfs @ 12.19 hrs, Volume= 0.494 af Outflow = 3.40 cfs @ 12.19 hrs, Volume= 0.494 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=5.031 ac 3.40 cfs 3.40 cfs 187 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN 1 Inflow Area = 0.792 ac, 20.19% Impervious, Inflow Depth = 1.51" for 2y 24hr AT-14 event Inflow = 1.77 cfs @ 12.18 hrs, Volume= 0.100 af Outflow = 0.10 cfs @ 13.59 hrs, Volume= 0.057 af, Atten= 94%, Lag= 84.7 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.10 cfs @ 13.59 hrs, Volume= 0.057 af Routed to Pond 4P : WETLAND A Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 976.88' @ 13.59 hrs Surf.Area= 2,702 sf Storage= 2,833 cf Plug-Flow detention time= 279.3 min calculated for 0.057 af (57% of inflow) Center-of-Mass det. time= 191.9 min ( 989.8 - 797.9 ) Volume Invert Avail.Storage Storage Description #1 975.60' 4,563 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 975.60 1,701 0 0 976.00 2,043 749 749 977.00 2,793 2,418 3,167 977.50 2,793 1,397 4,563 Device Routing Invert Outlet Devices #1 Primary 973.10'6.0" Round OUTLET PIPE L= 23.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 973.10' / 971.50' S= 0.0696 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf #2 Device 1 976.50'24.0" Vert. RIM- Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 977.10'10.0' long x 10.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #4 Device 5 975.60'1.600 in/hr Exfiltration over Surface area above 973.10' Excluded Surface area = 0 sf #5 Device 2 973.10'6.0" Vert. Orifice 6" draintile C= 0.600 Limited to weir flow at low heads #6 Discarded 975.60'0.600 in/hr Exfiltration-Infiltration into Rock over Surface area from 972.50' - 973.10' Excluded Surface area = 0 sf 188 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.60' (Free Discharge) 6=Exfiltration-Infiltration into Rock ( Controls 0.00 cfs) Primary OutFlow Max=0.10 cfs @ 13.59 hrs HW=976.88' (Free Discharge) 1=OUTLET PIPE (Passes 0.10 cfs of 1.57 cfs potential flow) 2=RIM- Orifice/Grate (Passes 0.10 cfs of 0.86 cfs potential flow) 5=Orifice 6" draintile (Passes 0.10 cfs of 0.58 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.10 cfs) 3=EOF ( Controls 0.00 cfs) Pond 1P: FILTRATION BASIN 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.792 ac Peak Elev=976.88' Storage=2,833 cf 1.77 cfs 0.10 cfs 0.00 cfs0.10 cfs 189 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 975.60 1,701 0 975.61 1,710 17 975.62 1,718 34 975.63 1,727 51 975.64 1,735 69 975.65 1,744 86 975.66 1,752 104 975.67 1,761 121 975.68 1,769 139 975.69 1,778 157 975.70 1,787 174 975.71 1,795 192 975.72 1,804 210 975.73 1,812 228 975.74 1,821 247 975.75 1,829 265 975.76 1,838 283 975.77 1,846 302 975.78 1,855 320 975.79 1,863 339 975.80 1,872 357 975.81 1,881 376 975.82 1,889 395 975.83 1,898 414 975.84 1,906 433 975.85 1,915 452 975.86 1,923 471 975.87 1,932 490 975.88 1,940 510 975.89 1,949 529 975.90 1,957 549 975.91 1,966 568 975.92 1,975 588 975.93 1,983 608 975.94 1,992 628 975.95 2,000 648 975.96 2,009 668 975.97 2,017 688 975.98 2,026 708 975.99 2,034 728 976.00 2,043 749 976.01 2,050 769 976.02 2,058 790 976.03 2,065 810 976.04 2,073 831 976.05 2,081 852 976.06 2,088 873 976.07 2,096 894 976.08 2,103 915 976.09 2,111 936 976.10 2,118 957 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.11 2,126 978 976.12 2,133 999 976.13 2,140 1,021 976.14 2,148 1,042 976.15 2,155 1,064 976.16 2,163 1,085 976.17 2,171 1,107 976.18 2,178 1,129 976.19 2,186 1,151 976.20 2,193 1,172 976.21 2,201 1,194 976.22 2,208 1,216 976.23 2,216 1,239 976.24 2,223 1,261 976.25 2,231 1,283 976.26 2,238 1,305 976.27 2,245 1,328 976.28 2,253 1,350 976.29 2,261 1,373 976.30 2,268 1,395 976.31 2,276 1,418 976.32 2,283 1,441 976.33 2,291 1,464 976.34 2,298 1,487 976.35 2,306 1,510 976.36 2,313 1,533 976.37 2,321 1,556 976.38 2,328 1,579 976.39 2,335 1,603 976.40 2,343 1,626 976.41 2,350 1,649 976.42 2,358 1,673 976.43 2,366 1,697 976.44 2,373 1,720 976.45 2,381 1,744 976.46 2,388 1,768 976.47 2,396 1,792 976.48 2,403 1,816 976.49 2,411 1,840 976.50 2,418 1,864 976.51 2,425 1,888 976.52 2,433 1,913 976.53 2,440 1,937 976.54 2,448 1,961 976.55 2,456 1,986 976.56 2,463 2,010 976.57 2,471 2,035 976.58 2,478 2,060 976.59 2,486 2,085 976.60 2,493 2,110 976.61 2,501 2,135 190 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.62 2,508 2,160 976.63 2,515 2,185 976.64 2,523 2,210 976.65 2,530 2,235 976.66 2,538 2,261 976.67 2,546 2,286 976.68 2,553 2,311 976.69 2,561 2,337 976.70 2,568 2,363 976.71 2,576 2,388 976.72 2,583 2,414 976.73 2,591 2,440 976.74 2,598 2,466 976.75 2,606 2,492 976.76 2,613 2,518 976.77 2,620 2,544 976.78 2,628 2,570 976.79 2,636 2,597 976.80 2,643 2,623 976.81 2,651 2,650 976.82 2,658 2,676 976.83 2,666 2,703 976.84 2,673 2,730 976.85 2,681 2,756 976.86 2,688 2,783 976.87 2,696 2,810 976.88 2,703 2,837 976.89 2,710 2,864 976.90 2,718 2,891 976.91 2,725 2,918 976.92 2,733 2,946 976.93 2,741 2,973 976.94 2,748 3,001 976.95 2,756 3,028 976.96 2,763 3,056 976.97 2,771 3,083 976.98 2,778 3,111 976.99 2,786 3,139 977.00 2,793 3,167 977.01 2,793 3,195 977.02 2,793 3,223 977.03 2,793 3,251 977.04 2,793 3,279 977.05 2,793 3,306 977.06 2,793 3,334 977.07 2,793 3,362 977.08 2,793 3,390 977.09 2,793 3,418 977.10 2,793 3,446 977.11 2,793 3,474 977.12 2,793 3,502 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 977.13 2,793 3,530 977.14 2,793 3,558 977.15 2,793 3,586 977.16 2,793 3,614 977.17 2,793 3,642 977.18 2,793 3,670 977.19 2,793 3,697 977.20 2,793 3,725 977.21 2,793 3,753 977.22 2,793 3,781 977.23 2,793 3,809 977.24 2,793 3,837 977.25 2,793 3,865 977.26 2,793 3,893 977.27 2,793 3,921 977.28 2,793 3,949 977.29 2,793 3,977 977.30 2,793 4,005 977.31 2,793 4,033 977.32 2,793 4,061 977.33 2,793 4,088 977.34 2,793 4,116 977.35 2,793 4,144 977.36 2,793 4,172 977.37 2,793 4,200 977.38 2,793 4,228 977.39 2,793 4,256 977.40 2,793 4,284 977.41 2,793 4,312 977.42 2,793 4,340 977.43 2,793 4,368 977.44 2,793 4,396 977.45 2,793 4,424 977.46 2,793 4,452 977.47 2,793 4,480 977.48 2,793 4,507 977.49 2,793 4,535 977.50 2,793 4,563 977.51 2,793 4,563 977.52 2,793 4,563 977.53 2,793 4,563 977.54 2,793 4,563 977.55 2,793 4,563 977.56 2,793 4,563 977.57 2,793 4,563 977.58 2,793 4,563 977.59 2,793 4,563 977.60 2,793 4,563 977.61 2,793 4,563 977.62 2,793 4,563 977.63 2,793 4,563 191 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 977.64 2,793 4,563 977.65 2,793 4,563 977.66 2,793 4,563 977.67 2,793 4,563 977.68 2,793 4,563 977.69 2,793 4,563 977.70 2,793 4,563 977.71 2,793 4,563 977.72 2,793 4,563 977.73 2,793 4,563 977.74 2,793 4,563 977.75 2,793 4,563 977.76 2,793 4,563 977.77 2,793 4,563 977.78 2,793 4,563 977.79 2,793 4,563 977.80 2,793 4,563 977.81 2,793 4,563 977.82 2,793 4,563 977.83 2,793 4,563 977.84 2,793 4,563 977.85 2,793 4,563 977.86 2,793 4,563 977.87 2,793 4,563 977.88 2,793 4,563 977.89 2,793 4,563 977.90 2,793 4,563 977.91 2,793 4,563 977.92 2,793 4,563 977.93 2,793 4,563 977.94 2,793 4,563 977.95 2,793 4,563 977.96 2,793 4,563 977.97 2,793 4,563 977.98 2,793 4,563 977.99 2,793 4,563 978.00 2,793 4,563 978.01 2,793 4,563 978.02 2,793 4,563 978.03 2,793 4,563 978.04 2,793 4,563 978.05 2,793 4,563 978.06 2,793 4,563 978.07 2,793 4,563 978.08 2,793 4,563 978.09 2,793 4,563 978.10 2,793 4,563 978.11 2,793 4,563 978.12 2,793 4,563 978.13 2,793 4,563 978.14 2,793 4,563 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 978.15 2,793 4,563 978.16 2,793 4,563 978.17 2,793 4,563 978.18 2,793 4,563 978.19 2,793 4,563 978.20 2,793 4,563 978.21 2,793 4,563 978.22 2,793 4,563 978.23 2,793 4,563 978.24 2,793 4,563 978.25 2,793 4,563 978.26 2,793 4,563 978.27 2,793 4,563 978.28 2,793 4,563 978.29 2,793 4,563 978.30 2,793 4,563 978.31 2,793 4,563 978.32 2,793 4,563 978.33 2,793 4,563 978.34 2,793 4,563 978.35 2,793 4,563 978.36 2,793 4,563 978.37 2,793 4,563 978.38 2,793 4,563 978.39 2,793 4,563 978.40 2,793 4,563 978.41 2,793 4,563 978.42 2,793 4,563 978.43 2,793 4,563 978.44 2,793 4,563 978.45 2,793 4,563 978.46 2,793 4,563 978.47 2,793 4,563 978.48 2,793 4,563 978.49 2,793 4,563 978.50 2,793 4,563 192 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: FILTRATION BASIN 2 Inflow Area = 0.229 ac, 30.15% Impervious, Inflow Depth = 1.66" for 2y 24hr AT-14 event Inflow = 0.55 cfs @ 12.18 hrs, Volume= 0.032 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DA 2 : DA 2- TOTAL EX 2 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 967.24' @ 24.57 hrs Surf.Area= 1,800 sf Storage= 1,378 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 966.00' 14,363 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 966.00 521 0 0 967.00 1,462 992 992 968.00 2,890 2,176 3,168 969.00 4,875 3,883 7,050 970.50 4,875 7,313 14,363 Device Routing Invert Outlet Devices #1 Primary 963.50'6.0" Round OUTLET PIPE L= 70.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 963.50' / 963.00' S= 0.0071 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf #2 Device 1 968.00'24.0" Vert. RIM- Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 970.25'10.0' long x 10.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #4 Device 5 966.00'1.600 in/hr Exfiltration over Surface area above 963.50' Excluded Surface area = 0 sf #5 Device 2 963.50'6.0" Vert. Orifice 6" draintile C= 0.600 Limited to weir flow at low heads #6 Discarded 966.00'0.600 in/hr Exfiltration into Rock over Surface area from 962.90' - 963.50' Excluded Surface area = 0 sf 193 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=966.00' (Free Discharge) 6=Exfiltration into Rock ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=966.00' (Free Discharge) 1=OUTLET PIPE (Passes 0.00 cfs of 0.98 cfs potential flow) 2=RIM- Orifice/Grate ( Controls 0.00 cfs) 5=Orifice 6" draintile ( Controls 0.00 cfs) 4=Exfiltration (Passes 0.00 cfs of 0.02 cfs potential flow) 3=EOF ( Controls 0.00 cfs) Pond 2P: FILTRATION BASIN 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.229 ac Peak Elev=967.24' Storage=1,378 cf 0.55 cfs 0.00 cfs 0.00 cfs 0.00 cfs 194 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.00 521 0 966.01 530 5 966.02 540 11 966.03 549 16 966.04 559 22 966.05 568 27 966.06 577 33 966.07 587 39 966.08 596 45 966.09 606 51 966.10 615 57 966.11 625 63 966.12 634 69 966.13 643 76 966.14 653 82 966.15 662 89 966.16 672 95 966.17 681 102 966.18 690 109 966.19 700 116 966.20 709 123 966.21 719 130 966.22 728 137 966.23 737 145 966.24 747 152 966.25 756 160 966.26 766 167 966.27 775 175 966.28 784 183 966.29 794 191 966.30 803 199 966.31 813 207 966.32 822 215 966.33 832 223 966.34 841 232 966.35 850 240 966.36 860 249 966.37 869 257 966.38 879 266 966.39 888 275 966.40 897 284 966.41 907 293 966.42 916 302 966.43 926 311 966.44 935 320 966.45 944 330 966.46 954 339 966.47 963 349 966.48 973 358 966.49 982 368 966.50 992 378 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.51 1,001 388 966.52 1,010 398 966.53 1,020 408 966.54 1,029 419 966.55 1,039 429 966.56 1,048 439 966.57 1,057 450 966.58 1,067 460 966.59 1,076 471 966.60 1,086 482 966.61 1,095 493 966.62 1,104 504 966.63 1,114 515 966.64 1,123 526 966.65 1,133 537 966.66 1,142 549 966.67 1,151 560 966.68 1,161 572 966.69 1,170 583 966.70 1,180 595 966.71 1,189 607 966.72 1,199 619 966.73 1,208 631 966.74 1,217 643 966.75 1,227 655 966.76 1,236 668 966.77 1,246 680 966.78 1,255 693 966.79 1,264 705 966.80 1,274 718 966.81 1,283 731 966.82 1,293 744 966.83 1,302 757 966.84 1,311 770 966.85 1,321 783 966.86 1,330 796 966.87 1,340 809 966.88 1,349 823 966.89 1,358 836 966.90 1,368 850 966.91 1,377 864 966.92 1,387 878 966.93 1,396 891 966.94 1,406 905 966.95 1,415 920 966.96 1,424 934 966.97 1,434 948 966.98 1,443 962 966.99 1,453 977 967.00 1,462 992 967.01 1,476 1,006 195 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 967.02 1,491 1,021 967.03 1,505 1,036 967.04 1,519 1,051 967.05 1,533 1,066 967.06 1,548 1,082 967.07 1,562 1,097 967.08 1,576 1,113 967.09 1,591 1,129 967.10 1,605 1,145 967.11 1,619 1,161 967.12 1,633 1,177 967.13 1,648 1,194 967.14 1,662 1,210 967.15 1,676 1,227 967.16 1,690 1,244 967.17 1,705 1,261 967.18 1,719 1,278 967.19 1,733 1,295 967.20 1,748 1,312 967.21 1,762 1,330 967.22 1,776 1,348 967.23 1,790 1,366 967.24 1,805 1,384 967.25 1,819 1,402 967.26 1,833 1,420 967.27 1,848 1,438 967.28 1,862 1,457 967.29 1,876 1,476 967.30 1,890 1,494 967.31 1,905 1,513 967.32 1,919 1,532 967.33 1,933 1,552 967.34 1,948 1,571 967.35 1,962 1,591 967.36 1,976 1,610 967.37 1,990 1,630 967.38 2,005 1,650 967.39 2,019 1,670 967.40 2,033 1,691 967.41 2,047 1,711 967.42 2,062 1,731 967.43 2,076 1,752 967.44 2,090 1,773 967.45 2,105 1,794 967.46 2,119 1,815 967.47 2,133 1,836 967.48 2,147 1,858 967.49 2,162 1,879 967.50 2,176 1,901 967.51 2,190 1,923 967.52 2,205 1,945 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 967.53 2,219 1,967 967.54 2,233 1,989 967.55 2,247 2,012 967.56 2,262 2,034 967.57 2,276 2,057 967.58 2,290 2,080 967.59 2,305 2,103 967.60 2,319 2,126 967.61 2,333 2,149 967.62 2,347 2,172 967.63 2,362 2,196 967.64 2,376 2,220 967.65 2,390 2,243 967.66 2,404 2,267 967.67 2,419 2,292 967.68 2,433 2,316 967.69 2,447 2,340 967.70 2,462 2,365 967.71 2,476 2,389 967.72 2,490 2,414 967.73 2,504 2,439 967.74 2,519 2,464 967.75 2,533 2,490 967.76 2,547 2,515 967.77 2,562 2,541 967.78 2,576 2,566 967.79 2,590 2,592 967.80 2,604 2,618 967.81 2,619 2,644 967.82 2,633 2,670 967.83 2,647 2,697 967.84 2,662 2,723 967.85 2,676 2,750 967.86 2,690 2,777 967.87 2,704 2,804 967.88 2,719 2,831 967.89 2,733 2,858 967.90 2,747 2,886 967.91 2,761 2,913 967.92 2,776 2,941 967.93 2,790 2,969 967.94 2,804 2,997 967.95 2,819 3,025 967.96 2,833 3,053 967.97 2,847 3,081 967.98 2,861 3,110 967.99 2,876 3,139 968.00 2,890 3,168 968.01 2,910 3,196 968.02 2,930 3,226 968.03 2,950 3,255 196 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 968.04 2,969 3,285 968.05 2,989 3,314 968.06 3,009 3,344 968.07 3,029 3,375 968.08 3,049 3,405 968.09 3,069 3,436 968.10 3,089 3,466 968.11 3,108 3,497 968.12 3,128 3,529 968.13 3,148 3,560 968.14 3,168 3,592 968.15 3,188 3,623 968.16 3,208 3,655 968.17 3,227 3,687 968.18 3,247 3,720 968.19 3,267 3,752 968.20 3,287 3,785 968.21 3,307 3,818 968.22 3,327 3,851 968.23 3,347 3,885 968.24 3,366 3,918 968.25 3,386 3,952 968.26 3,406 3,986 968.27 3,426 4,020 968.28 3,446 4,055 968.29 3,466 4,089 968.30 3,485 4,124 968.31 3,505 4,159 968.32 3,525 4,194 968.33 3,545 4,229 968.34 3,565 4,265 968.35 3,585 4,301 968.36 3,605 4,337 968.37 3,624 4,373 968.38 3,644 4,409 968.39 3,664 4,446 968.40 3,684 4,482 968.41 3,704 4,519 968.42 3,724 4,556 968.43 3,744 4,594 968.44 3,763 4,631 968.45 3,783 4,669 968.46 3,803 4,707 968.47 3,823 4,745 968.48 3,843 4,783 968.49 3,863 4,822 968.50 3,883 4,861 968.51 3,902 4,900 968.52 3,922 4,939 968.53 3,942 4,978 968.54 3,962 5,018 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 968.55 3,982 5,057 968.56 4,002 5,097 968.57 4,021 5,137 968.58 4,041 5,178 968.59 4,061 5,218 968.60 4,081 5,259 968.61 4,101 5,300 968.62 4,121 5,341 968.63 4,141 5,382 968.64 4,160 5,424 968.65 4,180 5,465 968.66 4,200 5,507 968.67 4,220 5,549 968.68 4,240 5,592 968.69 4,260 5,634 968.70 4,280 5,677 968.71 4,299 5,720 968.72 4,319 5,763 968.73 4,339 5,806 968.74 4,359 5,850 968.75 4,379 5,893 968.76 4,399 5,937 968.77 4,418 5,981 968.78 4,438 6,026 968.79 4,458 6,070 968.80 4,478 6,115 968.81 4,498 6,160 968.82 4,518 6,205 968.83 4,538 6,250 968.84 4,557 6,295 968.85 4,577 6,341 968.86 4,597 6,387 968.87 4,617 6,433 968.88 4,637 6,479 968.89 4,657 6,526 968.90 4,676 6,572 968.91 4,696 6,619 968.92 4,716 6,666 968.93 4,736 6,714 968.94 4,756 6,761 968.95 4,776 6,809 968.96 4,796 6,857 968.97 4,815 6,905 968.98 4,835 6,953 968.99 4,855 7,001 969.00 4,875 7,050 969.01 4,875 7,099 969.02 4,875 7,147 969.03 4,875 7,196 969.04 4,875 7,245 969.05 4,875 7,294 197 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.06 4,875 7,342 969.07 4,875 7,391 969.08 4,875 7,440 969.09 4,875 7,489 969.10 4,875 7,538 969.11 4,875 7,586 969.12 4,875 7,635 969.13 4,875 7,684 969.14 4,875 7,732 969.15 4,875 7,781 969.16 4,875 7,830 969.17 4,875 7,879 969.18 4,875 7,927 969.19 4,875 7,976 969.20 4,875 8,025 969.21 4,875 8,074 969.22 4,875 8,123 969.23 4,875 8,171 969.24 4,875 8,220 969.25 4,875 8,269 969.26 4,875 8,317 969.27 4,875 8,366 969.28 4,875 8,415 969.29 4,875 8,464 969.30 4,875 8,512 969.31 4,875 8,561 969.32 4,875 8,610 969.33 4,875 8,659 969.34 4,875 8,708 969.35 4,875 8,756 969.36 4,875 8,805 969.37 4,875 8,854 969.38 4,875 8,902 969.39 4,875 8,951 969.40 4,875 9,000 969.41 4,875 9,049 969.42 4,875 9,097 969.43 4,875 9,146 969.44 4,875 9,195 969.45 4,875 9,244 969.46 4,875 9,293 969.47 4,875 9,341 969.48 4,875 9,390 969.49 4,875 9,439 969.50 4,875 9,488 969.51 4,875 9,536 969.52 4,875 9,585 969.53 4,875 9,634 969.54 4,875 9,682 969.55 4,875 9,731 969.56 4,875 9,780 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.57 4,875 9,829 969.58 4,875 9,878 969.59 4,875 9,926 969.60 4,875 9,975 969.61 4,875 10,024 969.62 4,875 10,073 969.63 4,875 10,121 969.64 4,875 10,170 969.65 4,875 10,219 969.66 4,875 10,267 969.67 4,875 10,316 969.68 4,875 10,365 969.69 4,875 10,414 969.70 4,875 10,463 969.71 4,875 10,511 969.72 4,875 10,560 969.73 4,875 10,609 969.74 4,875 10,658 969.75 4,875 10,706 969.76 4,875 10,755 969.77 4,875 10,804 969.78 4,875 10,852 969.79 4,875 10,901 969.80 4,875 10,950 969.81 4,875 10,999 969.82 4,875 11,048 969.83 4,875 11,096 969.84 4,875 11,145 969.85 4,875 11,194 969.86 4,875 11,243 969.87 4,875 11,291 969.88 4,875 11,340 969.89 4,875 11,389 969.90 4,875 11,437 969.91 4,875 11,486 969.92 4,875 11,535 969.93 4,875 11,584 969.94 4,875 11,633 969.95 4,875 11,681 969.96 4,875 11,730 969.97 4,875 11,779 969.98 4,875 11,828 969.99 4,875 11,876 970.00 4,875 11,925 970.01 4,875 11,974 970.02 4,875 12,022 970.03 4,875 12,071 970.04 4,875 12,120 970.05 4,875 12,169 970.06 4,875 12,217 970.07 4,875 12,266 198 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.08 4,875 12,315 970.09 4,875 12,364 970.10 4,875 12,413 970.11 4,875 12,461 970.12 4,875 12,510 970.13 4,875 12,559 970.14 4,875 12,607 970.15 4,875 12,656 970.16 4,875 12,705 970.17 4,875 12,754 970.18 4,875 12,802 970.19 4,875 12,851 970.20 4,875 12,900 970.21 4,875 12,949 970.22 4,875 12,998 970.23 4,875 13,046 970.24 4,875 13,095 970.25 4,875 13,144 970.26 4,875 13,192 970.27 4,875 13,241 970.28 4,875 13,290 970.29 4,875 13,339 970.30 4,875 13,387 970.31 4,875 13,436 970.32 4,875 13,485 970.33 4,875 13,534 970.34 4,875 13,583 970.35 4,875 13,631 970.36 4,875 13,680 970.37 4,875 13,729 970.38 4,875 13,777 970.39 4,875 13,826 970.40 4,875 13,875 970.41 4,875 13,924 970.42 4,875 13,972 970.43 4,875 14,021 970.44 4,875 14,070 970.45 4,875 14,119 970.46 4,875 14,168 970.47 4,875 14,216 970.48 4,875 14,265 970.49 4,875 14,314 970.50 4,875 14,363 199 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 32HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: FILTRATION BASIN 3 Inflow Area = 0.298 ac, 26.86% Impervious, Inflow Depth = 1.61" for 2y 24hr AT-14 event Inflow = 0.70 cfs @ 12.18 hrs, Volume= 0.040 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DA 2 : DA 2- TOTAL EX 2 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 965.49' @ 24.57 hrs Surf.Area= 1,483 sf Storage= 1,738 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 964.00' 2,785 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 964.00 527 0 0 965.00 1,483 1,005 1,005 966.20 1,483 1,780 2,785 Device Routing Invert Outlet Devices #1 Primary 961.50'6.0" Round OUTLET PIPE L= 61.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 961.50' / 961.00' S= 0.0082 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf #2 Device 1 965.50'24.0" Vert. RIM- Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 966.00'10.0' long x 10.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #4 Device 5 964.00'1.600 in/hr Exfiltration over Surface area above 961.50' Excluded Surface area = 0 sf #5 Device 2 961.50'6.0" Vert. Orifice 6" draintile C= 0.600 Limited to weir flow at low heads #6 Discarded 964.00'0.600 in/hr Exfiltration into Rock over Surface area from 960.90' - 961.50' Excluded Surface area = 0 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=964.00' (Free Discharge) 6=Exfiltration into Rock ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=964.00' (Free Discharge) 1=OUTLET PIPE (Passes 0.00 cfs of 1.03 cfs potential flow) 2=RIM- Orifice/Grate ( Controls 0.00 cfs) 5=Orifice 6" draintile ( Controls 0.00 cfs) 4=Exfiltration (Passes 0.00 cfs of 0.02 cfs potential flow) 3=EOF ( Controls 0.00 cfs) 200 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 33HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 3P: FILTRATION BASIN 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.298 ac Peak Elev=965.49' Storage=1,738 cf 0.70 cfs 0.00 cfs 0.00 cfs 0.00 cfs 201 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 34HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 964.00 527 0 964.01 537 5 964.02 546 11 964.03 556 16 964.04 565 22 964.05 575 28 964.06 584 33 964.07 594 39 964.08 603 45 964.09 613 51 964.10 623 57 964.11 632 64 964.12 642 70 964.13 651 77 964.14 661 83 964.15 670 90 964.16 680 97 964.17 690 103 964.18 699 110 964.19 709 117 964.20 718 125 964.21 728 132 964.22 737 139 964.23 747 146 964.24 756 154 964.25 766 162 964.26 776 169 964.27 785 177 964.28 795 185 964.29 804 193 964.30 814 201 964.31 823 209 964.32 833 218 964.33 842 226 964.34 852 234 964.35 862 243 964.36 871 252 964.37 881 260 964.38 890 269 964.39 900 278 964.40 909 287 964.41 919 296 964.42 929 306 964.43 938 315 964.44 948 324 964.45 957 334 964.46 967 344 964.47 976 353 964.48 986 363 964.49 995 373 964.50 1,005 383 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 964.51 1,015 393 964.52 1,024 403 964.53 1,034 414 964.54 1,043 424 964.55 1,053 434 964.56 1,062 445 964.57 1,072 456 964.58 1,081 466 964.59 1,091 477 964.60 1,101 488 964.61 1,110 499 964.62 1,120 510 964.63 1,129 522 964.64 1,139 533 964.65 1,148 545 964.66 1,158 556 964.67 1,168 568 964.68 1,177 579 964.69 1,187 591 964.70 1,196 603 964.71 1,206 615 964.72 1,215 627 964.73 1,225 639 964.74 1,234 652 964.75 1,244 664 964.76 1,254 677 964.77 1,263 689 964.78 1,273 702 964.79 1,282 715 964.80 1,292 728 964.81 1,301 740 964.82 1,311 754 964.83 1,320 767 964.84 1,330 780 964.85 1,340 793 964.86 1,349 807 964.87 1,359 820 964.88 1,368 834 964.89 1,378 848 964.90 1,387 861 964.91 1,397 875 964.92 1,407 889 964.93 1,416 904 964.94 1,426 918 964.95 1,435 932 964.96 1,445 946 964.97 1,454 961 964.98 1,464 976 964.99 1,473 990 965.00 1,483 1,005 965.01 1,483 1,020 202 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 35HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 965.02 1,483 1,035 965.03 1,483 1,049 965.04 1,483 1,064 965.05 1,483 1,079 965.06 1,483 1,094 965.07 1,483 1,109 965.08 1,483 1,124 965.09 1,483 1,138 965.10 1,483 1,153 965.11 1,483 1,168 965.12 1,483 1,183 965.13 1,483 1,198 965.14 1,483 1,213 965.15 1,483 1,227 965.16 1,483 1,242 965.17 1,483 1,257 965.18 1,483 1,272 965.19 1,483 1,287 965.20 1,483 1,302 965.21 1,483 1,316 965.22 1,483 1,331 965.23 1,483 1,346 965.24 1,483 1,361 965.25 1,483 1,376 965.26 1,483 1,391 965.27 1,483 1,405 965.28 1,483 1,420 965.29 1,483 1,435 965.30 1,483 1,450 965.31 1,483 1,465 965.32 1,483 1,480 965.33 1,483 1,494 965.34 1,483 1,509 965.35 1,483 1,524 965.36 1,483 1,539 965.37 1,483 1,554 965.38 1,483 1,569 965.39 1,483 1,583 965.40 1,483 1,598 965.41 1,483 1,613 965.42 1,483 1,628 965.43 1,483 1,643 965.44 1,483 1,658 965.45 1,483 1,672 965.46 1,483 1,687 965.47 1,483 1,702 965.48 1,483 1,717 965.49 1,483 1,732 965.50 1,483 1,747 965.51 1,483 1,761 965.52 1,483 1,776 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 965.53 1,483 1,791 965.54 1,483 1,806 965.55 1,483 1,821 965.56 1,483 1,835 965.57 1,483 1,850 965.58 1,483 1,865 965.59 1,483 1,880 965.60 1,483 1,895 965.61 1,483 1,910 965.62 1,483 1,924 965.63 1,483 1,939 965.64 1,483 1,954 965.65 1,483 1,969 965.66 1,483 1,984 965.67 1,483 1,999 965.68 1,483 2,013 965.69 1,483 2,028 965.70 1,483 2,043 965.71 1,483 2,058 965.72 1,483 2,073 965.73 1,483 2,088 965.74 1,483 2,102 965.75 1,483 2,117 965.76 1,483 2,132 965.77 1,483 2,147 965.78 1,483 2,162 965.79 1,483 2,177 965.80 1,483 2,191 965.81 1,483 2,206 965.82 1,483 2,221 965.83 1,483 2,236 965.84 1,483 2,251 965.85 1,483 2,266 965.86 1,483 2,280 965.87 1,483 2,295 965.88 1,483 2,310 965.89 1,483 2,325 965.90 1,483 2,340 965.91 1,483 2,355 965.92 1,483 2,369 965.93 1,483 2,384 965.94 1,483 2,399 965.95 1,483 2,414 965.96 1,483 2,429 965.97 1,483 2,444 965.98 1,483 2,458 965.99 1,483 2,473 966.00 1,483 2,488 966.01 1,483 2,503 966.02 1,483 2,518 966.03 1,483 2,532 203 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 36HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.04 1,483 2,547 966.05 1,483 2,562 966.06 1,483 2,577 966.07 1,483 2,592 966.08 1,483 2,607 966.09 1,483 2,621 966.10 1,483 2,636 966.11 1,483 2,651 966.12 1,483 2,666 966.13 1,483 2,681 966.14 1,483 2,696 966.15 1,483 2,710 966.16 1,483 2,725 966.17 1,483 2,740 966.18 1,483 2,755 966.19 1,483 2,770 966.20 1,483 2,785 966.21 1,483 2,785 966.22 1,483 2,785 966.23 1,483 2,785 966.24 1,483 2,785 966.25 1,483 2,785 966.26 1,483 2,785 966.27 1,483 2,785 966.28 1,483 2,785 966.29 1,483 2,785 966.30 1,483 2,785 966.31 1,483 2,785 966.32 1,483 2,785 966.33 1,483 2,785 966.34 1,483 2,785 966.35 1,483 2,785 966.36 1,483 2,785 966.37 1,483 2,785 966.38 1,483 2,785 966.39 1,483 2,785 966.40 1,483 2,785 966.41 1,483 2,785 966.42 1,483 2,785 966.43 1,483 2,785 966.44 1,483 2,785 966.45 1,483 2,785 966.46 1,483 2,785 966.47 1,483 2,785 966.48 1,483 2,785 966.49 1,483 2,785 966.50 1,483 2,785 966.51 1,483 2,785 966.52 1,483 2,785 966.53 1,483 2,785 966.54 1,483 2,785 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.55 1,483 2,785 966.56 1,483 2,785 966.57 1,483 2,785 966.58 1,483 2,785 966.59 1,483 2,785 966.60 1,483 2,785 966.61 1,483 2,785 966.62 1,483 2,785 966.63 1,483 2,785 966.64 1,483 2,785 966.65 1,483 2,785 966.66 1,483 2,785 966.67 1,483 2,785 966.68 1,483 2,785 966.69 1,483 2,785 966.70 1,483 2,785 966.71 1,483 2,785 966.72 1,483 2,785 966.73 1,483 2,785 966.74 1,483 2,785 966.75 1,483 2,785 966.76 1,483 2,785 966.77 1,483 2,785 966.78 1,483 2,785 966.79 1,483 2,785 966.80 1,483 2,785 966.81 1,483 2,785 966.82 1,483 2,785 966.83 1,483 2,785 966.84 1,483 2,785 966.85 1,483 2,785 966.86 1,483 2,785 966.87 1,483 2,785 966.88 1,483 2,785 966.89 1,483 2,785 966.90 1,483 2,785 966.91 1,483 2,785 966.92 1,483 2,785 966.93 1,483 2,785 966.94 1,483 2,785 966.95 1,483 2,785 966.96 1,483 2,785 966.97 1,483 2,785 966.98 1,483 2,785 966.99 1,483 2,785 967.00 1,483 2,785 967.01 1,483 2,785 967.02 1,483 2,785 967.03 1,483 2,785 967.04 1,483 2,785 967.05 1,483 2,785 204 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 37HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 967.06 1,483 2,785 967.07 1,483 2,785 967.08 1,483 2,785 967.09 1,483 2,785 967.10 1,483 2,785 967.11 1,483 2,785 967.12 1,483 2,785 967.13 1,483 2,785 967.14 1,483 2,785 967.15 1,483 2,785 967.16 1,483 2,785 967.17 1,483 2,785 967.18 1,483 2,785 967.19 1,483 2,785 967.20 1,483 2,785 967.21 1,483 2,785 967.22 1,483 2,785 967.23 1,483 2,785 967.24 1,483 2,785 967.25 1,483 2,785 967.26 1,483 2,785 967.27 1,483 2,785 967.28 1,483 2,785 967.29 1,483 2,785 967.30 1,483 2,785 967.31 1,483 2,785 967.32 1,483 2,785 967.33 1,483 2,785 967.34 1,483 2,785 967.35 1,483 2,785 967.36 1,483 2,785 967.37 1,483 2,785 967.38 1,483 2,785 967.39 1,483 2,785 967.40 1,483 2,785 967.41 1,483 2,785 967.42 1,483 2,785 967.43 1,483 2,785 967.44 1,483 2,785 967.45 1,483 2,785 967.46 1,483 2,785 967.47 1,483 2,785 967.48 1,483 2,785 967.49 1,483 2,785 967.50 1,483 2,785 205 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 38HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: WETLAND A [44] Hint: Outlet device #2 is below defined storage Inflow Area = 3.209 ac, 14.54% Impervious, Inflow Depth = 1.26" for 2y 24hr AT-14 event Inflow = 5.07 cfs @ 12.18 hrs, Volume= 0.338 af Outflow = 1.31 cfs @ 12.52 hrs, Volume= 0.338 af, Atten= 74%, Lag= 20.4 min Primary = 1.31 cfs @ 12.52 hrs, Volume= 0.338 af Routed to Reach DA 1 : DRAINAGE AREA 1- TOTAL TO WETLAND A Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 970.07' @ 12.52 hrs Surf.Area= 12,541 sf Storage= 5,333 cf Plug-Flow detention time= 131.7 min calculated for 0.338 af (100% of inflow) Center-of-Mass det. time= 131.7 min ( 968.1 - 836.4 ) Volume Invert Avail.Storage Storage Description #1 969.62' 19,559 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 969.62 11,466 0 0 970.00 12,137 4,485 4,485 971.00 18,012 15,075 19,559 Device Routing Invert Outlet Devices #1 Primary 965.00'6.0" Round OUTLET PIPE- Culvert L= 29.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 965.00' / 963.50' S= 0.0517 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.20 sf #2 Device 1 969.60'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 970.25'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.31 cfs @ 12.52 hrs HW=970.07' (Free Discharge) 1=OUTLET PIPE- Culvert (Passes 1.31 cfs of 1.83 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.31 cfs @ 2.33 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 206 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 39HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 4P: WETLAND A Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=3.209 ac Peak Elev=970.07' Storage=5,333 cf 5.07 cfs 1.31 cfs 207 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 40HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: WETLAND A Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.62 11,466 0 969.63 11,484 115 969.64 11,501 230 969.65 11,519 345 969.66 11,537 460 969.67 11,554 576 969.68 11,572 691 969.69 11,590 807 969.70 11,607 923 969.71 11,625 1,039 969.72 11,643 1,155 969.73 11,660 1,272 969.74 11,678 1,389 969.75 11,696 1,506 969.76 11,713 1,623 969.77 11,731 1,740 969.78 11,749 1,857 969.79 11,766 1,975 969.80 11,784 2,092 969.81 11,802 2,210 969.82 11,819 2,329 969.83 11,837 2,447 969.84 11,854 2,565 969.85 11,872 2,684 969.86 11,890 2,803 969.87 11,907 2,922 969.88 11,925 3,041 969.89 11,943 3,160 969.90 11,960 3,280 969.91 11,978 3,399 969.92 11,996 3,519 969.93 12,013 3,639 969.94 12,031 3,760 969.95 12,049 3,880 969.96 12,066 4,001 969.97 12,084 4,121 969.98 12,102 4,242 969.99 12,119 4,363 970.00 12,137 4,485 970.01 12,196 4,606 970.02 12,254 4,728 970.03 12,313 4,851 970.04 12,372 4,975 970.05 12,431 5,099 970.06 12,490 5,223 970.07 12,548 5,349 970.08 12,607 5,474 970.09 12,666 5,601 970.10 12,725 5,728 970.11 12,783 5,855 970.12 12,842 5,983 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.13 12,901 6,112 970.14 12,959 6,241 970.15 13,018 6,371 970.16 13,077 6,502 970.17 13,136 6,633 970.18 13,194 6,764 970.19 13,253 6,897 970.20 13,312 7,029 970.21 13,371 7,163 970.22 13,430 7,297 970.23 13,488 7,431 970.24 13,547 7,567 970.25 13,606 7,702 970.26 13,664 7,839 970.27 13,723 7,976 970.28 13,782 8,113 970.29 13,841 8,251 970.30 13,899 8,390 970.31 13,958 8,529 970.32 14,017 8,669 970.33 14,076 8,810 970.34 14,135 8,951 970.35 14,193 9,092 970.36 14,252 9,235 970.37 14,311 9,377 970.38 14,369 9,521 970.39 14,428 9,665 970.40 14,487 9,809 970.41 14,546 9,955 970.42 14,604 10,100 970.43 14,663 10,247 970.44 14,722 10,394 970.45 14,781 10,541 970.46 14,840 10,689 970.47 14,898 10,838 970.48 14,957 10,987 970.49 15,016 11,137 970.50 15,075 11,287 970.51 15,133 11,438 970.52 15,192 11,590 970.53 15,251 11,742 970.54 15,309 11,895 970.55 15,368 12,049 970.56 15,427 12,202 970.57 15,486 12,357 970.58 15,545 12,512 970.59 15,603 12,668 970.60 15,662 12,824 970.61 15,721 12,981 970.62 15,780 13,139 970.63 15,838 13,297 208 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 2y 24hr AT-14 Rainfall=2.94"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 41HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: WETLAND A (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.64 15,897 13,455 970.65 15,956 13,615 970.66 16,014 13,775 970.67 16,073 13,935 970.68 16,132 14,096 970.69 16,191 14,258 970.70 16,250 14,420 970.71 16,308 14,583 970.72 16,367 14,746 970.73 16,426 14,910 970.74 16,485 15,075 970.75 16,543 15,240 970.76 16,602 15,405 970.77 16,661 15,572 970.78 16,719 15,739 970.79 16,778 15,906 970.80 16,837 16,074 970.81 16,896 16,243 970.82 16,955 16,412 970.83 17,013 16,582 970.84 17,072 16,752 970.85 17,131 16,923 970.86 17,190 17,095 970.87 17,248 17,267 970.88 17,307 17,440 970.89 17,366 17,613 970.90 17,424 17,787 970.91 17,483 17,962 970.92 17,542 18,137 970.93 17,601 18,313 970.94 17,660 18,489 970.95 17,718 18,666 970.96 17,777 18,843 970.97 17,836 19,021 970.98 17,895 19,200 970.99 17,953 19,379 971.00 18,012 19,559 971.01 18,012 19,559 971.02 18,012 19,559 971.03 18,012 19,559 971.04 18,012 19,559 971.05 18,012 19,559 971.06 18,012 19,559 971.07 18,012 19,559 971.08 18,012 19,559 971.09 18,012 19,559 971.10 18,012 19,559 971.11 18,012 19,559 971.12 18,012 19,559 971.13 18,012 19,559 971.14 18,012 19,559 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.15 18,012 19,559 971.16 18,012 19,559 971.17 18,012 19,559 971.18 18,012 19,559 971.19 18,012 19,559 971.20 18,012 19,559 971.21 18,012 19,559 971.22 18,012 19,559 971.23 18,012 19,559 971.24 18,012 19,559 971.25 18,012 19,559 971.26 18,012 19,559 971.27 18,012 19,559 971.28 18,012 19,559 971.29 18,012 19,559 971.30 18,012 19,559 971.31 18,012 19,559 971.32 18,012 19,559 971.33 18,012 19,559 971.34 18,012 19,559 971.35 18,012 19,559 971.36 18,012 19,559 971.37 18,012 19,559 971.38 18,012 19,559 971.39 18,012 19,559 971.40 18,012 19,559 971.41 18,012 19,559 971.42 18,012 19,559 971.43 18,012 19,559 971.44 18,012 19,559 971.45 18,012 19,559 971.46 18,012 19,559 971.47 18,012 19,559 971.48 18,012 19,559 971.49 18,012 19,559 971.50 18,012 19,559 971.51 18,012 19,559 971.52 18,012 19,559 971.53 18,012 19,559 971.54 18,012 19,559 971.55 18,012 19,559 971.56 18,012 19,559 971.57 18,012 19,559 971.58 18,012 19,559 971.59 18,012 19,559 971.60 18,012 19,559 209 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 42HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=74,865 sf 8.12% Impervious Runoff Depth=2.40"Subcatchment OFFSITE B: OFFSITE B - Tc=10.0 min CN=WQ Runoff=6.30 cfs 0.344 af Runoff Area=49,573 sf 17.90% Impervious Runoff Depth=2.57"Subcatchment OUTSITE A: OFFSITE A - Tc=10.0 min CN=WQ Runoff=4.39 cfs 0.244 af Runoff Area=3,248 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment PR1A: PR1A - DRAINS Tc=10.0 min CN=WQ Runoff=0.40 cfs 0.025 af Runoff Area=30,432 sf 23.96% Impervious Runoff Depth=2.68"Subcatchment PR1B: PR1B - DRAINS Tc=10.0 min CN=WQ Runoff=2.77 cfs 0.156 af Runoff Area=34,488 sf 20.19% Impervious Runoff Depth=2.61"Subcatchment PR1C: PR1C - DRAINS Tc=10.0 min CN=WQ Runoff=3.09 cfs 0.173 af Runoff Area=6,877 sf 0.00% Impervious Runoff Depth=2.26"Subcatchment PR2A: PR2C - DRAINS Tc=10.0 min CN=WQ Runoff=0.56 cfs 0.030 af Runoff Area=9,970 sf 30.15% Impervious Runoff Depth=2.79"Subcatchment PR2B: PR2B - DRAINS Tc=10.0 min CN=WQ Runoff=0.94 cfs 0.053 af Runoff Area=12,962 sf 26.86% Impervious Runoff Depth=2.73"Subcatchment PR2C: PR2C - DRAINS Tc=10.0 min CN=WQ Runoff=1.20 cfs 0.068 af Inflow=3.22 cfs 0.630 afReach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A Outflow=3.22 cfs 0.630 af Inflow=0.05 cfs 0.028 afReach DA 2: DA 2- TOTAL EX 2 Outflow=0.05 cfs 0.028 af Inflow=6.72 cfs 0.931 afReach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Outflow=6.72 cfs 0.931 af Peak Elev=977.22' Storage=3,789 cf Inflow=3.09 cfs 0.173 afPond 1P: FILTRATION BASIN 1 Discarded=0.00 cfs 0.000 af Primary=1.17 cfs 0.130 af Outflow=1.17 cfs 0.130 af Peak Elev=967.68' Storage=2,318 cf Inflow=0.94 cfs 0.053 afPond 2P: FILTRATION BASIN 2 Discarded=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Peak Elev=965.74' Storage=2,098 cf Inflow=1.20 cfs 0.068 afPond 3P: FILTRATION BASIN 3 Discarded=0.00 cfs 0.000 af Primary=0.05 cfs 0.028 af Outflow=0.05 cfs 0.028 af Peak Elev=970.39' Storage=9,693 cf Inflow=9.18 cfs 0.630 afPond 4P: WETLAND A Outflow=3.22 cfs 0.630 af Total Runoff Area = 5.106 ac Runoff Volume = 1.093 af Average Runoff Depth = 2.57" 82.49% Pervious = 4.212 ac 17.51% Impervious = 0.894 ac 210 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 43HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFFSITE B: OFFSITE B - DRAINS SOUTH TO WETLAND Runoff = 6.30 cfs @ 12.18 hrs, Volume= 0.344 af, Depth= 2.40" Routed to Pond 4P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 6,076 98 Paved parking, HSG C 68,789 80 Pasture/grassland/range, Good, HSG D 74,865 Weighted Average 68,789 91.88% Pervious Area 6,076 8.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OFFSITE B: OFFSITE B - DRAINS SOUTH TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=74,865 sf Runoff Volume=0.344 af Runoff Depth=2.40" Tc=10.0 min CN=WQ 6.30 cfs 211 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 44HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OUTSITE A: OFFSITE A - DRAINS SOUTH TO WETLAND B Runoff = 4.39 cfs @ 12.18 hrs, Volume= 0.244 af, Depth= 2.57" Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 8,875 98 Paved parking, HSG C 40,698 80 Pasture/grassland/range, Good, HSG D 49,573 Weighted Average 40,698 82.10% Pervious Area 8,875 17.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OUTSITE A: OFFSITE A - DRAINS SOUTH TO WETLAND B Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=49,573 sf Runoff Volume=0.244 af Runoff Depth=2.57" Tc=10.0 min CN=WQ 4.39 cfs 212 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 45HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: PR1A - DRAINS EAST ALONG STREET Runoff = 0.40 cfs @ 12.17 hrs, Volume= 0.025 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 3,248 98 Paved parking, HSG C 0 80 Pasture/grassland/range, Good, HSG D 3,248 Weighted Average 3,248 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR1A: PR1A - DRAINS EAST ALONG STREET Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=3,248 sf Runoff Volume=0.025 af Runoff Depth=4.02" Tc=10.0 min CN=WQ 0.40 cfs 213 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 46HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: PR1B - DRAINS SOUTH TO WETLAND A Runoff = 2.77 cfs @ 12.17 hrs, Volume= 0.156 af, Depth= 2.68" Routed to Pond 4P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 7,290 98 Paved parking, HSG C 23,142 80 Pasture/grassland/range, Good, HSG D 30,432 Weighted Average 23,142 76.04% Pervious Area 7,290 23.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR1B: PR1B - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=30,432 sf Runoff Volume=0.156 af Runoff Depth=2.68" Tc=10.0 min CN=WQ 2.77 cfs 214 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 47HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: PR1C - DRAINS SOUTH TO RAIN GARDEN Runoff = 3.09 cfs @ 12.18 hrs, Volume= 0.173 af, Depth= 2.61" Routed to Pond 1P : FILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 6,962 98 Paved parking, HSG C 27,526 80 Pasture/grassland/range, Good, HSG D 34,488 Weighted Average 27,526 79.81% Pervious Area 6,962 20.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR1C: PR1C - DRAINS SOUTH TO RAIN GARDEN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=34,488 sf Runoff Volume=0.173 af Runoff Depth=2.61" Tc=10.0 min CN=WQ 3.09 cfs 215 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 48HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2A: PR2C - DRAINS SOUTH TO WETLAND B Runoff = 0.56 cfs @ 12.18 hrs, Volume= 0.030 af, Depth= 2.26" Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 0 98 Paved parking, HSG C 6,877 80 Pasture/grassland/range, Good, HSG D 6,877 Weighted Average 6,877 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR2A: PR2C - DRAINS SOUTH TO WETLAND B Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=6,877 sf Runoff Volume=0.030 af Runoff Depth=2.26" Tc=10.0 min CN=WQ 0.56 cfs 216 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 49HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2B: PR2B - DRAINS SOUTH TO RAIN GARDEN Runoff = 0.94 cfs @ 12.17 hrs, Volume= 0.053 af, Depth= 2.79" Routed to Pond 2P : FILTRATION BASIN 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 3,006 98 Paved parking, HSG C 6,964 80 Pasture/grassland/range, Good, HSG D 9,970 Weighted Average 6,964 69.85% Pervious Area 3,006 30.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR2B: PR2B - DRAINS SOUTH TO RAIN GARDEN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=9,970 sf Runoff Volume=0.053 af Runoff Depth=2.79" Tc=10.0 min CN=WQ 0.94 cfs 217 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 50HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2C: PR2C - DRAINS SOUTH TO RAIN GARDEN Runoff = 1.20 cfs @ 12.17 hrs, Volume= 0.068 af, Depth= 2.73" Routed to Pond 3P : FILTRATION BASIN 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Area (sf) CN Description 3,481 98 Paved parking, HSG C 9,481 80 Pasture/grassland/range, Good, HSG D 12,962 Weighted Average 9,481 73.14% Pervious Area 3,481 26.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR2C: PR2C - DRAINS SOUTH TO RAIN GARDEN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26" Runoff Area=12,962 sf Runoff Volume=0.068 af Runoff Depth=2.73" Tc=10.0 min CN=WQ 1.20 cfs 218 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 51HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.209 ac, 14.54% Impervious, Inflow Depth = 2.36" for 10y 24hr AT-14 event Inflow = 3.22 cfs @ 12.49 hrs, Volume= 0.630 af Outflow = 3.22 cfs @ 12.49 hrs, Volume= 0.630 af, Atten= 0%, Lag= 0.0 min Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=3.209 ac 3.22 cfs 3.22 cfs 219 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 52HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA 2: DA 2- TOTAL EX 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.526 ac, 28.29% Impervious, Inflow Depth = 0.63" for 10y 24hr AT-14 event Inflow = 0.05 cfs @ 12.61 hrs, Volume= 0.028 af Outflow = 0.05 cfs @ 12.61 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA 2: DA 2- TOTAL EX 2 Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.526 ac 0.05 cfs 0.05 cfs 220 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 53HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.031 ac, 16.28% Impervious, Inflow Depth = 2.22" for 10y 24hr AT-14 event Inflow = 6.72 cfs @ 12.19 hrs, Volume= 0.931 af Outflow = 6.72 cfs @ 12.19 hrs, Volume= 0.931 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=5.031 ac 6.72 cfs 6.72 cfs 221 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 54HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN 1 Inflow Area = 0.792 ac, 20.19% Impervious, Inflow Depth = 2.61" for 10y 24hr AT-14 event Inflow = 3.09 cfs @ 12.18 hrs, Volume= 0.173 af Outflow = 1.17 cfs @ 12.37 hrs, Volume= 0.130 af, Atten= 62%, Lag= 12.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 1.17 cfs @ 12.37 hrs, Volume= 0.130 af Routed to Pond 4P : WETLAND A Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 977.22' @ 12.37 hrs Surf.Area= 2,793 sf Storage= 3,789 cf Plug-Flow detention time= 233.4 min calculated for 0.130 af (75% of inflow) Center-of-Mass det. time= 163.8 min ( 954.3 - 790.5 ) Volume Invert Avail.Storage Storage Description #1 975.60' 4,563 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 975.60 1,701 0 0 976.00 2,043 749 749 977.00 2,793 2,418 3,167 977.50 2,793 1,397 4,563 Device Routing Invert Outlet Devices #1 Primary 973.10'6.0" Round OUTLET PIPE L= 23.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 973.10' / 971.50' S= 0.0696 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf #2 Device 1 976.50'24.0" Vert. RIM- Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 977.10'10.0' long x 10.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #4 Device 5 975.60'1.600 in/hr Exfiltration over Surface area above 973.10' Excluded Surface area = 0 sf #5 Device 2 973.10'6.0" Vert. Orifice 6" draintile C= 0.600 Limited to weir flow at low heads #6 Discarded 975.60'0.600 in/hr Exfiltration-Infiltration into Rock over Surface area from 972.50' - 973.10' Excluded Surface area = 0 sf 222 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 55HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.60' (Free Discharge) 6=Exfiltration-Infiltration into Rock ( Controls 0.00 cfs) Primary OutFlow Max=1.17 cfs @ 12.37 hrs HW=977.22' (Free Discharge) 1=OUTLET PIPE (Passes 0.10 cfs of 1.64 cfs potential flow) 2=RIM- Orifice/Grate (Passes 0.10 cfs of 2.96 cfs potential flow) 5=Orifice 6" draintile (Passes 0.10 cfs of 0.80 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.10 cfs) 3=EOF (Weir Controls 1.07 cfs @ 0.87 fps) Pond 1P: FILTRATION BASIN 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=0.792 ac Peak Elev=977.22' Storage=3,789 cf 3.09 cfs 1.17 cfs 0.00 cfs 1.17 cfs 223 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 56HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 975.60 1,701 0 975.61 1,710 17 975.62 1,718 34 975.63 1,727 51 975.64 1,735 69 975.65 1,744 86 975.66 1,752 104 975.67 1,761 121 975.68 1,769 139 975.69 1,778 157 975.70 1,787 174 975.71 1,795 192 975.72 1,804 210 975.73 1,812 228 975.74 1,821 247 975.75 1,829 265 975.76 1,838 283 975.77 1,846 302 975.78 1,855 320 975.79 1,863 339 975.80 1,872 357 975.81 1,881 376 975.82 1,889 395 975.83 1,898 414 975.84 1,906 433 975.85 1,915 452 975.86 1,923 471 975.87 1,932 490 975.88 1,940 510 975.89 1,949 529 975.90 1,957 549 975.91 1,966 568 975.92 1,975 588 975.93 1,983 608 975.94 1,992 628 975.95 2,000 648 975.96 2,009 668 975.97 2,017 688 975.98 2,026 708 975.99 2,034 728 976.00 2,043 749 976.01 2,050 769 976.02 2,058 790 976.03 2,065 810 976.04 2,073 831 976.05 2,081 852 976.06 2,088 873 976.07 2,096 894 976.08 2,103 915 976.09 2,111 936 976.10 2,118 957 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.11 2,126 978 976.12 2,133 999 976.13 2,140 1,021 976.14 2,148 1,042 976.15 2,155 1,064 976.16 2,163 1,085 976.17 2,171 1,107 976.18 2,178 1,129 976.19 2,186 1,151 976.20 2,193 1,172 976.21 2,201 1,194 976.22 2,208 1,216 976.23 2,216 1,239 976.24 2,223 1,261 976.25 2,231 1,283 976.26 2,238 1,305 976.27 2,245 1,328 976.28 2,253 1,350 976.29 2,261 1,373 976.30 2,268 1,395 976.31 2,276 1,418 976.32 2,283 1,441 976.33 2,291 1,464 976.34 2,298 1,487 976.35 2,306 1,510 976.36 2,313 1,533 976.37 2,321 1,556 976.38 2,328 1,579 976.39 2,335 1,603 976.40 2,343 1,626 976.41 2,350 1,649 976.42 2,358 1,673 976.43 2,366 1,697 976.44 2,373 1,720 976.45 2,381 1,744 976.46 2,388 1,768 976.47 2,396 1,792 976.48 2,403 1,816 976.49 2,411 1,840 976.50 2,418 1,864 976.51 2,425 1,888 976.52 2,433 1,913 976.53 2,440 1,937 976.54 2,448 1,961 976.55 2,456 1,986 976.56 2,463 2,010 976.57 2,471 2,035 976.58 2,478 2,060 976.59 2,486 2,085 976.60 2,493 2,110 976.61 2,501 2,135 224 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 57HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.62 2,508 2,160 976.63 2,515 2,185 976.64 2,523 2,210 976.65 2,530 2,235 976.66 2,538 2,261 976.67 2,546 2,286 976.68 2,553 2,311 976.69 2,561 2,337 976.70 2,568 2,363 976.71 2,576 2,388 976.72 2,583 2,414 976.73 2,591 2,440 976.74 2,598 2,466 976.75 2,606 2,492 976.76 2,613 2,518 976.77 2,620 2,544 976.78 2,628 2,570 976.79 2,636 2,597 976.80 2,643 2,623 976.81 2,651 2,650 976.82 2,658 2,676 976.83 2,666 2,703 976.84 2,673 2,730 976.85 2,681 2,756 976.86 2,688 2,783 976.87 2,696 2,810 976.88 2,703 2,837 976.89 2,710 2,864 976.90 2,718 2,891 976.91 2,725 2,918 976.92 2,733 2,946 976.93 2,741 2,973 976.94 2,748 3,001 976.95 2,756 3,028 976.96 2,763 3,056 976.97 2,771 3,083 976.98 2,778 3,111 976.99 2,786 3,139 977.00 2,793 3,167 977.01 2,793 3,195 977.02 2,793 3,223 977.03 2,793 3,251 977.04 2,793 3,279 977.05 2,793 3,306 977.06 2,793 3,334 977.07 2,793 3,362 977.08 2,793 3,390 977.09 2,793 3,418 977.10 2,793 3,446 977.11 2,793 3,474 977.12 2,793 3,502 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 977.13 2,793 3,530 977.14 2,793 3,558 977.15 2,793 3,586 977.16 2,793 3,614 977.17 2,793 3,642 977.18 2,793 3,670 977.19 2,793 3,697 977.20 2,793 3,725 977.21 2,793 3,753 977.22 2,793 3,781 977.23 2,793 3,809 977.24 2,793 3,837 977.25 2,793 3,865 977.26 2,793 3,893 977.27 2,793 3,921 977.28 2,793 3,949 977.29 2,793 3,977 977.30 2,793 4,005 977.31 2,793 4,033 977.32 2,793 4,061 977.33 2,793 4,088 977.34 2,793 4,116 977.35 2,793 4,144 977.36 2,793 4,172 977.37 2,793 4,200 977.38 2,793 4,228 977.39 2,793 4,256 977.40 2,793 4,284 977.41 2,793 4,312 977.42 2,793 4,340 977.43 2,793 4,368 977.44 2,793 4,396 977.45 2,793 4,424 977.46 2,793 4,452 977.47 2,793 4,480 977.48 2,793 4,507 977.49 2,793 4,535 977.50 2,793 4,563 977.51 2,793 4,563 977.52 2,793 4,563 977.53 2,793 4,563 977.54 2,793 4,563 977.55 2,793 4,563 977.56 2,793 4,563 977.57 2,793 4,563 977.58 2,793 4,563 977.59 2,793 4,563 977.60 2,793 4,563 977.61 2,793 4,563 977.62 2,793 4,563 977.63 2,793 4,563 225 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 58HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 977.64 2,793 4,563 977.65 2,793 4,563 977.66 2,793 4,563 977.67 2,793 4,563 977.68 2,793 4,563 977.69 2,793 4,563 977.70 2,793 4,563 977.71 2,793 4,563 977.72 2,793 4,563 977.73 2,793 4,563 977.74 2,793 4,563 977.75 2,793 4,563 977.76 2,793 4,563 977.77 2,793 4,563 977.78 2,793 4,563 977.79 2,793 4,563 977.80 2,793 4,563 977.81 2,793 4,563 977.82 2,793 4,563 977.83 2,793 4,563 977.84 2,793 4,563 977.85 2,793 4,563 977.86 2,793 4,563 977.87 2,793 4,563 977.88 2,793 4,563 977.89 2,793 4,563 977.90 2,793 4,563 977.91 2,793 4,563 977.92 2,793 4,563 977.93 2,793 4,563 977.94 2,793 4,563 977.95 2,793 4,563 977.96 2,793 4,563 977.97 2,793 4,563 977.98 2,793 4,563 977.99 2,793 4,563 978.00 2,793 4,563 978.01 2,793 4,563 978.02 2,793 4,563 978.03 2,793 4,563 978.04 2,793 4,563 978.05 2,793 4,563 978.06 2,793 4,563 978.07 2,793 4,563 978.08 2,793 4,563 978.09 2,793 4,563 978.10 2,793 4,563 978.11 2,793 4,563 978.12 2,793 4,563 978.13 2,793 4,563 978.14 2,793 4,563 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 978.15 2,793 4,563 978.16 2,793 4,563 978.17 2,793 4,563 978.18 2,793 4,563 978.19 2,793 4,563 978.20 2,793 4,563 978.21 2,793 4,563 978.22 2,793 4,563 978.23 2,793 4,563 978.24 2,793 4,563 978.25 2,793 4,563 978.26 2,793 4,563 978.27 2,793 4,563 978.28 2,793 4,563 978.29 2,793 4,563 978.30 2,793 4,563 978.31 2,793 4,563 978.32 2,793 4,563 978.33 2,793 4,563 978.34 2,793 4,563 978.35 2,793 4,563 978.36 2,793 4,563 978.37 2,793 4,563 978.38 2,793 4,563 978.39 2,793 4,563 978.40 2,793 4,563 978.41 2,793 4,563 978.42 2,793 4,563 978.43 2,793 4,563 978.44 2,793 4,563 978.45 2,793 4,563 978.46 2,793 4,563 978.47 2,793 4,563 978.48 2,793 4,563 978.49 2,793 4,563 978.50 2,793 4,563 226 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 59HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: FILTRATION BASIN 2 Inflow Area = 0.229 ac, 30.15% Impervious, Inflow Depth = 2.79" for 10y 24hr AT-14 event Inflow = 0.94 cfs @ 12.17 hrs, Volume= 0.053 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach DA 2 : DA 2- TOTAL EX 2 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 967.68' @ 24.57 hrs Surf.Area= 2,435 sf Storage= 2,318 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 966.00' 14,363 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 966.00 521 0 0 967.00 1,462 992 992 968.00 2,890 2,176 3,168 969.00 4,875 3,883 7,050 970.50 4,875 7,313 14,363 Device Routing Invert Outlet Devices #1 Primary 963.50'6.0" Round OUTLET PIPE L= 70.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 963.50' / 963.00' S= 0.0071 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf #2 Device 1 968.00'24.0" Vert. RIM- Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 970.25'10.0' long x 10.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #4 Device 5 966.00'1.600 in/hr Exfiltration over Surface area above 963.50' Excluded Surface area = 0 sf #5 Device 2 963.50'6.0" Vert. Orifice 6" draintile C= 0.600 Limited to weir flow at low heads #6 Discarded 966.00'0.600 in/hr Exfiltration into Rock over Surface area from 962.90' - 963.50' Excluded Surface area = 0 sf 227 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 60HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=966.00' (Free Discharge) 6=Exfiltration into Rock ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=966.00' (Free Discharge) 1=OUTLET PIPE (Passes 0.00 cfs of 0.98 cfs potential flow) 2=RIM- Orifice/Grate ( Controls 0.00 cfs) 5=Orifice 6" draintile ( Controls 0.00 cfs) 4=Exfiltration (Passes 0.00 cfs of 0.02 cfs potential flow) 3=EOF ( Controls 0.00 cfs) Pond 2P: FILTRATION BASIN 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.229 ac Peak Elev=967.68' Storage=2,318 cf 0.94 cfs 0.00 cfs 0.00 cfs 0.00 cfs 228 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 61HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.00 521 0 966.01 530 5 966.02 540 11 966.03 549 16 966.04 559 22 966.05 568 27 966.06 577 33 966.07 587 39 966.08 596 45 966.09 606 51 966.10 615 57 966.11 625 63 966.12 634 69 966.13 643 76 966.14 653 82 966.15 662 89 966.16 672 95 966.17 681 102 966.18 690 109 966.19 700 116 966.20 709 123 966.21 719 130 966.22 728 137 966.23 737 145 966.24 747 152 966.25 756 160 966.26 766 167 966.27 775 175 966.28 784 183 966.29 794 191 966.30 803 199 966.31 813 207 966.32 822 215 966.33 832 223 966.34 841 232 966.35 850 240 966.36 860 249 966.37 869 257 966.38 879 266 966.39 888 275 966.40 897 284 966.41 907 293 966.42 916 302 966.43 926 311 966.44 935 320 966.45 944 330 966.46 954 339 966.47 963 349 966.48 973 358 966.49 982 368 966.50 992 378 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.51 1,001 388 966.52 1,010 398 966.53 1,020 408 966.54 1,029 419 966.55 1,039 429 966.56 1,048 439 966.57 1,057 450 966.58 1,067 460 966.59 1,076 471 966.60 1,086 482 966.61 1,095 493 966.62 1,104 504 966.63 1,114 515 966.64 1,123 526 966.65 1,133 537 966.66 1,142 549 966.67 1,151 560 966.68 1,161 572 966.69 1,170 583 966.70 1,180 595 966.71 1,189 607 966.72 1,199 619 966.73 1,208 631 966.74 1,217 643 966.75 1,227 655 966.76 1,236 668 966.77 1,246 680 966.78 1,255 693 966.79 1,264 705 966.80 1,274 718 966.81 1,283 731 966.82 1,293 744 966.83 1,302 757 966.84 1,311 770 966.85 1,321 783 966.86 1,330 796 966.87 1,340 809 966.88 1,349 823 966.89 1,358 836 966.90 1,368 850 966.91 1,377 864 966.92 1,387 878 966.93 1,396 891 966.94 1,406 905 966.95 1,415 920 966.96 1,424 934 966.97 1,434 948 966.98 1,443 962 966.99 1,453 977 967.00 1,462 992 967.01 1,476 1,006 229 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 62HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 967.02 1,491 1,021 967.03 1,505 1,036 967.04 1,519 1,051 967.05 1,533 1,066 967.06 1,548 1,082 967.07 1,562 1,097 967.08 1,576 1,113 967.09 1,591 1,129 967.10 1,605 1,145 967.11 1,619 1,161 967.12 1,633 1,177 967.13 1,648 1,194 967.14 1,662 1,210 967.15 1,676 1,227 967.16 1,690 1,244 967.17 1,705 1,261 967.18 1,719 1,278 967.19 1,733 1,295 967.20 1,748 1,312 967.21 1,762 1,330 967.22 1,776 1,348 967.23 1,790 1,366 967.24 1,805 1,384 967.25 1,819 1,402 967.26 1,833 1,420 967.27 1,848 1,438 967.28 1,862 1,457 967.29 1,876 1,476 967.30 1,890 1,494 967.31 1,905 1,513 967.32 1,919 1,532 967.33 1,933 1,552 967.34 1,948 1,571 967.35 1,962 1,591 967.36 1,976 1,610 967.37 1,990 1,630 967.38 2,005 1,650 967.39 2,019 1,670 967.40 2,033 1,691 967.41 2,047 1,711 967.42 2,062 1,731 967.43 2,076 1,752 967.44 2,090 1,773 967.45 2,105 1,794 967.46 2,119 1,815 967.47 2,133 1,836 967.48 2,147 1,858 967.49 2,162 1,879 967.50 2,176 1,901 967.51 2,190 1,923 967.52 2,205 1,945 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 967.53 2,219 1,967 967.54 2,233 1,989 967.55 2,247 2,012 967.56 2,262 2,034 967.57 2,276 2,057 967.58 2,290 2,080 967.59 2,305 2,103 967.60 2,319 2,126 967.61 2,333 2,149 967.62 2,347 2,172 967.63 2,362 2,196 967.64 2,376 2,220 967.65 2,390 2,243 967.66 2,404 2,267 967.67 2,419 2,292 967.68 2,433 2,316 967.69 2,447 2,340 967.70 2,462 2,365 967.71 2,476 2,389 967.72 2,490 2,414 967.73 2,504 2,439 967.74 2,519 2,464 967.75 2,533 2,490 967.76 2,547 2,515 967.77 2,562 2,541 967.78 2,576 2,566 967.79 2,590 2,592 967.80 2,604 2,618 967.81 2,619 2,644 967.82 2,633 2,670 967.83 2,647 2,697 967.84 2,662 2,723 967.85 2,676 2,750 967.86 2,690 2,777 967.87 2,704 2,804 967.88 2,719 2,831 967.89 2,733 2,858 967.90 2,747 2,886 967.91 2,761 2,913 967.92 2,776 2,941 967.93 2,790 2,969 967.94 2,804 2,997 967.95 2,819 3,025 967.96 2,833 3,053 967.97 2,847 3,081 967.98 2,861 3,110 967.99 2,876 3,139 968.00 2,890 3,168 968.01 2,910 3,196 968.02 2,930 3,226 968.03 2,950 3,255 230 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 63HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 968.04 2,969 3,285 968.05 2,989 3,314 968.06 3,009 3,344 968.07 3,029 3,375 968.08 3,049 3,405 968.09 3,069 3,436 968.10 3,089 3,466 968.11 3,108 3,497 968.12 3,128 3,529 968.13 3,148 3,560 968.14 3,168 3,592 968.15 3,188 3,623 968.16 3,208 3,655 968.17 3,227 3,687 968.18 3,247 3,720 968.19 3,267 3,752 968.20 3,287 3,785 968.21 3,307 3,818 968.22 3,327 3,851 968.23 3,347 3,885 968.24 3,366 3,918 968.25 3,386 3,952 968.26 3,406 3,986 968.27 3,426 4,020 968.28 3,446 4,055 968.29 3,466 4,089 968.30 3,485 4,124 968.31 3,505 4,159 968.32 3,525 4,194 968.33 3,545 4,229 968.34 3,565 4,265 968.35 3,585 4,301 968.36 3,605 4,337 968.37 3,624 4,373 968.38 3,644 4,409 968.39 3,664 4,446 968.40 3,684 4,482 968.41 3,704 4,519 968.42 3,724 4,556 968.43 3,744 4,594 968.44 3,763 4,631 968.45 3,783 4,669 968.46 3,803 4,707 968.47 3,823 4,745 968.48 3,843 4,783 968.49 3,863 4,822 968.50 3,883 4,861 968.51 3,902 4,900 968.52 3,922 4,939 968.53 3,942 4,978 968.54 3,962 5,018 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 968.55 3,982 5,057 968.56 4,002 5,097 968.57 4,021 5,137 968.58 4,041 5,178 968.59 4,061 5,218 968.60 4,081 5,259 968.61 4,101 5,300 968.62 4,121 5,341 968.63 4,141 5,382 968.64 4,160 5,424 968.65 4,180 5,465 968.66 4,200 5,507 968.67 4,220 5,549 968.68 4,240 5,592 968.69 4,260 5,634 968.70 4,280 5,677 968.71 4,299 5,720 968.72 4,319 5,763 968.73 4,339 5,806 968.74 4,359 5,850 968.75 4,379 5,893 968.76 4,399 5,937 968.77 4,418 5,981 968.78 4,438 6,026 968.79 4,458 6,070 968.80 4,478 6,115 968.81 4,498 6,160 968.82 4,518 6,205 968.83 4,538 6,250 968.84 4,557 6,295 968.85 4,577 6,341 968.86 4,597 6,387 968.87 4,617 6,433 968.88 4,637 6,479 968.89 4,657 6,526 968.90 4,676 6,572 968.91 4,696 6,619 968.92 4,716 6,666 968.93 4,736 6,714 968.94 4,756 6,761 968.95 4,776 6,809 968.96 4,796 6,857 968.97 4,815 6,905 968.98 4,835 6,953 968.99 4,855 7,001 969.00 4,875 7,050 969.01 4,875 7,099 969.02 4,875 7,147 969.03 4,875 7,196 969.04 4,875 7,245 969.05 4,875 7,294 231 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 64HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.06 4,875 7,342 969.07 4,875 7,391 969.08 4,875 7,440 969.09 4,875 7,489 969.10 4,875 7,538 969.11 4,875 7,586 969.12 4,875 7,635 969.13 4,875 7,684 969.14 4,875 7,732 969.15 4,875 7,781 969.16 4,875 7,830 969.17 4,875 7,879 969.18 4,875 7,927 969.19 4,875 7,976 969.20 4,875 8,025 969.21 4,875 8,074 969.22 4,875 8,123 969.23 4,875 8,171 969.24 4,875 8,220 969.25 4,875 8,269 969.26 4,875 8,317 969.27 4,875 8,366 969.28 4,875 8,415 969.29 4,875 8,464 969.30 4,875 8,512 969.31 4,875 8,561 969.32 4,875 8,610 969.33 4,875 8,659 969.34 4,875 8,708 969.35 4,875 8,756 969.36 4,875 8,805 969.37 4,875 8,854 969.38 4,875 8,902 969.39 4,875 8,951 969.40 4,875 9,000 969.41 4,875 9,049 969.42 4,875 9,097 969.43 4,875 9,146 969.44 4,875 9,195 969.45 4,875 9,244 969.46 4,875 9,293 969.47 4,875 9,341 969.48 4,875 9,390 969.49 4,875 9,439 969.50 4,875 9,488 969.51 4,875 9,536 969.52 4,875 9,585 969.53 4,875 9,634 969.54 4,875 9,682 969.55 4,875 9,731 969.56 4,875 9,780 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.57 4,875 9,829 969.58 4,875 9,878 969.59 4,875 9,926 969.60 4,875 9,975 969.61 4,875 10,024 969.62 4,875 10,073 969.63 4,875 10,121 969.64 4,875 10,170 969.65 4,875 10,219 969.66 4,875 10,267 969.67 4,875 10,316 969.68 4,875 10,365 969.69 4,875 10,414 969.70 4,875 10,463 969.71 4,875 10,511 969.72 4,875 10,560 969.73 4,875 10,609 969.74 4,875 10,658 969.75 4,875 10,706 969.76 4,875 10,755 969.77 4,875 10,804 969.78 4,875 10,852 969.79 4,875 10,901 969.80 4,875 10,950 969.81 4,875 10,999 969.82 4,875 11,048 969.83 4,875 11,096 969.84 4,875 11,145 969.85 4,875 11,194 969.86 4,875 11,243 969.87 4,875 11,291 969.88 4,875 11,340 969.89 4,875 11,389 969.90 4,875 11,437 969.91 4,875 11,486 969.92 4,875 11,535 969.93 4,875 11,584 969.94 4,875 11,633 969.95 4,875 11,681 969.96 4,875 11,730 969.97 4,875 11,779 969.98 4,875 11,828 969.99 4,875 11,876 970.00 4,875 11,925 970.01 4,875 11,974 970.02 4,875 12,022 970.03 4,875 12,071 970.04 4,875 12,120 970.05 4,875 12,169 970.06 4,875 12,217 970.07 4,875 12,266 232 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 65HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.08 4,875 12,315 970.09 4,875 12,364 970.10 4,875 12,413 970.11 4,875 12,461 970.12 4,875 12,510 970.13 4,875 12,559 970.14 4,875 12,607 970.15 4,875 12,656 970.16 4,875 12,705 970.17 4,875 12,754 970.18 4,875 12,802 970.19 4,875 12,851 970.20 4,875 12,900 970.21 4,875 12,949 970.22 4,875 12,998 970.23 4,875 13,046 970.24 4,875 13,095 970.25 4,875 13,144 970.26 4,875 13,192 970.27 4,875 13,241 970.28 4,875 13,290 970.29 4,875 13,339 970.30 4,875 13,387 970.31 4,875 13,436 970.32 4,875 13,485 970.33 4,875 13,534 970.34 4,875 13,583 970.35 4,875 13,631 970.36 4,875 13,680 970.37 4,875 13,729 970.38 4,875 13,777 970.39 4,875 13,826 970.40 4,875 13,875 970.41 4,875 13,924 970.42 4,875 13,972 970.43 4,875 14,021 970.44 4,875 14,070 970.45 4,875 14,119 970.46 4,875 14,168 970.47 4,875 14,216 970.48 4,875 14,265 970.49 4,875 14,314 970.50 4,875 14,363 233 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 66HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: FILTRATION BASIN 3 Inflow Area = 0.298 ac, 26.86% Impervious, Inflow Depth = 2.73" for 10y 24hr AT-14 event Inflow = 1.20 cfs @ 12.17 hrs, Volume= 0.068 af Outflow = 0.05 cfs @ 12.61 hrs, Volume= 0.028 af, Atten= 95%, Lag= 26.1 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.05 cfs @ 12.61 hrs, Volume= 0.028 af Routed to Reach DA 2 : DA 2- TOTAL EX 2 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 965.74' @ 13.63 hrs Surf.Area= 1,483 sf Storage= 2,098 cf Plug-Flow detention time= 301.2 min calculated for 0.028 af (41% of inflow) Center-of-Mass det. time= 204.4 min ( 990.0 - 785.6 ) Volume Invert Avail.Storage Storage Description #1 964.00' 2,785 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 964.00 527 0 0 965.00 1,483 1,005 1,005 966.20 1,483 1,780 2,785 Device Routing Invert Outlet Devices #1 Primary 961.50'6.0" Round OUTLET PIPE L= 61.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 961.50' / 961.00' S= 0.0082 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf #2 Device 1 965.50'24.0" Vert. RIM- Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 966.00'10.0' long x 10.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #4 Device 5 964.00'1.600 in/hr Exfiltration over Surface area above 961.50' Excluded Surface area = 0 sf #5 Device 2 961.50'6.0" Vert. Orifice 6" draintile C= 0.600 Limited to weir flow at low heads #6 Discarded 964.00'0.600 in/hr Exfiltration into Rock over Surface area from 960.90' - 961.50' Excluded Surface area = 0 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=964.00' (Free Discharge) 6=Exfiltration into Rock ( Controls 0.00 cfs) Primary OutFlow Max=0.05 cfs @ 12.61 hrs HW=965.61' (Free Discharge) 1=OUTLET PIPE (Passes 0.05 cfs of 1.33 cfs potential flow) 2=RIM- Orifice/Grate (Passes 0.05 cfs of 0.08 cfs potential flow) 5=Orifice 6" draintile (Passes 0.05 cfs of 0.32 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.05 cfs) 3=EOF ( Controls 0.00 cfs) 234 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 67HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 3P: FILTRATION BASIN 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.298 ac Peak Elev=965.74' Storage=2,098 cf 1.20 cfs 0.05 cfs 0.00 cfs0.05 cfs 235 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 68HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 964.00 527 0 964.01 537 5 964.02 546 11 964.03 556 16 964.04 565 22 964.05 575 28 964.06 584 33 964.07 594 39 964.08 603 45 964.09 613 51 964.10 623 57 964.11 632 64 964.12 642 70 964.13 651 77 964.14 661 83 964.15 670 90 964.16 680 97 964.17 690 103 964.18 699 110 964.19 709 117 964.20 718 125 964.21 728 132 964.22 737 139 964.23 747 146 964.24 756 154 964.25 766 162 964.26 776 169 964.27 785 177 964.28 795 185 964.29 804 193 964.30 814 201 964.31 823 209 964.32 833 218 964.33 842 226 964.34 852 234 964.35 862 243 964.36 871 252 964.37 881 260 964.38 890 269 964.39 900 278 964.40 909 287 964.41 919 296 964.42 929 306 964.43 938 315 964.44 948 324 964.45 957 334 964.46 967 344 964.47 976 353 964.48 986 363 964.49 995 373 964.50 1,005 383 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 964.51 1,015 393 964.52 1,024 403 964.53 1,034 414 964.54 1,043 424 964.55 1,053 434 964.56 1,062 445 964.57 1,072 456 964.58 1,081 466 964.59 1,091 477 964.60 1,101 488 964.61 1,110 499 964.62 1,120 510 964.63 1,129 522 964.64 1,139 533 964.65 1,148 545 964.66 1,158 556 964.67 1,168 568 964.68 1,177 579 964.69 1,187 591 964.70 1,196 603 964.71 1,206 615 964.72 1,215 627 964.73 1,225 639 964.74 1,234 652 964.75 1,244 664 964.76 1,254 677 964.77 1,263 689 964.78 1,273 702 964.79 1,282 715 964.80 1,292 728 964.81 1,301 740 964.82 1,311 754 964.83 1,320 767 964.84 1,330 780 964.85 1,340 793 964.86 1,349 807 964.87 1,359 820 964.88 1,368 834 964.89 1,378 848 964.90 1,387 861 964.91 1,397 875 964.92 1,407 889 964.93 1,416 904 964.94 1,426 918 964.95 1,435 932 964.96 1,445 946 964.97 1,454 961 964.98 1,464 976 964.99 1,473 990 965.00 1,483 1,005 965.01 1,483 1,020 236 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 69HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 965.02 1,483 1,035 965.03 1,483 1,049 965.04 1,483 1,064 965.05 1,483 1,079 965.06 1,483 1,094 965.07 1,483 1,109 965.08 1,483 1,124 965.09 1,483 1,138 965.10 1,483 1,153 965.11 1,483 1,168 965.12 1,483 1,183 965.13 1,483 1,198 965.14 1,483 1,213 965.15 1,483 1,227 965.16 1,483 1,242 965.17 1,483 1,257 965.18 1,483 1,272 965.19 1,483 1,287 965.20 1,483 1,302 965.21 1,483 1,316 965.22 1,483 1,331 965.23 1,483 1,346 965.24 1,483 1,361 965.25 1,483 1,376 965.26 1,483 1,391 965.27 1,483 1,405 965.28 1,483 1,420 965.29 1,483 1,435 965.30 1,483 1,450 965.31 1,483 1,465 965.32 1,483 1,480 965.33 1,483 1,494 965.34 1,483 1,509 965.35 1,483 1,524 965.36 1,483 1,539 965.37 1,483 1,554 965.38 1,483 1,569 965.39 1,483 1,583 965.40 1,483 1,598 965.41 1,483 1,613 965.42 1,483 1,628 965.43 1,483 1,643 965.44 1,483 1,658 965.45 1,483 1,672 965.46 1,483 1,687 965.47 1,483 1,702 965.48 1,483 1,717 965.49 1,483 1,732 965.50 1,483 1,747 965.51 1,483 1,761 965.52 1,483 1,776 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 965.53 1,483 1,791 965.54 1,483 1,806 965.55 1,483 1,821 965.56 1,483 1,835 965.57 1,483 1,850 965.58 1,483 1,865 965.59 1,483 1,880 965.60 1,483 1,895 965.61 1,483 1,910 965.62 1,483 1,924 965.63 1,483 1,939 965.64 1,483 1,954 965.65 1,483 1,969 965.66 1,483 1,984 965.67 1,483 1,999 965.68 1,483 2,013 965.69 1,483 2,028 965.70 1,483 2,043 965.71 1,483 2,058 965.72 1,483 2,073 965.73 1,483 2,088 965.74 1,483 2,102 965.75 1,483 2,117 965.76 1,483 2,132 965.77 1,483 2,147 965.78 1,483 2,162 965.79 1,483 2,177 965.80 1,483 2,191 965.81 1,483 2,206 965.82 1,483 2,221 965.83 1,483 2,236 965.84 1,483 2,251 965.85 1,483 2,266 965.86 1,483 2,280 965.87 1,483 2,295 965.88 1,483 2,310 965.89 1,483 2,325 965.90 1,483 2,340 965.91 1,483 2,355 965.92 1,483 2,369 965.93 1,483 2,384 965.94 1,483 2,399 965.95 1,483 2,414 965.96 1,483 2,429 965.97 1,483 2,444 965.98 1,483 2,458 965.99 1,483 2,473 966.00 1,483 2,488 966.01 1,483 2,503 966.02 1,483 2,518 966.03 1,483 2,532 237 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 70HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.04 1,483 2,547 966.05 1,483 2,562 966.06 1,483 2,577 966.07 1,483 2,592 966.08 1,483 2,607 966.09 1,483 2,621 966.10 1,483 2,636 966.11 1,483 2,651 966.12 1,483 2,666 966.13 1,483 2,681 966.14 1,483 2,696 966.15 1,483 2,710 966.16 1,483 2,725 966.17 1,483 2,740 966.18 1,483 2,755 966.19 1,483 2,770 966.20 1,483 2,785 966.21 1,483 2,785 966.22 1,483 2,785 966.23 1,483 2,785 966.24 1,483 2,785 966.25 1,483 2,785 966.26 1,483 2,785 966.27 1,483 2,785 966.28 1,483 2,785 966.29 1,483 2,785 966.30 1,483 2,785 966.31 1,483 2,785 966.32 1,483 2,785 966.33 1,483 2,785 966.34 1,483 2,785 966.35 1,483 2,785 966.36 1,483 2,785 966.37 1,483 2,785 966.38 1,483 2,785 966.39 1,483 2,785 966.40 1,483 2,785 966.41 1,483 2,785 966.42 1,483 2,785 966.43 1,483 2,785 966.44 1,483 2,785 966.45 1,483 2,785 966.46 1,483 2,785 966.47 1,483 2,785 966.48 1,483 2,785 966.49 1,483 2,785 966.50 1,483 2,785 966.51 1,483 2,785 966.52 1,483 2,785 966.53 1,483 2,785 966.54 1,483 2,785 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.55 1,483 2,785 966.56 1,483 2,785 966.57 1,483 2,785 966.58 1,483 2,785 966.59 1,483 2,785 966.60 1,483 2,785 966.61 1,483 2,785 966.62 1,483 2,785 966.63 1,483 2,785 966.64 1,483 2,785 966.65 1,483 2,785 966.66 1,483 2,785 966.67 1,483 2,785 966.68 1,483 2,785 966.69 1,483 2,785 966.70 1,483 2,785 966.71 1,483 2,785 966.72 1,483 2,785 966.73 1,483 2,785 966.74 1,483 2,785 966.75 1,483 2,785 966.76 1,483 2,785 966.77 1,483 2,785 966.78 1,483 2,785 966.79 1,483 2,785 966.80 1,483 2,785 966.81 1,483 2,785 966.82 1,483 2,785 966.83 1,483 2,785 966.84 1,483 2,785 966.85 1,483 2,785 966.86 1,483 2,785 966.87 1,483 2,785 966.88 1,483 2,785 966.89 1,483 2,785 966.90 1,483 2,785 966.91 1,483 2,785 966.92 1,483 2,785 966.93 1,483 2,785 966.94 1,483 2,785 966.95 1,483 2,785 966.96 1,483 2,785 966.97 1,483 2,785 966.98 1,483 2,785 966.99 1,483 2,785 967.00 1,483 2,785 967.01 1,483 2,785 967.02 1,483 2,785 967.03 1,483 2,785 967.04 1,483 2,785 967.05 1,483 2,785 238 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 71HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 967.06 1,483 2,785 967.07 1,483 2,785 967.08 1,483 2,785 967.09 1,483 2,785 967.10 1,483 2,785 967.11 1,483 2,785 967.12 1,483 2,785 967.13 1,483 2,785 967.14 1,483 2,785 967.15 1,483 2,785 967.16 1,483 2,785 967.17 1,483 2,785 967.18 1,483 2,785 967.19 1,483 2,785 967.20 1,483 2,785 967.21 1,483 2,785 967.22 1,483 2,785 967.23 1,483 2,785 967.24 1,483 2,785 967.25 1,483 2,785 967.26 1,483 2,785 967.27 1,483 2,785 967.28 1,483 2,785 967.29 1,483 2,785 967.30 1,483 2,785 967.31 1,483 2,785 967.32 1,483 2,785 967.33 1,483 2,785 967.34 1,483 2,785 967.35 1,483 2,785 967.36 1,483 2,785 967.37 1,483 2,785 967.38 1,483 2,785 967.39 1,483 2,785 967.40 1,483 2,785 967.41 1,483 2,785 967.42 1,483 2,785 967.43 1,483 2,785 967.44 1,483 2,785 967.45 1,483 2,785 967.46 1,483 2,785 967.47 1,483 2,785 967.48 1,483 2,785 967.49 1,483 2,785 967.50 1,483 2,785 239 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 72HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: WETLAND A [44] Hint: Outlet device #2 is below defined storage Inflow Area = 3.209 ac, 14.54% Impervious, Inflow Depth = 2.36" for 10y 24hr AT-14 event Inflow = 9.18 cfs @ 12.18 hrs, Volume= 0.630 af Outflow = 3.22 cfs @ 12.49 hrs, Volume= 0.630 af, Atten= 65%, Lag= 18.5 min Primary = 3.22 cfs @ 12.49 hrs, Volume= 0.630 af Routed to Reach DA 1 : DRAINAGE AREA 1- TOTAL TO WETLAND A Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 970.39' @ 12.49 hrs Surf.Area= 14,440 sf Storage= 9,693 cf Plug-Flow detention time= 101.4 min calculated for 0.630 af (100% of inflow) Center-of-Mass det. time= 101.4 min ( 930.4 - 829.0 ) Volume Invert Avail.Storage Storage Description #1 969.62' 19,559 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 969.62 11,466 0 0 970.00 12,137 4,485 4,485 971.00 18,012 15,075 19,559 Device Routing Invert Outlet Devices #1 Primary 965.00'6.0" Round OUTLET PIPE- Culvert L= 29.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 965.00' / 963.50' S= 0.0517 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.20 sf #2 Device 1 969.60'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 970.25'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.22 cfs @ 12.49 hrs HW=970.39' (Free Discharge) 1=OUTLET PIPE- Culvert (Inlet Controls 1.89 cfs @ 9.63 fps) 2=Orifice/Grate (Passes 1.89 cfs of 3.51 cfs potential flow) 3=Broad-Crested Rectangular Weir (Weir Controls 1.33 cfs @ 0.94 fps) 240 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 73HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 4P: WETLAND A Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.209 ac Peak Elev=970.39' Storage=9,693 cf 9.18 cfs 3.22 cfs 241 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 74HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: WETLAND A Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.62 11,466 0 969.63 11,484 115 969.64 11,501 230 969.65 11,519 345 969.66 11,537 460 969.67 11,554 576 969.68 11,572 691 969.69 11,590 807 969.70 11,607 923 969.71 11,625 1,039 969.72 11,643 1,155 969.73 11,660 1,272 969.74 11,678 1,389 969.75 11,696 1,506 969.76 11,713 1,623 969.77 11,731 1,740 969.78 11,749 1,857 969.79 11,766 1,975 969.80 11,784 2,092 969.81 11,802 2,210 969.82 11,819 2,329 969.83 11,837 2,447 969.84 11,854 2,565 969.85 11,872 2,684 969.86 11,890 2,803 969.87 11,907 2,922 969.88 11,925 3,041 969.89 11,943 3,160 969.90 11,960 3,280 969.91 11,978 3,399 969.92 11,996 3,519 969.93 12,013 3,639 969.94 12,031 3,760 969.95 12,049 3,880 969.96 12,066 4,001 969.97 12,084 4,121 969.98 12,102 4,242 969.99 12,119 4,363 970.00 12,137 4,485 970.01 12,196 4,606 970.02 12,254 4,728 970.03 12,313 4,851 970.04 12,372 4,975 970.05 12,431 5,099 970.06 12,490 5,223 970.07 12,548 5,349 970.08 12,607 5,474 970.09 12,666 5,601 970.10 12,725 5,728 970.11 12,783 5,855 970.12 12,842 5,983 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.13 12,901 6,112 970.14 12,959 6,241 970.15 13,018 6,371 970.16 13,077 6,502 970.17 13,136 6,633 970.18 13,194 6,764 970.19 13,253 6,897 970.20 13,312 7,029 970.21 13,371 7,163 970.22 13,430 7,297 970.23 13,488 7,431 970.24 13,547 7,567 970.25 13,606 7,702 970.26 13,664 7,839 970.27 13,723 7,976 970.28 13,782 8,113 970.29 13,841 8,251 970.30 13,899 8,390 970.31 13,958 8,529 970.32 14,017 8,669 970.33 14,076 8,810 970.34 14,135 8,951 970.35 14,193 9,092 970.36 14,252 9,235 970.37 14,311 9,377 970.38 14,369 9,521 970.39 14,428 9,665 970.40 14,487 9,809 970.41 14,546 9,955 970.42 14,604 10,100 970.43 14,663 10,247 970.44 14,722 10,394 970.45 14,781 10,541 970.46 14,840 10,689 970.47 14,898 10,838 970.48 14,957 10,987 970.49 15,016 11,137 970.50 15,075 11,287 970.51 15,133 11,438 970.52 15,192 11,590 970.53 15,251 11,742 970.54 15,309 11,895 970.55 15,368 12,049 970.56 15,427 12,202 970.57 15,486 12,357 970.58 15,545 12,512 970.59 15,603 12,668 970.60 15,662 12,824 970.61 15,721 12,981 970.62 15,780 13,139 970.63 15,838 13,297 242 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 10y 24hr AT-14 Rainfall=4.26"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 75HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: WETLAND A (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.64 15,897 13,455 970.65 15,956 13,615 970.66 16,014 13,775 970.67 16,073 13,935 970.68 16,132 14,096 970.69 16,191 14,258 970.70 16,250 14,420 970.71 16,308 14,583 970.72 16,367 14,746 970.73 16,426 14,910 970.74 16,485 15,075 970.75 16,543 15,240 970.76 16,602 15,405 970.77 16,661 15,572 970.78 16,719 15,739 970.79 16,778 15,906 970.80 16,837 16,074 970.81 16,896 16,243 970.82 16,955 16,412 970.83 17,013 16,582 970.84 17,072 16,752 970.85 17,131 16,923 970.86 17,190 17,095 970.87 17,248 17,267 970.88 17,307 17,440 970.89 17,366 17,613 970.90 17,424 17,787 970.91 17,483 17,962 970.92 17,542 18,137 970.93 17,601 18,313 970.94 17,660 18,489 970.95 17,718 18,666 970.96 17,777 18,843 970.97 17,836 19,021 970.98 17,895 19,200 970.99 17,953 19,379 971.00 18,012 19,559 971.01 18,012 19,559 971.02 18,012 19,559 971.03 18,012 19,559 971.04 18,012 19,559 971.05 18,012 19,559 971.06 18,012 19,559 971.07 18,012 19,559 971.08 18,012 19,559 971.09 18,012 19,559 971.10 18,012 19,559 971.11 18,012 19,559 971.12 18,012 19,559 971.13 18,012 19,559 971.14 18,012 19,559 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.15 18,012 19,559 971.16 18,012 19,559 971.17 18,012 19,559 971.18 18,012 19,559 971.19 18,012 19,559 971.20 18,012 19,559 971.21 18,012 19,559 971.22 18,012 19,559 971.23 18,012 19,559 971.24 18,012 19,559 971.25 18,012 19,559 971.26 18,012 19,559 971.27 18,012 19,559 971.28 18,012 19,559 971.29 18,012 19,559 971.30 18,012 19,559 971.31 18,012 19,559 971.32 18,012 19,559 971.33 18,012 19,559 971.34 18,012 19,559 971.35 18,012 19,559 971.36 18,012 19,559 971.37 18,012 19,559 971.38 18,012 19,559 971.39 18,012 19,559 971.40 18,012 19,559 971.41 18,012 19,559 971.42 18,012 19,559 971.43 18,012 19,559 971.44 18,012 19,559 971.45 18,012 19,559 971.46 18,012 19,559 971.47 18,012 19,559 971.48 18,012 19,559 971.49 18,012 19,559 971.50 18,012 19,559 971.51 18,012 19,559 971.52 18,012 19,559 971.53 18,012 19,559 971.54 18,012 19,559 971.55 18,012 19,559 971.56 18,012 19,559 971.57 18,012 19,559 971.58 18,012 19,559 971.59 18,012 19,559 971.60 18,012 19,559 243 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 76HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=74,865 sf 8.12% Impervious Runoff Depth=5.20"Subcatchment OFFSITE B: OFFSITE B - Tc=10.0 min CN=WQ Runoff=13.40 cfs 0.744 af Runoff Area=49,573 sf 17.90% Impervious Runoff Depth=5.40"Subcatchment OUTSITE A: OFFSITE A - Tc=10.0 min CN=WQ Runoff=9.07 cfs 0.512 af Runoff Area=3,248 sf 100.00% Impervious Runoff Depth=7.12"Subcatchment PR1A: PR1A - DRAINS Tc=10.0 min CN=WQ Runoff=0.70 cfs 0.044 af Runoff Area=30,432 sf 23.96% Impervious Runoff Depth=5.53"Subcatchment PR1B: PR1B - DRAINS Tc=10.0 min CN=WQ Runoff=5.64 cfs 0.322 af Runoff Area=34,488 sf 20.19% Impervious Runoff Depth=5.45"Subcatchment PR1C: PR1C - DRAINS Tc=10.0 min CN=WQ Runoff=6.34 cfs 0.360 af Runoff Area=6,877 sf 0.00% Impervious Runoff Depth=5.03"Subcatchment PR2A: PR2C - DRAINS Tc=10.0 min CN=WQ Runoff=1.21 cfs 0.066 af Runoff Area=9,970 sf 30.15% Impervious Runoff Depth=5.66"Subcatchment PR2B: PR2B - DRAINS Tc=10.0 min CN=WQ Runoff=1.87 cfs 0.108 af Runoff Area=12,962 sf 26.86% Impervious Runoff Depth=5.59"Subcatchment PR2C: PR2C - DRAINS Tc=10.0 min CN=WQ Runoff=2.42 cfs 0.139 af Inflow=15.36 cfs 1.383 afReach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A Outflow=15.36 cfs 1.383 af Inflow=1.80 cfs 0.134 afReach DA 2: DA 2- TOTAL EX 2 Outflow=1.80 cfs 0.134 af Inflow=24.27 cfs 2.095 afReach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Outflow=24.27 cfs 2.095 af Peak Elev=977.48' Storage=4,494 cf Inflow=6.34 cfs 0.360 afPond 1P: FILTRATION BASIN 1 Discarded=0.00 cfs 0.000 af Primary=5.97 cfs 0.317 af Outflow=5.97 cfs 0.317 af Peak Elev=968.13' Storage=3,551 cf Inflow=1.87 cfs 0.108 afPond 2P: FILTRATION BASIN 2 Discarded=0.00 cfs 0.000 af Primary=0.09 cfs 0.035 af Outflow=0.09 cfs 0.035 af Peak Elev=966.17' Storage=2,740 cf Inflow=2.42 cfs 0.139 afPond 3P: FILTRATION BASIN 3 Discarded=0.00 cfs 0.000 af Primary=1.80 cfs 0.099 af Outflow=1.80 cfs 0.099 af Peak Elev=970.88' Storage=17,378 cf Inflow=24.75 cfs 1.383 afPond 4P: WETLAND A Outflow=15.36 cfs 1.383 af Total Runoff Area = 5.106 ac Runoff Volume = 2.295 af Average Runoff Depth = 5.39" 82.49% Pervious = 4.212 ac 17.51% Impervious = 0.894 ac 244 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 77HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFFSITE B: OFFSITE B - DRAINS SOUTH TO WETLAND Runoff = 13.40 cfs @ 12.17 hrs, Volume= 0.744 af, Depth= 5.20" Routed to Pond 4P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 6,076 98 Paved parking, HSG C 68,789 80 Pasture/grassland/range, Good, HSG D 74,865 Weighted Average 68,789 91.88% Pervious Area 6,076 8.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OFFSITE B: OFFSITE B - DRAINS SOUTH TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=74,865 sf Runoff Volume=0.744 af Runoff Depth=5.20" Tc=10.0 min CN=WQ 13.40 cfs 245 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 78HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OUTSITE A: OFFSITE A - DRAINS SOUTH TO WETLAND B Runoff = 9.07 cfs @ 12.17 hrs, Volume= 0.512 af, Depth= 5.40" Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 8,875 98 Paved parking, HSG C 40,698 80 Pasture/grassland/range, Good, HSG D 49,573 Weighted Average 40,698 82.10% Pervious Area 8,875 17.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment OUTSITE A: OFFSITE A - DRAINS SOUTH TO WETLAND B Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=49,573 sf Runoff Volume=0.512 af Runoff Depth=5.40" Tc=10.0 min CN=WQ 9.07 cfs 246 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 79HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: PR1A - DRAINS EAST ALONG STREET Runoff = 0.70 cfs @ 12.17 hrs, Volume= 0.044 af, Depth= 7.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 3,248 98 Paved parking, HSG C 0 80 Pasture/grassland/range, Good, HSG D 3,248 Weighted Average 3,248 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR1A: PR1A - DRAINS EAST ALONG STREET Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=3,248 sf Runoff Volume=0.044 af Runoff Depth=7.12" Tc=10.0 min CN=WQ 0.70 cfs 247 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 80HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: PR1B - DRAINS SOUTH TO WETLAND A Runoff = 5.64 cfs @ 12.17 hrs, Volume= 0.322 af, Depth= 5.53" Routed to Pond 4P : WETLAND A Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 7,290 98 Paved parking, HSG C 23,142 80 Pasture/grassland/range, Good, HSG D 30,432 Weighted Average 23,142 76.04% Pervious Area 7,290 23.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR1B: PR1B - DRAINS SOUTH TO WETLAND A Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=30,432 sf Runoff Volume=0.322 af Runoff Depth=5.53" Tc=10.0 min CN=WQ 5.64 cfs 248 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 81HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: PR1C - DRAINS SOUTH TO RAIN GARDEN Runoff = 6.34 cfs @ 12.17 hrs, Volume= 0.360 af, Depth= 5.45" Routed to Pond 1P : FILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 6,962 98 Paved parking, HSG C 27,526 80 Pasture/grassland/range, Good, HSG D 34,488 Weighted Average 27,526 79.81% Pervious Area 6,962 20.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR1C: PR1C - DRAINS SOUTH TO RAIN GARDEN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=34,488 sf Runoff Volume=0.360 af Runoff Depth=5.45" Tc=10.0 min CN=WQ 6.34 cfs 249 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 82HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2A: PR2C - DRAINS SOUTH TO WETLAND B Runoff = 1.21 cfs @ 12.17 hrs, Volume= 0.066 af, Depth= 5.03" Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 0 98 Paved parking, HSG C 6,877 80 Pasture/grassland/range, Good, HSG D 6,877 Weighted Average 6,877 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR2A: PR2C - DRAINS SOUTH TO WETLAND B Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=6,877 sf Runoff Volume=0.066 af Runoff Depth=5.03" Tc=10.0 min CN=WQ 1.21 cfs 250 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 83HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2B: PR2B - DRAINS SOUTH TO RAIN GARDEN Runoff = 1.87 cfs @ 12.17 hrs, Volume= 0.108 af, Depth= 5.66" Routed to Pond 2P : FILTRATION BASIN 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 3,006 98 Paved parking, HSG C 6,964 80 Pasture/grassland/range, Good, HSG D 9,970 Weighted Average 6,964 69.85% Pervious Area 3,006 30.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR2B: PR2B - DRAINS SOUTH TO RAIN GARDEN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=9,970 sf Runoff Volume=0.108 af Runoff Depth=5.66" Tc=10.0 min CN=WQ 1.87 cfs 251 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 84HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2C: PR2C - DRAINS SOUTH TO RAIN GARDEN Runoff = 2.42 cfs @ 12.17 hrs, Volume= 0.139 af, Depth= 5.59" Routed to Pond 3P : FILTRATION BASIN 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Area (sf) CN Description 3,481 98 Paved parking, HSG C 9,481 80 Pasture/grassland/range, Good, HSG D 12,962 Weighted Average 9,481 73.14% Pervious Area 3,481 26.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR2C: PR2C - DRAINS SOUTH TO RAIN GARDEN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36" Runoff Area=12,962 sf Runoff Volume=0.139 af Runoff Depth=5.59" Tc=10.0 min CN=WQ 2.42 cfs 252 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 85HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.209 ac, 14.54% Impervious, Inflow Depth = 5.17" for 100y 24hr AT-14 event Inflow = 15.36 cfs @ 12.29 hrs, Volume= 1.383 af Outflow = 15.36 cfs @ 12.29 hrs, Volume= 1.383 af, Atten= 0%, Lag= 0.0 min Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.209 ac 15.36 cfs 15.36 cfs 253 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 86HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA 2: DA 2- TOTAL EX 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.526 ac, 28.29% Impervious, Inflow Depth = 3.05" for 100y 24hr AT-14 event Inflow = 1.80 cfs @ 12.25 hrs, Volume= 0.134 af Outflow = 1.80 cfs @ 12.25 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Routed to Reach DA 3 : PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA 2: DA 2- TOTAL EX 2 Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.526 ac 1.80 cfs 1.80 cfs 254 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 87HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.031 ac, 16.28% Impervious, Inflow Depth = 5.00" for 100y 24hr AT-14 event Inflow = 24.27 cfs @ 12.24 hrs, Volume= 2.095 af Outflow = 24.27 cfs @ 12.24 hrs, Volume= 2.095 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.031 ac 24.27 cfs 24.27 cfs 255 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 88HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN 1 Inflow Area = 0.792 ac, 20.19% Impervious, Inflow Depth = 5.45" for 100y 24hr AT-14 event Inflow = 6.34 cfs @ 12.17 hrs, Volume= 0.360 af Outflow = 5.97 cfs @ 12.20 hrs, Volume= 0.317 af, Atten= 6%, Lag= 1.8 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 5.97 cfs @ 12.20 hrs, Volume= 0.317 af Routed to Pond 4P : WETLAND A Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 977.48' @ 12.20 hrs Surf.Area= 2,793 sf Storage= 4,494 cf Plug-Flow detention time= 146.8 min calculated for 0.317 af (88% of inflow) Center-of-Mass det. time= 99.6 min ( 879.2 - 779.5 ) Volume Invert Avail.Storage Storage Description #1 975.60' 4,563 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 975.60 1,701 0 0 976.00 2,043 749 749 977.00 2,793 2,418 3,167 977.50 2,793 1,397 4,563 Device Routing Invert Outlet Devices #1 Primary 973.10'6.0" Round OUTLET PIPE L= 23.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 973.10' / 971.50' S= 0.0696 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf #2 Device 1 976.50'24.0" Vert. RIM- Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 977.10'10.0' long x 10.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #4 Device 5 975.60'1.600 in/hr Exfiltration over Surface area above 973.10' Excluded Surface area = 0 sf #5 Device 2 973.10'6.0" Vert. Orifice 6" draintile C= 0.600 Limited to weir flow at low heads #6 Discarded 975.60'0.600 in/hr Exfiltration-Infiltration into Rock over Surface area from 972.50' - 973.10' Excluded Surface area = 0 sf 256 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 89HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.60' (Free Discharge) 6=Exfiltration-Infiltration into Rock ( Controls 0.00 cfs) Primary OutFlow Max=5.96 cfs @ 12.20 hrs HW=977.47' (Free Discharge) 1=OUTLET PIPE (Passes 0.10 cfs of 1.69 cfs potential flow) 2=RIM- Orifice/Grate (Passes 0.10 cfs of 5.11 cfs potential flow) 5=Orifice 6" draintile (Passes 0.10 cfs of 0.93 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.10 cfs) 3=EOF (Weir Controls 5.85 cfs @ 1.56 fps) Pond 1P: FILTRATION BASIN 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=0.792 ac Peak Elev=977.48' Storage=4,494 cf 6.34 cfs 5.97 cfs 0.00 cfs 5.97 cfs 257 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 90HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 975.60 1,701 0 975.61 1,710 17 975.62 1,718 34 975.63 1,727 51 975.64 1,735 69 975.65 1,744 86 975.66 1,752 104 975.67 1,761 121 975.68 1,769 139 975.69 1,778 157 975.70 1,787 174 975.71 1,795 192 975.72 1,804 210 975.73 1,812 228 975.74 1,821 247 975.75 1,829 265 975.76 1,838 283 975.77 1,846 302 975.78 1,855 320 975.79 1,863 339 975.80 1,872 357 975.81 1,881 376 975.82 1,889 395 975.83 1,898 414 975.84 1,906 433 975.85 1,915 452 975.86 1,923 471 975.87 1,932 490 975.88 1,940 510 975.89 1,949 529 975.90 1,957 549 975.91 1,966 568 975.92 1,975 588 975.93 1,983 608 975.94 1,992 628 975.95 2,000 648 975.96 2,009 668 975.97 2,017 688 975.98 2,026 708 975.99 2,034 728 976.00 2,043 749 976.01 2,050 769 976.02 2,058 790 976.03 2,065 810 976.04 2,073 831 976.05 2,081 852 976.06 2,088 873 976.07 2,096 894 976.08 2,103 915 976.09 2,111 936 976.10 2,118 957 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.11 2,126 978 976.12 2,133 999 976.13 2,140 1,021 976.14 2,148 1,042 976.15 2,155 1,064 976.16 2,163 1,085 976.17 2,171 1,107 976.18 2,178 1,129 976.19 2,186 1,151 976.20 2,193 1,172 976.21 2,201 1,194 976.22 2,208 1,216 976.23 2,216 1,239 976.24 2,223 1,261 976.25 2,231 1,283 976.26 2,238 1,305 976.27 2,245 1,328 976.28 2,253 1,350 976.29 2,261 1,373 976.30 2,268 1,395 976.31 2,276 1,418 976.32 2,283 1,441 976.33 2,291 1,464 976.34 2,298 1,487 976.35 2,306 1,510 976.36 2,313 1,533 976.37 2,321 1,556 976.38 2,328 1,579 976.39 2,335 1,603 976.40 2,343 1,626 976.41 2,350 1,649 976.42 2,358 1,673 976.43 2,366 1,697 976.44 2,373 1,720 976.45 2,381 1,744 976.46 2,388 1,768 976.47 2,396 1,792 976.48 2,403 1,816 976.49 2,411 1,840 976.50 2,418 1,864 976.51 2,425 1,888 976.52 2,433 1,913 976.53 2,440 1,937 976.54 2,448 1,961 976.55 2,456 1,986 976.56 2,463 2,010 976.57 2,471 2,035 976.58 2,478 2,060 976.59 2,486 2,085 976.60 2,493 2,110 976.61 2,501 2,135 258 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 91HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.62 2,508 2,160 976.63 2,515 2,185 976.64 2,523 2,210 976.65 2,530 2,235 976.66 2,538 2,261 976.67 2,546 2,286 976.68 2,553 2,311 976.69 2,561 2,337 976.70 2,568 2,363 976.71 2,576 2,388 976.72 2,583 2,414 976.73 2,591 2,440 976.74 2,598 2,466 976.75 2,606 2,492 976.76 2,613 2,518 976.77 2,620 2,544 976.78 2,628 2,570 976.79 2,636 2,597 976.80 2,643 2,623 976.81 2,651 2,650 976.82 2,658 2,676 976.83 2,666 2,703 976.84 2,673 2,730 976.85 2,681 2,756 976.86 2,688 2,783 976.87 2,696 2,810 976.88 2,703 2,837 976.89 2,710 2,864 976.90 2,718 2,891 976.91 2,725 2,918 976.92 2,733 2,946 976.93 2,741 2,973 976.94 2,748 3,001 976.95 2,756 3,028 976.96 2,763 3,056 976.97 2,771 3,083 976.98 2,778 3,111 976.99 2,786 3,139 977.00 2,793 3,167 977.01 2,793 3,195 977.02 2,793 3,223 977.03 2,793 3,251 977.04 2,793 3,279 977.05 2,793 3,306 977.06 2,793 3,334 977.07 2,793 3,362 977.08 2,793 3,390 977.09 2,793 3,418 977.10 2,793 3,446 977.11 2,793 3,474 977.12 2,793 3,502 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 977.13 2,793 3,530 977.14 2,793 3,558 977.15 2,793 3,586 977.16 2,793 3,614 977.17 2,793 3,642 977.18 2,793 3,670 977.19 2,793 3,697 977.20 2,793 3,725 977.21 2,793 3,753 977.22 2,793 3,781 977.23 2,793 3,809 977.24 2,793 3,837 977.25 2,793 3,865 977.26 2,793 3,893 977.27 2,793 3,921 977.28 2,793 3,949 977.29 2,793 3,977 977.30 2,793 4,005 977.31 2,793 4,033 977.32 2,793 4,061 977.33 2,793 4,088 977.34 2,793 4,116 977.35 2,793 4,144 977.36 2,793 4,172 977.37 2,793 4,200 977.38 2,793 4,228 977.39 2,793 4,256 977.40 2,793 4,284 977.41 2,793 4,312 977.42 2,793 4,340 977.43 2,793 4,368 977.44 2,793 4,396 977.45 2,793 4,424 977.46 2,793 4,452 977.47 2,793 4,480 977.48 2,793 4,507 977.49 2,793 4,535 977.50 2,793 4,563 977.51 2,793 4,563 977.52 2,793 4,563 977.53 2,793 4,563 977.54 2,793 4,563 977.55 2,793 4,563 977.56 2,793 4,563 977.57 2,793 4,563 977.58 2,793 4,563 977.59 2,793 4,563 977.60 2,793 4,563 977.61 2,793 4,563 977.62 2,793 4,563 977.63 2,793 4,563 259 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 92HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN 1 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 977.64 2,793 4,563 977.65 2,793 4,563 977.66 2,793 4,563 977.67 2,793 4,563 977.68 2,793 4,563 977.69 2,793 4,563 977.70 2,793 4,563 977.71 2,793 4,563 977.72 2,793 4,563 977.73 2,793 4,563 977.74 2,793 4,563 977.75 2,793 4,563 977.76 2,793 4,563 977.77 2,793 4,563 977.78 2,793 4,563 977.79 2,793 4,563 977.80 2,793 4,563 977.81 2,793 4,563 977.82 2,793 4,563 977.83 2,793 4,563 977.84 2,793 4,563 977.85 2,793 4,563 977.86 2,793 4,563 977.87 2,793 4,563 977.88 2,793 4,563 977.89 2,793 4,563 977.90 2,793 4,563 977.91 2,793 4,563 977.92 2,793 4,563 977.93 2,793 4,563 977.94 2,793 4,563 977.95 2,793 4,563 977.96 2,793 4,563 977.97 2,793 4,563 977.98 2,793 4,563 977.99 2,793 4,563 978.00 2,793 4,563 978.01 2,793 4,563 978.02 2,793 4,563 978.03 2,793 4,563 978.04 2,793 4,563 978.05 2,793 4,563 978.06 2,793 4,563 978.07 2,793 4,563 978.08 2,793 4,563 978.09 2,793 4,563 978.10 2,793 4,563 978.11 2,793 4,563 978.12 2,793 4,563 978.13 2,793 4,563 978.14 2,793 4,563 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 978.15 2,793 4,563 978.16 2,793 4,563 978.17 2,793 4,563 978.18 2,793 4,563 978.19 2,793 4,563 978.20 2,793 4,563 978.21 2,793 4,563 978.22 2,793 4,563 978.23 2,793 4,563 978.24 2,793 4,563 978.25 2,793 4,563 978.26 2,793 4,563 978.27 2,793 4,563 978.28 2,793 4,563 978.29 2,793 4,563 978.30 2,793 4,563 978.31 2,793 4,563 978.32 2,793 4,563 978.33 2,793 4,563 978.34 2,793 4,563 978.35 2,793 4,563 978.36 2,793 4,563 978.37 2,793 4,563 978.38 2,793 4,563 978.39 2,793 4,563 978.40 2,793 4,563 978.41 2,793 4,563 978.42 2,793 4,563 978.43 2,793 4,563 978.44 2,793 4,563 978.45 2,793 4,563 978.46 2,793 4,563 978.47 2,793 4,563 978.48 2,793 4,563 978.49 2,793 4,563 978.50 2,793 4,563 260 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 93HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: FILTRATION BASIN 2 Inflow Area = 0.229 ac, 30.15% Impervious, Inflow Depth = 5.66" for 100y 24hr AT-14 event Inflow = 1.87 cfs @ 12.17 hrs, Volume= 0.108 af Outflow = 0.09 cfs @ 13.58 hrs, Volume= 0.035 af, Atten= 95%, Lag= 84.2 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.09 cfs @ 13.58 hrs, Volume= 0.035 af Routed to Reach DA 2 : DA 2- TOTAL EX 2 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 968.13' @ 13.58 hrs Surf.Area= 3,142 sf Storage= 3,551 cf Plug-Flow detention time= 369.4 min calculated for 0.035 af (33% of inflow) Center-of-Mass det. time= 259.2 min ( 1,033.1 - 774.0 ) Volume Invert Avail.Storage Storage Description #1 966.00' 14,363 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 966.00 521 0 0 967.00 1,462 992 992 968.00 2,890 2,176 3,168 969.00 4,875 3,883 7,050 970.50 4,875 7,313 14,363 Device Routing Invert Outlet Devices #1 Primary 963.50'6.0" Round OUTLET PIPE L= 70.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 963.50' / 963.00' S= 0.0071 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf #2 Device 1 968.00'24.0" Vert. RIM- Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 970.25'10.0' long x 10.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #4 Device 5 966.00'1.600 in/hr Exfiltration over Surface area above 963.50' Excluded Surface area = 0 sf #5 Device 2 963.50'6.0" Vert. Orifice 6" draintile C= 0.600 Limited to weir flow at low heads #6 Discarded 966.00'0.600 in/hr Exfiltration into Rock over Surface area from 962.90' - 963.50' Excluded Surface area = 0 sf 261 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 94HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=966.00' (Free Discharge) 6=Exfiltration into Rock ( Controls 0.00 cfs) Primary OutFlow Max=0.10 cfs @ 13.58 hrs HW=968.13' (Free Discharge) 1=OUTLET PIPE (Passes 0.10 cfs of 1.34 cfs potential flow) 2=RIM- Orifice/Grate (Orifice Controls 0.10 cfs @ 1.21 fps) 5=Orifice 6" draintile (Passes 0.10 cfs of 0.34 cfs potential flow) 4=Exfiltration (Passes 0.10 cfs of 0.12 cfs potential flow) 3=EOF ( Controls 0.00 cfs) Pond 2P: FILTRATION BASIN 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.229 ac Peak Elev=968.13' Storage=3,551 cf 1.87 cfs 0.09 cfs 0.00 cfs0.09 cfs 262 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 95HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.00 521 0 966.01 530 5 966.02 540 11 966.03 549 16 966.04 559 22 966.05 568 27 966.06 577 33 966.07 587 39 966.08 596 45 966.09 606 51 966.10 615 57 966.11 625 63 966.12 634 69 966.13 643 76 966.14 653 82 966.15 662 89 966.16 672 95 966.17 681 102 966.18 690 109 966.19 700 116 966.20 709 123 966.21 719 130 966.22 728 137 966.23 737 145 966.24 747 152 966.25 756 160 966.26 766 167 966.27 775 175 966.28 784 183 966.29 794 191 966.30 803 199 966.31 813 207 966.32 822 215 966.33 832 223 966.34 841 232 966.35 850 240 966.36 860 249 966.37 869 257 966.38 879 266 966.39 888 275 966.40 897 284 966.41 907 293 966.42 916 302 966.43 926 311 966.44 935 320 966.45 944 330 966.46 954 339 966.47 963 349 966.48 973 358 966.49 982 368 966.50 992 378 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.51 1,001 388 966.52 1,010 398 966.53 1,020 408 966.54 1,029 419 966.55 1,039 429 966.56 1,048 439 966.57 1,057 450 966.58 1,067 460 966.59 1,076 471 966.60 1,086 482 966.61 1,095 493 966.62 1,104 504 966.63 1,114 515 966.64 1,123 526 966.65 1,133 537 966.66 1,142 549 966.67 1,151 560 966.68 1,161 572 966.69 1,170 583 966.70 1,180 595 966.71 1,189 607 966.72 1,199 619 966.73 1,208 631 966.74 1,217 643 966.75 1,227 655 966.76 1,236 668 966.77 1,246 680 966.78 1,255 693 966.79 1,264 705 966.80 1,274 718 966.81 1,283 731 966.82 1,293 744 966.83 1,302 757 966.84 1,311 770 966.85 1,321 783 966.86 1,330 796 966.87 1,340 809 966.88 1,349 823 966.89 1,358 836 966.90 1,368 850 966.91 1,377 864 966.92 1,387 878 966.93 1,396 891 966.94 1,406 905 966.95 1,415 920 966.96 1,424 934 966.97 1,434 948 966.98 1,443 962 966.99 1,453 977 967.00 1,462 992 967.01 1,476 1,006 263 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 96HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 967.02 1,491 1,021 967.03 1,505 1,036 967.04 1,519 1,051 967.05 1,533 1,066 967.06 1,548 1,082 967.07 1,562 1,097 967.08 1,576 1,113 967.09 1,591 1,129 967.10 1,605 1,145 967.11 1,619 1,161 967.12 1,633 1,177 967.13 1,648 1,194 967.14 1,662 1,210 967.15 1,676 1,227 967.16 1,690 1,244 967.17 1,705 1,261 967.18 1,719 1,278 967.19 1,733 1,295 967.20 1,748 1,312 967.21 1,762 1,330 967.22 1,776 1,348 967.23 1,790 1,366 967.24 1,805 1,384 967.25 1,819 1,402 967.26 1,833 1,420 967.27 1,848 1,438 967.28 1,862 1,457 967.29 1,876 1,476 967.30 1,890 1,494 967.31 1,905 1,513 967.32 1,919 1,532 967.33 1,933 1,552 967.34 1,948 1,571 967.35 1,962 1,591 967.36 1,976 1,610 967.37 1,990 1,630 967.38 2,005 1,650 967.39 2,019 1,670 967.40 2,033 1,691 967.41 2,047 1,711 967.42 2,062 1,731 967.43 2,076 1,752 967.44 2,090 1,773 967.45 2,105 1,794 967.46 2,119 1,815 967.47 2,133 1,836 967.48 2,147 1,858 967.49 2,162 1,879 967.50 2,176 1,901 967.51 2,190 1,923 967.52 2,205 1,945 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 967.53 2,219 1,967 967.54 2,233 1,989 967.55 2,247 2,012 967.56 2,262 2,034 967.57 2,276 2,057 967.58 2,290 2,080 967.59 2,305 2,103 967.60 2,319 2,126 967.61 2,333 2,149 967.62 2,347 2,172 967.63 2,362 2,196 967.64 2,376 2,220 967.65 2,390 2,243 967.66 2,404 2,267 967.67 2,419 2,292 967.68 2,433 2,316 967.69 2,447 2,340 967.70 2,462 2,365 967.71 2,476 2,389 967.72 2,490 2,414 967.73 2,504 2,439 967.74 2,519 2,464 967.75 2,533 2,490 967.76 2,547 2,515 967.77 2,562 2,541 967.78 2,576 2,566 967.79 2,590 2,592 967.80 2,604 2,618 967.81 2,619 2,644 967.82 2,633 2,670 967.83 2,647 2,697 967.84 2,662 2,723 967.85 2,676 2,750 967.86 2,690 2,777 967.87 2,704 2,804 967.88 2,719 2,831 967.89 2,733 2,858 967.90 2,747 2,886 967.91 2,761 2,913 967.92 2,776 2,941 967.93 2,790 2,969 967.94 2,804 2,997 967.95 2,819 3,025 967.96 2,833 3,053 967.97 2,847 3,081 967.98 2,861 3,110 967.99 2,876 3,139 968.00 2,890 3,168 968.01 2,910 3,196 968.02 2,930 3,226 968.03 2,950 3,255 264 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 97HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 968.04 2,969 3,285 968.05 2,989 3,314 968.06 3,009 3,344 968.07 3,029 3,375 968.08 3,049 3,405 968.09 3,069 3,436 968.10 3,089 3,466 968.11 3,108 3,497 968.12 3,128 3,529 968.13 3,148 3,560 968.14 3,168 3,592 968.15 3,188 3,623 968.16 3,208 3,655 968.17 3,227 3,687 968.18 3,247 3,720 968.19 3,267 3,752 968.20 3,287 3,785 968.21 3,307 3,818 968.22 3,327 3,851 968.23 3,347 3,885 968.24 3,366 3,918 968.25 3,386 3,952 968.26 3,406 3,986 968.27 3,426 4,020 968.28 3,446 4,055 968.29 3,466 4,089 968.30 3,485 4,124 968.31 3,505 4,159 968.32 3,525 4,194 968.33 3,545 4,229 968.34 3,565 4,265 968.35 3,585 4,301 968.36 3,605 4,337 968.37 3,624 4,373 968.38 3,644 4,409 968.39 3,664 4,446 968.40 3,684 4,482 968.41 3,704 4,519 968.42 3,724 4,556 968.43 3,744 4,594 968.44 3,763 4,631 968.45 3,783 4,669 968.46 3,803 4,707 968.47 3,823 4,745 968.48 3,843 4,783 968.49 3,863 4,822 968.50 3,883 4,861 968.51 3,902 4,900 968.52 3,922 4,939 968.53 3,942 4,978 968.54 3,962 5,018 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 968.55 3,982 5,057 968.56 4,002 5,097 968.57 4,021 5,137 968.58 4,041 5,178 968.59 4,061 5,218 968.60 4,081 5,259 968.61 4,101 5,300 968.62 4,121 5,341 968.63 4,141 5,382 968.64 4,160 5,424 968.65 4,180 5,465 968.66 4,200 5,507 968.67 4,220 5,549 968.68 4,240 5,592 968.69 4,260 5,634 968.70 4,280 5,677 968.71 4,299 5,720 968.72 4,319 5,763 968.73 4,339 5,806 968.74 4,359 5,850 968.75 4,379 5,893 968.76 4,399 5,937 968.77 4,418 5,981 968.78 4,438 6,026 968.79 4,458 6,070 968.80 4,478 6,115 968.81 4,498 6,160 968.82 4,518 6,205 968.83 4,538 6,250 968.84 4,557 6,295 968.85 4,577 6,341 968.86 4,597 6,387 968.87 4,617 6,433 968.88 4,637 6,479 968.89 4,657 6,526 968.90 4,676 6,572 968.91 4,696 6,619 968.92 4,716 6,666 968.93 4,736 6,714 968.94 4,756 6,761 968.95 4,776 6,809 968.96 4,796 6,857 968.97 4,815 6,905 968.98 4,835 6,953 968.99 4,855 7,001 969.00 4,875 7,050 969.01 4,875 7,099 969.02 4,875 7,147 969.03 4,875 7,196 969.04 4,875 7,245 969.05 4,875 7,294 265 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 98HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.06 4,875 7,342 969.07 4,875 7,391 969.08 4,875 7,440 969.09 4,875 7,489 969.10 4,875 7,538 969.11 4,875 7,586 969.12 4,875 7,635 969.13 4,875 7,684 969.14 4,875 7,732 969.15 4,875 7,781 969.16 4,875 7,830 969.17 4,875 7,879 969.18 4,875 7,927 969.19 4,875 7,976 969.20 4,875 8,025 969.21 4,875 8,074 969.22 4,875 8,123 969.23 4,875 8,171 969.24 4,875 8,220 969.25 4,875 8,269 969.26 4,875 8,317 969.27 4,875 8,366 969.28 4,875 8,415 969.29 4,875 8,464 969.30 4,875 8,512 969.31 4,875 8,561 969.32 4,875 8,610 969.33 4,875 8,659 969.34 4,875 8,708 969.35 4,875 8,756 969.36 4,875 8,805 969.37 4,875 8,854 969.38 4,875 8,902 969.39 4,875 8,951 969.40 4,875 9,000 969.41 4,875 9,049 969.42 4,875 9,097 969.43 4,875 9,146 969.44 4,875 9,195 969.45 4,875 9,244 969.46 4,875 9,293 969.47 4,875 9,341 969.48 4,875 9,390 969.49 4,875 9,439 969.50 4,875 9,488 969.51 4,875 9,536 969.52 4,875 9,585 969.53 4,875 9,634 969.54 4,875 9,682 969.55 4,875 9,731 969.56 4,875 9,780 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.57 4,875 9,829 969.58 4,875 9,878 969.59 4,875 9,926 969.60 4,875 9,975 969.61 4,875 10,024 969.62 4,875 10,073 969.63 4,875 10,121 969.64 4,875 10,170 969.65 4,875 10,219 969.66 4,875 10,267 969.67 4,875 10,316 969.68 4,875 10,365 969.69 4,875 10,414 969.70 4,875 10,463 969.71 4,875 10,511 969.72 4,875 10,560 969.73 4,875 10,609 969.74 4,875 10,658 969.75 4,875 10,706 969.76 4,875 10,755 969.77 4,875 10,804 969.78 4,875 10,852 969.79 4,875 10,901 969.80 4,875 10,950 969.81 4,875 10,999 969.82 4,875 11,048 969.83 4,875 11,096 969.84 4,875 11,145 969.85 4,875 11,194 969.86 4,875 11,243 969.87 4,875 11,291 969.88 4,875 11,340 969.89 4,875 11,389 969.90 4,875 11,437 969.91 4,875 11,486 969.92 4,875 11,535 969.93 4,875 11,584 969.94 4,875 11,633 969.95 4,875 11,681 969.96 4,875 11,730 969.97 4,875 11,779 969.98 4,875 11,828 969.99 4,875 11,876 970.00 4,875 11,925 970.01 4,875 11,974 970.02 4,875 12,022 970.03 4,875 12,071 970.04 4,875 12,120 970.05 4,875 12,169 970.06 4,875 12,217 970.07 4,875 12,266 266 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 99HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: FILTRATION BASIN 2 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.08 4,875 12,315 970.09 4,875 12,364 970.10 4,875 12,413 970.11 4,875 12,461 970.12 4,875 12,510 970.13 4,875 12,559 970.14 4,875 12,607 970.15 4,875 12,656 970.16 4,875 12,705 970.17 4,875 12,754 970.18 4,875 12,802 970.19 4,875 12,851 970.20 4,875 12,900 970.21 4,875 12,949 970.22 4,875 12,998 970.23 4,875 13,046 970.24 4,875 13,095 970.25 4,875 13,144 970.26 4,875 13,192 970.27 4,875 13,241 970.28 4,875 13,290 970.29 4,875 13,339 970.30 4,875 13,387 970.31 4,875 13,436 970.32 4,875 13,485 970.33 4,875 13,534 970.34 4,875 13,583 970.35 4,875 13,631 970.36 4,875 13,680 970.37 4,875 13,729 970.38 4,875 13,777 970.39 4,875 13,826 970.40 4,875 13,875 970.41 4,875 13,924 970.42 4,875 13,972 970.43 4,875 14,021 970.44 4,875 14,070 970.45 4,875 14,119 970.46 4,875 14,168 970.47 4,875 14,216 970.48 4,875 14,265 970.49 4,875 14,314 970.50 4,875 14,363 267 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 100HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: FILTRATION BASIN 3 Inflow Area = 0.298 ac, 26.86% Impervious, Inflow Depth = 5.59" for 100y 24hr AT-14 event Inflow = 2.42 cfs @ 12.17 hrs, Volume= 0.139 af Outflow = 1.80 cfs @ 12.25 hrs, Volume= 0.099 af, Atten= 26%, Lag= 4.5 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 1.80 cfs @ 12.25 hrs, Volume= 0.099 af Routed to Reach DA 2 : DA 2- TOTAL EX 2 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 966.17' @ 12.25 hrs Surf.Area= 1,483 sf Storage= 2,740 cf Plug-Flow detention time= 201.1 min calculated for 0.099 af (71% of inflow) Center-of-Mass det. time= 130.9 min ( 906.6 - 775.8 ) Volume Invert Avail.Storage Storage Description #1 964.00' 2,785 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 964.00 527 0 0 965.00 1,483 1,005 1,005 966.20 1,483 1,780 2,785 Device Routing Invert Outlet Devices #1 Primary 961.50'6.0" Round OUTLET PIPE L= 61.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 961.50' / 961.00' S= 0.0082 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.20 sf #2 Device 1 965.50'24.0" Vert. RIM- Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 966.00'10.0' long x 10.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #4 Device 5 964.00'1.600 in/hr Exfiltration over Surface area above 961.50' Excluded Surface area = 0 sf #5 Device 2 961.50'6.0" Vert. Orifice 6" draintile C= 0.600 Limited to weir flow at low heads #6 Discarded 964.00'0.600 in/hr Exfiltration into Rock over Surface area from 960.90' - 961.50' Excluded Surface area = 0 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=964.00' (Free Discharge) 6=Exfiltration into Rock ( Controls 0.00 cfs) Primary OutFlow Max=1.79 cfs @ 12.25 hrs HW=966.17' (Free Discharge) 1=OUTLET PIPE (Passes 0.05 cfs of 1.41 cfs potential flow) 2=RIM- Orifice/Grate (Passes 0.05 cfs of 2.57 cfs potential flow) 5=Orifice 6" draintile (Passes 0.05 cfs of 0.77 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.05 cfs) 3=EOF (Weir Controls 1.74 cfs @ 1.03 fps) 268 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 101HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 3P: FILTRATION BASIN 3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.298 ac Peak Elev=966.17' Storage=2,740 cf 2.42 cfs 1.80 cfs 0.00 cfs 1.80 cfs 269 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 102HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 964.00 527 0 964.01 537 5 964.02 546 11 964.03 556 16 964.04 565 22 964.05 575 28 964.06 584 33 964.07 594 39 964.08 603 45 964.09 613 51 964.10 623 57 964.11 632 64 964.12 642 70 964.13 651 77 964.14 661 83 964.15 670 90 964.16 680 97 964.17 690 103 964.18 699 110 964.19 709 117 964.20 718 125 964.21 728 132 964.22 737 139 964.23 747 146 964.24 756 154 964.25 766 162 964.26 776 169 964.27 785 177 964.28 795 185 964.29 804 193 964.30 814 201 964.31 823 209 964.32 833 218 964.33 842 226 964.34 852 234 964.35 862 243 964.36 871 252 964.37 881 260 964.38 890 269 964.39 900 278 964.40 909 287 964.41 919 296 964.42 929 306 964.43 938 315 964.44 948 324 964.45 957 334 964.46 967 344 964.47 976 353 964.48 986 363 964.49 995 373 964.50 1,005 383 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 964.51 1,015 393 964.52 1,024 403 964.53 1,034 414 964.54 1,043 424 964.55 1,053 434 964.56 1,062 445 964.57 1,072 456 964.58 1,081 466 964.59 1,091 477 964.60 1,101 488 964.61 1,110 499 964.62 1,120 510 964.63 1,129 522 964.64 1,139 533 964.65 1,148 545 964.66 1,158 556 964.67 1,168 568 964.68 1,177 579 964.69 1,187 591 964.70 1,196 603 964.71 1,206 615 964.72 1,215 627 964.73 1,225 639 964.74 1,234 652 964.75 1,244 664 964.76 1,254 677 964.77 1,263 689 964.78 1,273 702 964.79 1,282 715 964.80 1,292 728 964.81 1,301 740 964.82 1,311 754 964.83 1,320 767 964.84 1,330 780 964.85 1,340 793 964.86 1,349 807 964.87 1,359 820 964.88 1,368 834 964.89 1,378 848 964.90 1,387 861 964.91 1,397 875 964.92 1,407 889 964.93 1,416 904 964.94 1,426 918 964.95 1,435 932 964.96 1,445 946 964.97 1,454 961 964.98 1,464 976 964.99 1,473 990 965.00 1,483 1,005 965.01 1,483 1,020 270 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 103HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 965.02 1,483 1,035 965.03 1,483 1,049 965.04 1,483 1,064 965.05 1,483 1,079 965.06 1,483 1,094 965.07 1,483 1,109 965.08 1,483 1,124 965.09 1,483 1,138 965.10 1,483 1,153 965.11 1,483 1,168 965.12 1,483 1,183 965.13 1,483 1,198 965.14 1,483 1,213 965.15 1,483 1,227 965.16 1,483 1,242 965.17 1,483 1,257 965.18 1,483 1,272 965.19 1,483 1,287 965.20 1,483 1,302 965.21 1,483 1,316 965.22 1,483 1,331 965.23 1,483 1,346 965.24 1,483 1,361 965.25 1,483 1,376 965.26 1,483 1,391 965.27 1,483 1,405 965.28 1,483 1,420 965.29 1,483 1,435 965.30 1,483 1,450 965.31 1,483 1,465 965.32 1,483 1,480 965.33 1,483 1,494 965.34 1,483 1,509 965.35 1,483 1,524 965.36 1,483 1,539 965.37 1,483 1,554 965.38 1,483 1,569 965.39 1,483 1,583 965.40 1,483 1,598 965.41 1,483 1,613 965.42 1,483 1,628 965.43 1,483 1,643 965.44 1,483 1,658 965.45 1,483 1,672 965.46 1,483 1,687 965.47 1,483 1,702 965.48 1,483 1,717 965.49 1,483 1,732 965.50 1,483 1,747 965.51 1,483 1,761 965.52 1,483 1,776 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 965.53 1,483 1,791 965.54 1,483 1,806 965.55 1,483 1,821 965.56 1,483 1,835 965.57 1,483 1,850 965.58 1,483 1,865 965.59 1,483 1,880 965.60 1,483 1,895 965.61 1,483 1,910 965.62 1,483 1,924 965.63 1,483 1,939 965.64 1,483 1,954 965.65 1,483 1,969 965.66 1,483 1,984 965.67 1,483 1,999 965.68 1,483 2,013 965.69 1,483 2,028 965.70 1,483 2,043 965.71 1,483 2,058 965.72 1,483 2,073 965.73 1,483 2,088 965.74 1,483 2,102 965.75 1,483 2,117 965.76 1,483 2,132 965.77 1,483 2,147 965.78 1,483 2,162 965.79 1,483 2,177 965.80 1,483 2,191 965.81 1,483 2,206 965.82 1,483 2,221 965.83 1,483 2,236 965.84 1,483 2,251 965.85 1,483 2,266 965.86 1,483 2,280 965.87 1,483 2,295 965.88 1,483 2,310 965.89 1,483 2,325 965.90 1,483 2,340 965.91 1,483 2,355 965.92 1,483 2,369 965.93 1,483 2,384 965.94 1,483 2,399 965.95 1,483 2,414 965.96 1,483 2,429 965.97 1,483 2,444 965.98 1,483 2,458 965.99 1,483 2,473 966.00 1,483 2,488 966.01 1,483 2,503 966.02 1,483 2,518 966.03 1,483 2,532 271 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 104HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.04 1,483 2,547 966.05 1,483 2,562 966.06 1,483 2,577 966.07 1,483 2,592 966.08 1,483 2,607 966.09 1,483 2,621 966.10 1,483 2,636 966.11 1,483 2,651 966.12 1,483 2,666 966.13 1,483 2,681 966.14 1,483 2,696 966.15 1,483 2,710 966.16 1,483 2,725 966.17 1,483 2,740 966.18 1,483 2,755 966.19 1,483 2,770 966.20 1,483 2,785 966.21 1,483 2,785 966.22 1,483 2,785 966.23 1,483 2,785 966.24 1,483 2,785 966.25 1,483 2,785 966.26 1,483 2,785 966.27 1,483 2,785 966.28 1,483 2,785 966.29 1,483 2,785 966.30 1,483 2,785 966.31 1,483 2,785 966.32 1,483 2,785 966.33 1,483 2,785 966.34 1,483 2,785 966.35 1,483 2,785 966.36 1,483 2,785 966.37 1,483 2,785 966.38 1,483 2,785 966.39 1,483 2,785 966.40 1,483 2,785 966.41 1,483 2,785 966.42 1,483 2,785 966.43 1,483 2,785 966.44 1,483 2,785 966.45 1,483 2,785 966.46 1,483 2,785 966.47 1,483 2,785 966.48 1,483 2,785 966.49 1,483 2,785 966.50 1,483 2,785 966.51 1,483 2,785 966.52 1,483 2,785 966.53 1,483 2,785 966.54 1,483 2,785 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 966.55 1,483 2,785 966.56 1,483 2,785 966.57 1,483 2,785 966.58 1,483 2,785 966.59 1,483 2,785 966.60 1,483 2,785 966.61 1,483 2,785 966.62 1,483 2,785 966.63 1,483 2,785 966.64 1,483 2,785 966.65 1,483 2,785 966.66 1,483 2,785 966.67 1,483 2,785 966.68 1,483 2,785 966.69 1,483 2,785 966.70 1,483 2,785 966.71 1,483 2,785 966.72 1,483 2,785 966.73 1,483 2,785 966.74 1,483 2,785 966.75 1,483 2,785 966.76 1,483 2,785 966.77 1,483 2,785 966.78 1,483 2,785 966.79 1,483 2,785 966.80 1,483 2,785 966.81 1,483 2,785 966.82 1,483 2,785 966.83 1,483 2,785 966.84 1,483 2,785 966.85 1,483 2,785 966.86 1,483 2,785 966.87 1,483 2,785 966.88 1,483 2,785 966.89 1,483 2,785 966.90 1,483 2,785 966.91 1,483 2,785 966.92 1,483 2,785 966.93 1,483 2,785 966.94 1,483 2,785 966.95 1,483 2,785 966.96 1,483 2,785 966.97 1,483 2,785 966.98 1,483 2,785 966.99 1,483 2,785 967.00 1,483 2,785 967.01 1,483 2,785 967.02 1,483 2,785 967.03 1,483 2,785 967.04 1,483 2,785 967.05 1,483 2,785 272 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 105HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 3P: FILTRATION BASIN 3 (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 967.06 1,483 2,785 967.07 1,483 2,785 967.08 1,483 2,785 967.09 1,483 2,785 967.10 1,483 2,785 967.11 1,483 2,785 967.12 1,483 2,785 967.13 1,483 2,785 967.14 1,483 2,785 967.15 1,483 2,785 967.16 1,483 2,785 967.17 1,483 2,785 967.18 1,483 2,785 967.19 1,483 2,785 967.20 1,483 2,785 967.21 1,483 2,785 967.22 1,483 2,785 967.23 1,483 2,785 967.24 1,483 2,785 967.25 1,483 2,785 967.26 1,483 2,785 967.27 1,483 2,785 967.28 1,483 2,785 967.29 1,483 2,785 967.30 1,483 2,785 967.31 1,483 2,785 967.32 1,483 2,785 967.33 1,483 2,785 967.34 1,483 2,785 967.35 1,483 2,785 967.36 1,483 2,785 967.37 1,483 2,785 967.38 1,483 2,785 967.39 1,483 2,785 967.40 1,483 2,785 967.41 1,483 2,785 967.42 1,483 2,785 967.43 1,483 2,785 967.44 1,483 2,785 967.45 1,483 2,785 967.46 1,483 2,785 967.47 1,483 2,785 967.48 1,483 2,785 967.49 1,483 2,785 967.50 1,483 2,785 273 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 106HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: WETLAND A [44] Hint: Outlet device #2 is below defined storage Inflow Area = 3.209 ac, 14.54% Impervious, Inflow Depth = 5.17" for 100y 24hr AT-14 event Inflow = 24.75 cfs @ 12.18 hrs, Volume= 1.383 af Outflow = 15.36 cfs @ 12.29 hrs, Volume= 1.383 af, Atten= 38%, Lag= 6.5 min Primary = 15.36 cfs @ 12.29 hrs, Volume= 1.383 af Routed to Reach DA 1 : DRAINAGE AREA 1- TOTAL TO WETLAND A Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 970.88' @ 12.29 hrs Surf.Area= 17,286 sf Storage= 17,378 cf Plug-Flow detention time= 66.3 min calculated for 1.383 af (100% of inflow) Center-of-Mass det. time= 66.4 min ( 872.2 - 805.8 ) Volume Invert Avail.Storage Storage Description #1 969.62' 19,559 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 969.62 11,466 0 0 970.00 12,137 4,485 4,485 971.00 18,012 15,075 19,559 Device Routing Invert Outlet Devices #1 Primary 965.00'6.0" Round OUTLET PIPE- Culvert L= 29.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 965.00' / 963.50' S= 0.0517 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.20 sf #2 Device 1 969.60'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 970.25'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=15.36 cfs @ 12.29 hrs HW=970.88' (Free Discharge) 1=OUTLET PIPE- Culvert (Inlet Controls 1.98 cfs @ 10.08 fps) 2=Orifice/Grate (Passes 1.98 cfs of 8.14 cfs potential flow) 3=Broad-Crested Rectangular Weir (Weir Controls 13.38 cfs @ 2.14 fps) 274 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 107HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 4P: WETLAND A Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.209 ac Peak Elev=970.88' Storage=17,378 cf 24.75 cfs 15.36 cfs 275 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 108HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: WETLAND A Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 969.62 11,466 0 969.63 11,484 115 969.64 11,501 230 969.65 11,519 345 969.66 11,537 460 969.67 11,554 576 969.68 11,572 691 969.69 11,590 807 969.70 11,607 923 969.71 11,625 1,039 969.72 11,643 1,155 969.73 11,660 1,272 969.74 11,678 1,389 969.75 11,696 1,506 969.76 11,713 1,623 969.77 11,731 1,740 969.78 11,749 1,857 969.79 11,766 1,975 969.80 11,784 2,092 969.81 11,802 2,210 969.82 11,819 2,329 969.83 11,837 2,447 969.84 11,854 2,565 969.85 11,872 2,684 969.86 11,890 2,803 969.87 11,907 2,922 969.88 11,925 3,041 969.89 11,943 3,160 969.90 11,960 3,280 969.91 11,978 3,399 969.92 11,996 3,519 969.93 12,013 3,639 969.94 12,031 3,760 969.95 12,049 3,880 969.96 12,066 4,001 969.97 12,084 4,121 969.98 12,102 4,242 969.99 12,119 4,363 970.00 12,137 4,485 970.01 12,196 4,606 970.02 12,254 4,728 970.03 12,313 4,851 970.04 12,372 4,975 970.05 12,431 5,099 970.06 12,490 5,223 970.07 12,548 5,349 970.08 12,607 5,474 970.09 12,666 5,601 970.10 12,725 5,728 970.11 12,783 5,855 970.12 12,842 5,983 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.13 12,901 6,112 970.14 12,959 6,241 970.15 13,018 6,371 970.16 13,077 6,502 970.17 13,136 6,633 970.18 13,194 6,764 970.19 13,253 6,897 970.20 13,312 7,029 970.21 13,371 7,163 970.22 13,430 7,297 970.23 13,488 7,431 970.24 13,547 7,567 970.25 13,606 7,702 970.26 13,664 7,839 970.27 13,723 7,976 970.28 13,782 8,113 970.29 13,841 8,251 970.30 13,899 8,390 970.31 13,958 8,529 970.32 14,017 8,669 970.33 14,076 8,810 970.34 14,135 8,951 970.35 14,193 9,092 970.36 14,252 9,235 970.37 14,311 9,377 970.38 14,369 9,521 970.39 14,428 9,665 970.40 14,487 9,809 970.41 14,546 9,955 970.42 14,604 10,100 970.43 14,663 10,247 970.44 14,722 10,394 970.45 14,781 10,541 970.46 14,840 10,689 970.47 14,898 10,838 970.48 14,957 10,987 970.49 15,016 11,137 970.50 15,075 11,287 970.51 15,133 11,438 970.52 15,192 11,590 970.53 15,251 11,742 970.54 15,309 11,895 970.55 15,368 12,049 970.56 15,427 12,202 970.57 15,486 12,357 970.58 15,545 12,512 970.59 15,603 12,668 970.60 15,662 12,824 970.61 15,721 12,981 970.62 15,780 13,139 970.63 15,838 13,297 276 21429- CHANHASSEN LOT SPLIT - PROPOSED MSE 24-hr 3 100y 24hr AT-14 Rainfall=7.36"21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} Page 109HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 4P: WETLAND A (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.64 15,897 13,455 970.65 15,956 13,615 970.66 16,014 13,775 970.67 16,073 13,935 970.68 16,132 14,096 970.69 16,191 14,258 970.70 16,250 14,420 970.71 16,308 14,583 970.72 16,367 14,746 970.73 16,426 14,910 970.74 16,485 15,075 970.75 16,543 15,240 970.76 16,602 15,405 970.77 16,661 15,572 970.78 16,719 15,739 970.79 16,778 15,906 970.80 16,837 16,074 970.81 16,896 16,243 970.82 16,955 16,412 970.83 17,013 16,582 970.84 17,072 16,752 970.85 17,131 16,923 970.86 17,190 17,095 970.87 17,248 17,267 970.88 17,307 17,440 970.89 17,366 17,613 970.90 17,424 17,787 970.91 17,483 17,962 970.92 17,542 18,137 970.93 17,601 18,313 970.94 17,660 18,489 970.95 17,718 18,666 970.96 17,777 18,843 970.97 17,836 19,021 970.98 17,895 19,200 970.99 17,953 19,379 971.00 18,012 19,559 971.01 18,012 19,559 971.02 18,012 19,559 971.03 18,012 19,559 971.04 18,012 19,559 971.05 18,012 19,559 971.06 18,012 19,559 971.07 18,012 19,559 971.08 18,012 19,559 971.09 18,012 19,559 971.10 18,012 19,559 971.11 18,012 19,559 971.12 18,012 19,559 971.13 18,012 19,559 971.14 18,012 19,559 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.15 18,012 19,559 971.16 18,012 19,559 971.17 18,012 19,559 971.18 18,012 19,559 971.19 18,012 19,559 971.20 18,012 19,559 971.21 18,012 19,559 971.22 18,012 19,559 971.23 18,012 19,559 971.24 18,012 19,559 971.25 18,012 19,559 971.26 18,012 19,559 971.27 18,012 19,559 971.28 18,012 19,559 971.29 18,012 19,559 971.30 18,012 19,559 971.31 18,012 19,559 971.32 18,012 19,559 971.33 18,012 19,559 971.34 18,012 19,559 971.35 18,012 19,559 971.36 18,012 19,559 971.37 18,012 19,559 971.38 18,012 19,559 971.39 18,012 19,559 971.40 18,012 19,559 971.41 18,012 19,559 971.42 18,012 19,559 971.43 18,012 19,559 971.44 18,012 19,559 971.45 18,012 19,559 971.46 18,012 19,559 971.47 18,012 19,559 971.48 18,012 19,559 971.49 18,012 19,559 971.50 18,012 19,559 971.51 18,012 19,559 971.52 18,012 19,559 971.53 18,012 19,559 971.54 18,012 19,559 971.55 18,012 19,559 971.56 18,012 19,559 971.57 18,012 19,559 971.58 18,012 19,559 971.59 18,012 19,559 971.60 18,012 19,559 277 21429- CHANHASSEN LOT SPLIT - PROPOSED Table of Contents21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 7 Pipe Listing (all nodes) 2y 24hr AT-14 Event 8 Node Listing 9 Subcat OFFSITE B: OFFSITE B - DRAINS SOUTH TO WETLAND 10 Subcat OUTSITE A: OFFSITE A - DRAINS SOUTH TO WETLAND B 11 Subcat PR1A: PR1A - DRAINS EAST ALONG STREET 12 Subcat PR1B: PR1B - DRAINS SOUTH TO WETLAND A 13 Subcat PR1C: PR1C - DRAINS SOUTH TO RAIN GARDEN 14 Subcat PR2A: PR2C - DRAINS SOUTH TO WETLAND B 15 Subcat PR2B: PR2B - DRAINS SOUTH TO RAIN GARDEN 16 Subcat PR2C: PR2C - DRAINS SOUTH TO RAIN GARDEN 17 Reach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A 18 Reach DA 2: DA 2- TOTAL EX 2 19 Reach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B 20 Pond 1P: FILTRATION BASIN 1 25 Pond 2P: FILTRATION BASIN 2 32 Pond 3P: FILTRATION BASIN 3 38 Pond 4P: WETLAND A 10y 24hr AT-14 Event 42 Node Listing 43 Subcat OFFSITE B: OFFSITE B - DRAINS SOUTH TO WETLAND 44 Subcat OUTSITE A: OFFSITE A - DRAINS SOUTH TO WETLAND B 45 Subcat PR1A: PR1A - DRAINS EAST ALONG STREET 46 Subcat PR1B: PR1B - DRAINS SOUTH TO WETLAND A 47 Subcat PR1C: PR1C - DRAINS SOUTH TO RAIN GARDEN 48 Subcat PR2A: PR2C - DRAINS SOUTH TO WETLAND B 49 Subcat PR2B: PR2B - DRAINS SOUTH TO RAIN GARDEN 50 Subcat PR2C: PR2C - DRAINS SOUTH TO RAIN GARDEN 51 Reach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A 52 Reach DA 2: DA 2- TOTAL EX 2 53 Reach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B 54 Pond 1P: FILTRATION BASIN 1 59 Pond 2P: FILTRATION BASIN 2 66 Pond 3P: FILTRATION BASIN 3 72 Pond 4P: WETLAND A 278 21429- CHANHASSEN LOT SPLIT - PROPOSED Table of Contents21429- PROPOSED Printed 2/17/2022Prepared by {enter your company name here} HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC 100y 24hr AT-14 Event 76 Node Listing 77 Subcat OFFSITE B: OFFSITE B - DRAINS SOUTH TO WETLAND 78 Subcat OUTSITE A: OFFSITE A - DRAINS SOUTH TO WETLAND B 79 Subcat PR1A: PR1A - DRAINS EAST ALONG STREET 80 Subcat PR1B: PR1B - DRAINS SOUTH TO WETLAND A 81 Subcat PR1C: PR1C - DRAINS SOUTH TO RAIN GARDEN 82 Subcat PR2A: PR2C - DRAINS SOUTH TO WETLAND B 83 Subcat PR2B: PR2B - DRAINS SOUTH TO RAIN GARDEN 84 Subcat PR2C: PR2C - DRAINS SOUTH TO RAIN GARDEN 85 Reach DA 1: DRAINAGE AREA 1- TOTAL TO WETLAND A 86 Reach DA 2: DA 2- TOTAL EX 2 87 Reach DA 3: PROPOSED DRAINAGE AREA 3 - TOTAL FLOW TO WETLAND B 88 Pond 1P: FILTRATION BASIN 1 93 Pond 2P: FILTRATION BASIN 2 100 Pond 3P: FILTRATION BASIN 3 106 Pond 4P: WETLAND A 279 Civil Site Group - Stormwater Calculations Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value EX1A 3245 98 0 80 3245 98 EX1B 7290 98 55517 80 62807 82 EX1C 0 98 3209 81 3209 81 WETLAND A 0 99 9788 80 9788 80 OFFSITE A 8875 98 40698 80 49573 83 OFFSITE B 6076 98 68789 80 74865 81 EX2 2278 98 26521 80 28799 81 Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value PR1A 3245 98 0 80 3245 98 PR1B 7290 98 23142 80 30432 84 PR1C 6962 98 27526 80 34488 84 WETLAND A 0 99 9788 80 9788 80 OFFSITE A 8875 98 40698 80 49573 83 OFFSITE B 6076 98 68789 80 74865 81 PR2A 0 98 6877 80 6877 80 PR2B 3006 98 6964 80 9970 85 PR2C 3481 98 9481 80 12962 85 Impervious [SF] Impervious [AC] Pervious [SF] Pervious [AC] Total [SF] Total [AC] Existing Site 12813 0.29 95035 2.18 107848 2.48 Existing Site & Offsite 27764 0.64 204522 4.70 232286 5.33 Proposed Site 23984 0.55 83778 1.92 107762 2.47 Proposed Site & Offsite 38935 0.89 193265 4.44 232200 5.33 Existing Rate (cfs) 2-YR [2.94"] 10-YR [4.47"] 100-YR [7.81"] EX1 0.28 0.40 0.70 DA1 5.81 11.67 26.30 EX2 1.33 2.42 5.15 DA3- TOTAL 6.73 13.49 30.43 Existing Rate (cfs) 2-YR [2.94"]10-YR [4.47"]100-YR [7.81"] PR1A 0.28 0.40 0.70 DA1 1.31 3.22 15.36 DA2 0.00 0.05 1.80 DA3- TOTAL 3.40 6.72 24.27 Overall Stormwater Rate Summary 2-Year Event 6.73 3.40 10-Year Event 13.49 6.72 100-Year Event 30.43 24.27 Stormwater Rate Summary - To East Along Lucy Lake Road 2-Year Event 0.28 0.28 10-Year Event 0.40 0.40 100-Year Event 0.70 0.70 Stormwater Rate Summary - To Wetland A 2-Year Event 5.81 1.31 10-Year Event 11.67 3.22 100-Year Event 26.30 15.36 Stormwater Rate Summary - To Wetland B 2-Year Event 1.33 0.00 10-Year Event 2.42 0.05 100-Year Event 5.15 1.80 Stormwater Water Quality Summary New Impv. Area (sf) Required Volume (cf) PR1A 3245 270 PR1B 7290 608 PR1C 6962 580 PR2A 0 0 PR2B 3006 251 PR2C 3481 290 TOTAL 23984 1999 Inf. Area (sf) Assoc. Inf. Height (ft) Drawdown Time (h) Filtration Basin 1 1864 1701 1.10 8.22 Filtration Basin 2 3168 521 6.08 45.60 Filtration Basin 3 1747 527 3.31 24.86 TOTAL 6779 Pollutant Existing Loading Proposed Loading Removal Efficiency TSS 476.8 440.2 91.2 TP 4.5 5.9 63.1 Stormwater Volume Summary New Impv. Area (sf) Required Volume (cf) PR1A 3245 149 PR1B 7290 334 PR1C 6962 319 PR2A 0 0 PR2B 3006 138 PR2C 3481 160 TOTAL 23984 1099 Inf. Area (sf) Assoc. Inf. Height (ft) Drawdown Time (h) Filtration Basin 1 408 1701 0.24 48.00 Filtration Basin 2 125 521 0.24 48.00 Filtration Basin 3 126 527 0.24 48.00 TOTAL 660 Proposed BMP Area Provided Vol (cf)Drawdown Time Calculations (1.6"/Hour) Drainage Area Required Infiltration Vol. Summary Filtration Volume = 1.0"*Dist. Impv. Area Proposed BMP Area Provided Vol (cf) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Drawdown Time Calculations (0.06"/Hour) Required Infiltration Vol. Summary Infiltration Volume = 0.55"*Dist. Impv. Area Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Drainage Area Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Drainage Area Drainage Area Stormwater Rate Summary Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Site Area Summary 1441 Lucy Lake Road Pervious Area Total Area Existing Conditions Proposed Conditions Drainage Area Impervious Area Total AreaImpervious AreaDrainage Area Pervious Area 280 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 Existing P8 Loading 281 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 Proposed P8 Loading 282 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 Removal Efficiency P8 Loading 283 S00°10'43"W 1131.8 +/-N00°10'43"E 1220.1 +/-1161.341081.20[12][13 ] Sewe r Easemen t pe rDoc. Nos . 244417 & 244418[13] Turnaround EasementPer Doc. No. 2444188" PVC8" PVCExisting HouseExisting HouseDeck12" RCP[13] Temporary Easementper Doc. No. 244418Upper Level Deckw/ Walkout Beneath32LOT 2BLOC K 1 SB-1 SB-4 SB-2 SB-3 1:30 284 DRAFTSubject to RevisionSilty Clayey Sand, trace Roots, black, frozen. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, rather stiff to very stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, gray, wet, rather stiff. (Glacial Till) Bottom of borehole at 14.5 feet. AU 5 SS 6 SS 7 SS 8 5-5-6 (11) 5-7-10 (17) 3-4-7 (11) NOTES GROUND ELEVATION LOGGED BY DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/15/22 COMPLETED 2/15/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 12.5 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Gayle Morin PROJECT NUMBER 21-1312 PROJECT NAME 1441 Lake Lucy Road PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/16/22 14:48 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1312 1441 LAKE LUCY ROAD.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 285 DRAFTSubject to RevisionSilty Clayey Sand, trace Roots, black, frozen. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, rather stiff to very stiff. (Glacial Till) Sand Seam at about 10 feet (CL) Sandy lean Clay, trace Gravel, gray, wet, stiff. (Glacial Till) Bottom of borehole at 14.5 feet. AU 1 SS 2 SS 3 SS 4 4-4-5 (9) 40-15-5 (20) 3-5-8 (13) NOTES GROUND ELEVATION LOGGED BY DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/15/22 COMPLETED 2/15/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 12.5 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Gayle Morin PROJECT NUMBER 21-1312 PROJECT NAME 1441 Lake Lucy Road PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/16/22 14:48 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1312 1441 LAKE LUCY ROAD.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 286 DRAFTSubject to RevisionSilty Clay, trace Roots, black, wet. (Topsoil) (SC) Clayey Sand, fine grained, gray and brown, wet, loose. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, gray, wet, rather stiff. (Glacial Till) Bottom of borehole at 14.5 feet. AU 13 SS 14 SS 15 SS 16 3-3-3 (6) 3-4-2 (6) 3-5-7 (12) NOTES GROUND ELEVATION LOGGED BY DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/15/22 COMPLETED 2/15/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 12.5 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Gayle Morin PROJECT NUMBER 21-1312 PROJECT NAME 1441 Lake Lucy Road PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/16/22 14:48 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1312 1441 LAKE LUCY ROAD.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 287 DRAFTSubject to RevisionSandy Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, very stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, gray, wet, stiff. (Glacial Till) Bottom of borehole at 14.5 feet. AU 9 SS 10 SS 11 SS 12 4-9-10 (19) 6-9-13 (22) 3-5-8 (13) NOTES GROUND ELEVATION LOGGED BY DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/15/22 COMPLETED 2/15/22 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0.0 2.5 5.0 7.5 10.0 12.5 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Gayle Morin PROJECT NUMBER 21-1312 PROJECT NAME 1441 Lake Lucy Road PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/16/22 14:48 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-1312 1441 LAKE LUCY ROAD.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 288 289 CITY OF CHANHASSEN AFFIDAVTT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. CoUNTYOFCARVER ) I, Kim T. Meuwissen, being first duly swom, on oath deposes that she is and was on Jnly 7,2022, the duly qualified and acting city Clerk of the city of chanhassen, Minnesota; that on said date she caused to be mailed a copy ofthe attached notice ofConsider a request for rezoning property from Rural Residential District to Single-Family Residential District and subdivision of 4.84 acres into two lots with variances, Planning case No.2022-03, Zoned Rural Residentiat @R). Applicant: civil site Group / Property owner: Dianne G. Morin Trust to the persons named on attached Exhibit "A", by enclosing a copy ofsaid notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the narnes and addresses ofsuch owners were those appearing as such by the records of the county Treasurer, carver county, Minnesota" and by other appropriate records. K lm T CI JEAiI M SIECKLINGllotaryrulblmnsA fi Cq'llor erF.. h !t, eaNotaryPublic Subscribed and swom to belore me tnii Ih aay oft*!sS---.2022' 290 Subject Parcel Disclaim€r This map is neither a legally recoded map nor a su ey and is not antended to.be used as one. ihis map is a compilation of records, infomation and dala located in various city, countv. stale ant fedeEl ofices and other sources regarding the area shown, and is to be usied lor reierence purpoBes only. The Clty does nol warrant thal lhe Geographic lnfomation System (GIS) Data used to prepare this map are eror free. and lhe Crty does not represeni fEt the GIS Data can be used for navigational. tracking or any olhe' gurpose requrnng exactng measuement of disl'ance or directon or preclgon in lhe Oepianon of geographrc ieaures Th€ precedrng dFclaimer ls provrled pu6uanl to Mi;nesota Stafulas 5456 03. Subd 21 (2om), and the user of this map actnowledges lhat the cty shail n6t be hable for any damag€s, and epressly waives all ciaims and aorees lo defend. Indemnifv. and hold hamless the Cny lrom any and alldarms bou0ht ui User, rts emptoyees or igenls. or third panies rvnrch anse out o{ the users access or use of data povialed <TAX-NAMEtr <TAX-ADD-L1r cTAX-ADD-L2r (Next Record)N(TAX-NAMEtr (TAX-ADD-Ll,) ITAX-ADD-L2tr Subiect Parcel Ditclaimct ii-Jri"o o n"*n", " r"oally recorded map nor a suNey and ls not intended to be-used ."_i""-irt" ."p ia i -i"pilatron ol records nformation and clatra located in vanousctty' ;;;. ;;;;;;i il"r"l ;frces ancl other sources regadrng lhe area shown and is !o ;";:!ii;;l',;"; ;;rpoii. onrv. rhe c(v does not waranr that the Geooraphrc ii'ro-i'"-ton sviL. tolil tiata useo io prepare oris map are enor free and the crtv does ."i i.ii.t"i inLr r'r,L crs o"t" can'be useo for navigatonal tracting or any oher ffi;I;;il;;;",,;l ."i"r,"t"nr or drstance or drrecrion or preosron in the fl:ils;iiffi tl!%ff {ru}t';.tfl:llfl fl1}i';,:'H:xTJx#::ii: liili il" ciwinirr "& le liable for anv damages and expressly warves all darms' and #,.#i;il;;. ;;;;;'ry' anc notoiattteJs me civ lrom anv ancl alldaims bousht ;;;;. ;;il;a ;r;s;nts. or third partes whrch anse out or the use/s access or use of data Provrded. ,r a a I -r. - t V/ E& h I f,l I ar, a *l ?r ') '"S.. L a &.'l ) l I : t--1 I'I .i 4 E t a I 291 Notico of Public Hearing Chanhassen Planning Commission Meeting Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time:Tuesday, July 19, 2022 at 7:00 p.m. This hearing may not start until later in the evening,deDendinq on the o.der ofthe agenda. Ci Hall Council Chambers 7700 Market BlvdLocation: Consider a request for rezoning property from Rural Residential District to Single-Family Residential District and subdivision of 4.84 acres into two lots with variances. Zoned Rural Residential RR Proposal: Property Owner:Dianne G. Morin Trust Civil Site GroupApplicant: 1441 Lake Lucy Road A locatlon map 13 on the revorae slde ol this notlc6 Property Location: The purpose ofthis public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the public hearing through the following steps: 1. Staff will give an overview of the proposed prqect. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Planning Commission discusses the What Happens at the Meoting: To view project documents, please visit: www.ChanhassenMN.oov/ProDosedDeveloDments. lf you wish to talk to someone about this project, please contact Sharmeen AlJafi a1952-227-1134 ot written comments, please send one copy to staff in advance of the meeting. Staff will provide copies to the Planning Commission. The staff report for this item will be available online at the City's Agendas & Minutes webpage the you choose to submitSal-Jaffloci.chanha ssen.mn.us. lf Thursda or to the Planni Commission meeti Questions & Commonts: NEWI Sign up to receive email and/or text notifications packets, minutes and videos are uploaded to the city's www.ChanhassenMN.qov/subscribe when meeting agendas, website. Go to to siqn up! . Subdivi.ion. Pl.iYl.d Unil O.v6lopm6nla Sits Plan R6vi6w3, Condilio.€land l 6ri Compr.h.ndvo PIln Arn€ndm6nta and Cods Am6ndm€nls rcguirc a public hoginq ordinance. roqulro rll prop.ny within 50016€l ot lh. subiocl6its to b€ noti,isd of !h€ m lJ36!, W6tland All.railon. R€zonlngg bsjore rhs PlEnnino Commiorlon City applicalion in wrilino Any inl6r6!l6d party lr gr CrtyCity Cy 6051 Bpoks.p.,3d/.op.6ss.lalNe srsll Crty tfC'ty rnvilod lo alt nd lh. m..tlng Slan pl.p..6. r roporl on h6 Date & Time:Tuesday, July 19,2022 at 7:00 p. m. This hearing may not start until later in the evening, dependinq on the order of the agenda. Location:7700 Market BlvdCity Hall Council Chambers, Consider a request for rezoning property from Rural Residential District to Single-Family Residential District and subdivision of 4.84 acres into two lots wth variances. Zoned Rural Residential (RR). Proposal: Property Owner:Dianne G. Morin Trust Civil Site GroupApplicant: 1441 Lake Lucy Road A lgcation map ls on tho reverse sldo ol thlE noticg. Prop6rty Location: What Happens at the Meeting: The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project, During the meeting, the Chair will lead the public hearing through the following steps: 1. Staffwill give an overview of the proposed proiect. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Planning Commission discusses the project To view project documents, please visit: tf you wish to talk to someone about this proiect, please contact Sharmeen Al-Jaff at 952-227-1134 ot Sal-Jaff@ci.chanhassen.mn. us. lf you choose to submit written comments, please send one copy to staff in advance of the meeting. Staff will provide copies to the Planning Commission. The staff report for this item will be available online at the City's Agendas & Minutes webpage the Thursdav prior to the Planninq Commission meeting. Que6tions & Comments: NEWI Sign up to receive email and/or text notifications when meeting agendas, packets, minutes and videos are uploaded to the city's website. Go to www.Chanhass€nMN-gevbubgetbq to siqn up! . Subdlvl.ion!, Ptsnn€d Unir O6v6lopm€nt6 Sir6 Plan Rsviow3, Conditionrlrnd lntedm U!.. W.thnd Alt.r.tlont, R.zoninq., Comprsh.n.iv. Pl.n am€ndm.nt. and Cod. Am.ndm6nt! r6quiro . prblic h..ring b.foru lh. Pl.nning Commi..lon Citv odlnanc.! r.quirc .rr prop€rty wirhin 500 f€€t of th6 subi.cr sito io b6 notiliod ol lh. sppllcdion ln willng Any int rud.d Party i. invilod to attond lh. mo€ling . St.fl pr.pr..! e .aport on th. subj6.t applicarion thrl includoa all p.dlnsnt in orm6tion and a rccommond.lion Th... npo . ar6 availabro by Equort At th. Planning CommilBion m66lin€, Blrf will dw a v.rbEl ovorvi.w ol lho r.Pon ond a r.comm.ndEtion Th6 il.m will bo opln.d lor lh€ public to spoak abod lhs ProPo.ll .! . Prd ol lh. h.8ing Prc6$ Tht Comml$ion wlll clo!. the pubtlc h..dnc .nd dircus. lhr itom end m6ko a rscomm.ndarion 10 lh€ City Colncil Th6 Cily Council m.y r.var! .nim or modily wholly d p.rtly th. Planning Commillion's r@mmoftlation R.zonings, lard ui6 and codo am.ndm.r$ lal. . rimple mElo tv vol6 ol tha City Coundl .xc€pl r.zor n$ and land u!€ am.ndm.nb rrom rc.idonti.l io comm.rci.l/indu.ti.l . Minn..ora Sr.b St tut. 519.99 rcqui.o! all qplicstim! lo b. proc..i6d within 60 d!y. unl.l3 tho epPlic.nl waivo. lhi. d.ndsd. Som. .pptrcatlon! du€ ro !h.ir comploxiry may ral(. s.v.ral months lo comploL Any p.rron {i.hing to bllow an lt m through thr procor. .hould ct cr( wilh UE Pltnning D€pstmenl rseatding il! dllus td lch.dullng tor lh. Cily Council m.otin!. . A noighbortpod ipok .p€6oi/r.prc!€ntetiv6 is oncou€god to provido a contsd tor th. city Olt n d.v.loP€rt ar. .ncour.gad to m..l wirh lh. noiohborhood rooardins lheir prcpo.5l. Sltf, b aho .v€illblo lo r.vid lh6 p.oioct with .ny inLr.ll.d P€tuon(i} . B..ru., lh. Planning Commirsio. hold. tho Brblic h6.ring, lhs Cily Coun.il do6t nol Mirut . ... t k n l.ld .ny co.rolpond.nc. rcgrdng ths applicstro.t will b6 in lud6d in tl16 r6p..1 io lh€ cty council. ll ydr wilh lo h!€ ldn lhirrc to b. lncludod ln ht ..Po.l, Slafi namsd on the noliil@lro 292 TAX-NAME CRAIG C& tEStIE K CARTSON CLARE ELTEN TUYET PRIEST FREDERICK EDWARD DEMEUSE MATTHEW D & STACY A HASTAD GUANG YANG DIANNE G MORIN TRUST JOHN YEADON JEREMY M DIETERLE KATHRYN KENYON RANDATL JOHN D WICKA FRANKD&CINDYFPOSTIC JULIE A MITLER ALLEN A & MAR'ORIE SATTER WII-LIAM E SCHABEL & MARY T SCHABET TRUST MARC & RENEE SCHUBBE BARBARA R CAMERON SHAUN D NUGENT ANDREW HEBERT NATHAN I. TIEDTKE DANIELJ & MARY K MCGRAW PATRICKG&ELISEMRYAN MATTHEW J FRERICHS JAMES RONNING SUSAN MICHELE COULT JEFFREY J KOERSELMAN CARL PICKERELL PETERI & KAREN E TAMTE ADAM LAWRENCE JASON BUTTERFIETD ROBERT F KISABETH BRYAN M SCHOEN BRIAN R & JENNIFER B JOHNSON TAURIE A TOKAR REV TRUST ROI.AND MIEZIANKO ROGER t & CHARTOTTE J FRERICHS MICHAELJ & REGINA M BUCHHOLZ THE VINCENT TIVING TRUST TAX_ADD-t1 1341 STRATTON CT 1350 STRATTON CT 1420 LAKE LUCY RD 1430 I.AKE LUCY RD 1440 LAKEWAY CT 1441 LAKE IUCY RD 1450 LAKEWAY CT 1460 LAKEWAY CT 1571 LAKE LUCY RD 2547 BRIDLE CREEK TRL 6507 SHADOW LN 6511 SHADOW LN 6515 SHADOW LN 6545 SHADOW LN 6550 SHADOW LN 5559 SHADOW LN 6560 SHADOW LN 6565 SHADOW tN 6567 YOSEMITE AVE 6573 SHADOW tN 6587 SHADOW tN 6600 CHARING BND 5605 POINTE LAKE LUCY 6606 CHARING BND 6610 POINTE LAKE LUCY 6612 LAKEWAY DR 6617 POINTE LAKE LUCY 6619 LAKEWAY DR 6626 POINTE LAKE LUCY 6629 POINTE TAKE LUCY 6630 IAKEWAY DR 6639 LAKEWAY DR 6642 POINTE LAKE IUCY 6643 POINTE LAKE LUCY 6648 LAKEWAY DR 6656 POINTE tAKE LUCY 6663 LAKEWAY DR TAX-ADD-12 CHANHASSEN, MN 55317-7509 CHANHASSEN, MN 55317-7509 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317.9382 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- EXCELSTOR, MN 55331-9022 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-9374 CHANHASSEN, MN 55317.9375 CHANHASSEN, MN 55317.9374 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-9375 CHANHASSEN, MN 55317-9374 CHANHASSEN, MN 55317-9375 CHANHASSEN, MN 55317-9375 EXCETSTOR, MN ss33r-9039 CHANHASSEN, MN 55317.9374 CHANHASSEN, MN 55317.9374 cHANHASSEN, MN 553L7-7510 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.7510 CHANHASSEN, MN 55317.8433 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-8433 CHANHASSEN, MN 55317-7578 CHANHASSEN, MN 55317-8433 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317.7578 CHANHASSEN, MN 55317-7578 CHANHASSEN, MN 55317-8433 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-7578 CHANHASSEN, MN 55317-8433 CHANHASSEN, MN 55317- SITEADD 1341 STRATTON CT 1350 STRATTON CI 1420 LAKE I.UCY RD 1430 IAKE TUCY RD 1440 TAKEWAY CT 1441 TAKE LUCY RD 1450 TAKEWAY CT 1460 TAKEWAY CT 1571 TAKE IUCY RD 1601 LAKE LUCY RD 6507 SHADOW LN 6511 SHADOW LN 6515 SHADOW LN 6545 SHADOW t_N 6550 SHADOW tN 6559 SHADOW TN 6560 SHADOW t-N 6566 SHADOW rN 6567 YOSEMITE AVE 6573 SHADOW TN 6587 SHADOW tN 6600 CHARING BNO 6605 POINTE LAKE LUCY 6606 CHARING BNO 5610 POINTE LAKE LUCY 6612 LAKEWAY OR 6617 POINTE LAKE LUCY 6619 LAKEWAY DR 6626 POINTE LAKE TUCY 6629 POINTE LAKE TUCY 6630 LA(EWAY DR 6639 LAKEWAY DR 5642 POINTE LAKE IUCY 6643 POINTE LAKE LUCY 6648 TAKEWAY DR 6656 POINTE I-AKE LUCY 6663 LAKEWAY DR PIN 252620t20 252620L30 257890170 257880010 253r10040 25002s820 253110030 253110020 25002s600 254070200 257890100 257890110 257890L20 257890130 2s7890030 257a90L40 257890020 25784OO20 2s3110010 257890150 2s7890160 252620070 256410190 252620020 256410010 2s8930010 256410180 2s8930170 255410020 256470770 258930020 258930160 256410030 256410160 258930030 256410040 258930150 293 BRUCE ANTHONY MILLER CHRISTOPHER W MOZINA THE TRUST AGRMT OF JAMES & GWEN WII.DERMU JEFFREY T DAHL DONALD J & NANCY t GIACCHETTI THOMAS P & CHRISTINE M GARRY BLAI(€ J TORNGA JULIANN M SCHWARTZ JOSHUA M APPLEQUIST REV TRST CHRISTOPHER T ADAMS JONATHON WILLIAM MATTHIAS DOUG AHMANN NICHOLLE MARIE DURKEE ROBIN LIPPERT MAXC&JANMGLENN THOMAS ANDREW HOGHAUG BRYAN D MCCOSKEY CHRISTOPHER J LIWIENSKI ANTHONY D & GRETCHEN A ROEPKE DENNIS E & SUSAN .' SCHEPPMANN MATTH€W T & SUZANNE CWOODS 6667 POINTE LAKE LUCY 6670 POINTE LAKE LUCY 6672 LAKEWAY DR 6675 LAKEWAY DR 6679 I.AKEWAY DR 6683 POINTE TAKE IUCY 6686 POINTE LAKE TUCY 6687 LAKEWAY DR 6690 LAKEWAY DR 6695 LAKEWAY DR 6697 POINTE LAKE LUCY 6700 POINTE LA(E LUCY 6710 POINTE LAKE LUCY 6711 POINTE LAKE LUCY 6712 LAKEWAY DR 6713 LAKEWAY DR 6720 POINTE LAKE LUCY 6721 POINTE LAKE IUCY 6735 TAKEWAY DR 6740 LAKEWAY DR 6745 LAKEWAY DR MN MN MN MN MN MN MN MN MN MN MN MN MN MN MN MN MN MN MN MN MN CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, CHANHASSEN, 55317-8433 55317- 55317- 55317-7578 55317-7574 55317-8433 55317- 55317- s5377-1578 55317- 55317- s5317- 55317- 55317- 55377 -7579 55377-7579 55317-8434 55317-8434 55317- 55377-7579 55377 -7579 POINTE TAKE LUCY POINTE TAKE LUCY TAKEWAY OR LAKEWAY DR LAKEWAY DR POINTE LAKE IUCY POINTE LAKE LUCY LAKEWAY DR LAKEWAY DR LAKEWAY DR POINTE LAKE LUCY POINTE LAKE LUCY POINTE LAKE LUCY POINTE LAKE LUCY LAKEWAY OR LA(EWAY DR POINTE IAKE LUCY POINTE IA(E LUCY LAKEWAY DR LAKEWAY DR TAKEWAY DR 256410150 2564100s0 258930040 258930140 258930130 2564LO740 2s6410060 258930120 258930050 258930110 256410130 256410070 256410080 256410120 258930060 258930100 256410090 256410100 258930090 258930070 258930080 6667 6670 6672 6675 6679 6683 6686 6647 6690 6695 6697 6700 67tO 67LL 67L2 6773 6720 6727 6735 6740 67 45 294 From:Don Giacchetti To:Al-Jaff, Sharmeen Cc:Heide Ahmann; Douglas Ahmann; Christopher Mozina Subject:Neighborhood Concerns/Questions --- ADDENDUM to Letter to City of Chanhassen---Planning Dept. Date:Wednesday, May 4, 2022 8:15:41 AM Attachments:Whitetail Cove--PLL Taskforce Questions Addendum 5-4-22 DJG.pdf Sharmeen, This email and the attached “ADDENDUM” document involves additional concerns and questions from various citizen neighbors residing in the Whitetail Cove and Pointe Lake Lucy neighborhoods regarding the proposed development known as the Gayle Morin Addition-- Rezoning and Subdivision with Variances project (Case# 2022-03). This 13-page ADDENDUM is a supplement to the 28-page “Letter” originally submitted on April 4, 2022, to the City of Chanhassen by the Whitetail Cove and Pointe Lake Lucy neighborhood task force. The task force will be emailing out this ADDENDUM document later today to the rest of the neighbors we have directly connected with. A few of the individuals on our email list have other individuals and groups which they may forward this document to for informational purposes. As with our original Letter, we have attempted to ask reasonable/practical questions and be as specific as possible. Hopefully, our attention to detail and incorporated photos/video, diagrams, and weblinks will make it easier for City department staff or other relevant organizations to be able to give us the specific answers to the questions we have documented. We want to be professionally respectful of everyone’s time in this process. Please email back an acknowledgement of your receipt of this email and its attached file to all addressees on this email. Thank you for your attention to this matter. Let us know if you should have any questions for us. We look forward to the City’s professional response in the near future….regards…DON Don J. Giacchetti TACT Solutions, Inc. c#: 612-328-2853 website: www.tactsolutions.com 295 To: Sharmeen Al-Jaff From: Christopher W. Mozina 6670 Pointe Lake Lucy Chanhassen, MN 55317 RE: 1441 Lake Lucy Road – Proposed Development Purpose: Objection to the RPBCWD Conditional Approval and Recommendation to Deny Proposed Morin Development Project. Dear City Planning Commissioners: First, I would like to acknowledge the long history of the Riley Purgatory Bluff Creek Watershed District (RPBCWD) Board putting significant time, energy and expertise in fulfilling its “Mission: Protect. Manage. Restore. Water Resources.” Simply said, the RPBCWD performs a vital function for our community and our environment and is deserving of our thanks and praise. I’m certainly grateful that the Watershed rejected the original two home construction proposal on the Morin property. With that said, I believe the RPBCWD should not have provided Conditional Approval for even a single home development. According to the District’s 10 Year Plan, in section 9.11 Wetland Management Program, it states, “Although it varies throughout the state, it is estimated that Minnesota has lost about half of the pre-settlement wetlands with some areas of the state experiencing as great as 90% loss. In Hennepin and Carver Counties, more than 50% of the historic wetlands have been drained or developed to different land uses. Minnesota Statutes section 103A.201, subdivision 2(b) sets out a goal of “no net loss” of wetlands. …Despite this no-loss goal identified…remaining wetland areas continue to be at risk for conversion to other land uses or for a decrease in quality as development and agricultural pressure encroach…Of the 408 respondents to the Riley Purgatory Bluff Creek Watershed District Community Survey, 176 of them considered wetlands to be one of the most valuable water resources.” With all the great work done by the Watershed, given its Mission, and given the statistics above, I simply do not believe that the benefit of this single family home invasive construction in such close proximity (and indeed penetrating within the Wetland A Buffer), to such a valuable resource, can be justified, nor should it have been conditionally approved. Why is the District exposing the community to risk of further Wetland degradation? Why would the City of Chanhassen? In my view, and in the two documents provided to the Watershed from the Task Force, the Watershed could have focused more intently on its Vision, Goals and Strategies, as presented in Sections 3.1 and 3.2 of its 10 year plan. They state, “The District views all the following elements as essential to achieving its mission:….Data collection and analysis to ensure decisions are based on sound science.” In section 3.2 Goals and Strategies, it specifically spells out the following goal: “Collect data and use the best available science to recommend and support management decisions.” I am well aware, and indeed the Task Force included numerous concerns in the two documents provided to the City Planning Commission and to the District, that there were numerous admissions of where significant errors were evidenced in the data used to support the applicant’s proposal. I believe these findings of fact should have clearly prevented the Watershed from providing a conditional approval. Section 3.2 goes on to 296 state, “Include sustainability and the impacts of climate change in District projects, programs and planning.” I’m seeking assurances that the “Mid-Century” estimates of precipitation were used by the District in arriving at their decision to provide conditional approval. If not, why not given the stated goal of the District? The RPBCWD goals include: “8. Protect, manage and restore water quality of District Lakes and creeks to maintain designated uses. 9. Preserve and enhance the quantity, as well as the functions and values of District wetlands. 10. Preserve and enhance habitat important to fish, waterfowl, and other wildlife. 12. Protect and enhance the ecological function of District floodplains to minimize adverse impacts. 13. Limit the impact of stormwater runoff on receiving waterbodies.” I believe that the Morin development does not enhance the District’s ability to achieve these goals, but instead, clearly violates all of these goals. As a result, I believe there are numerous findings of fact, and countless violations of the goals of the Watershed District to warrant that the revised Morin proposal should not have been conditionally approved. Importantly, I want to ensure the City Planning Commission recognizes the substantial attempts to inform the District of these concerns, and indeed to respond in writing to the concerns, and those raised here, before rendering its own decision. I strongly recommend against the Morin development proposal. Sincerely, Christopher Mozina 315-622-8119 297 TIME EXTENSION THE UNDERSIGNEDS, as applicant and fee owner, herby grant an extension until o4 & ,2f 22__ for the City of Chanhassen to act upon the preliminary and final plat, variances and rezoning of GALE MORIN SUBDIVISION, Dated: ( 12022 APPLICANT: CIVIL SITE GROUP B' J evin Teppe Title, FEE OWNER: Irrf<- 298 1 Don Giacchetti From:Don Giacchetti Sent:Monday, April 04, 2022 11:58 AM To:Al-Jaff, Sharmeen Cc:Heide Ahmann; Douglas Ahmann; Christopher Mozina Subject:Neighborhood Concerns/Questions --- Letter to City of Chanhassen---Planning Dept. Attachments:20220404 _ Whitetail Cove_PLL Taskforce Letter to City of Chan 4-4-22.pdf Sharmeen, This email and the attached letter involves concerns and questions from various citizen neighbors residing in the Whitetail Cove and Pointe Lake Lucy neighborhoods regarding the proposed development known as the Gayle Morin Addition-- Rezoning and Subdivision with Variances project (Case# 2022-03). A task force has been formed to communicate these concerns and questions to the City of Chanhassen--- Planning Dept.. We will be emailing out this letter/questions document later today to the rest of the neighbors we have directly connected with. A few of the individuals on our email list have other individuals and groups which they may forward this document to for informational purposes. We have attempted to ask reasonable/practical questions and be as specific as possible in referencing the particular section of the current 21 documents publicly available to us on the City’s online website from which our questions arise. Hopefully, our attention to detail and ease of reference will make it easier for City department staff or other relevant organizations to be able to give us the specific answers to the questions we have documented. We wanted to be professionally respectful of everyone’s time in this process. Please email back an acknowledgement of your receipt of this email and its attached file to all addressees on this email. Thank you for your attention to this matter. Let us know if you should have any questions for us. We look forward to the City’s professional and prompt responses….regards…DON Don J. Giacchetti TACT Solutions, Inc. c#: 612-328-2853 website: www.tactsolutions.com 299 Chanhassen, MN 55317 LETTER TO CITY OF CHANHASSEN— PLANNING DEPARTMENT An Application for Development Review was submitted by Gayle Morin on January 28, 2022, to the City of Chanhassen for a Proposed Development at 1441 Lake Lucy Road, Chanhassen, MN 55317 for two additional homes to be built to the south of the existing Morin home at 1441 Lake Lucy Road. The City has designated this proposed development as the Gayle Morin Addition -- Rezoning and Subdivision with Variances project (Case# 2022-03). The proposed rezoning is from Rural Residential to Single-Family Residential. The Application indicates there are 60 property owners within 500 feet of the proposed development. A task force of neighbors (Whitetail Cove and Pointe Lake Lucy) surrounding the proposed development has been formed to understand the proposed development more fully. It is recognized that the Diane G. Morin Trust as property owner has legal rights regarding their property. However, after preliminary review of the 2 1 publicly available planning documents on the City’s website, comprising 283 pages, there are certain elements in the documents that are of concern which will cause dramatic and adverse changes in the character of our neighborhood and potential adverse impacts to the public welfare and environment. There are numerous questions in this report that we are submitting to the City Planning Department for its review and corresponding answers. We appreciate the City’s attention to this matter and await its responses. Sincerely, Task Force Members: _________________ _________________ _________________ _________________ Don J. Giacchetti Heide Ahmann Douglas Ahmann Chris Mozina 612-328-2853 612-518-6643 612-750-4223 315-622-8119 don.giacchetti@tactsolutions.com heideahmann@gmail.com douglasahmann@gmail.com cmozina@msn.com 6679 Lakeway Drive 6700 Pointe Lake Lucy 6700 Pointe Lake Lucy 6670 Pointe Lake Lucy 300 2 Outstanding Concerns: Environmental 1. Soil Samples (Inconclusive) and inconsistent with Wetland [Delineation] Report Excerpts from Geotechnical Report dated 2-21-22 on pages 3 & 4 & 6 & Appendix 301 3 Q: Considering that soil samples were taken in February when the soil was frozen to a depth of 2 to 3 feet below the ground surface how much variation in the measurements, assumptions, analysis and conclusions for “suitable to build” would there be if soil tests were taken under “worst case” conditions rather than “best case” conditions? Q: With soil moisture contents at 19-to-25+ percent at depths of 5 feet to 10 feet below surface level as being described as “above their assumed optimum soil moisture content levels” is that a cause for concern? Q: What would be the maximum moisture levels at those depths that would preclude a favorable recommendation as “suitable to build”? Q: Would those maximum levels be approached/exceeded under different times of testing when not frozen 2-3 feet below surface? 2. GPS failed – unable to obtain ground surface elevations and GPS coordinates at soil boring locations Excerpt from Geotechnical Report dated 2-21-22 on page-2 Q: If “estimated” elevation measurements are inaccurate, how would you be able to compare with other studies and documents showing accurate elevation data? Q: Could this be a problem in understanding how close the boring results were to the actual groundwater table as recorded in other historical survey documents? Q: Is it concerning to the City that assumptions were made without proper location verification by GPS? 302 4 3. Groundwater Level at 20 feet down had no water observed in boring holes however high moisture content (above optimal) was uncovered in the lab testing of those boring samples. Excerpt from Geotechnical Report dated 2-21-22 on page-3 Q: If there was potentially “insufficient time” for groundwater to seep into boring and rise to the hydraulic level, especially in the wintertime, then what is the level of risk that the analysis of groundwater presence is inaccurate? Q: What if groundwater levels are much higher than observed if more time was given for seepage or tested in different seasons and years? (e.g., after a drought or above average wet year) Excerpt comparison aerial maps from https://gis.co.carver.mn.us/publicparcel/?pin=250025820 website under Property Viewers and then Historical Imagery for associated wetlands show higher surface water in 2008 compared to 2020. 2008 2020 Although water tables in recent surveys are much higher noting that in any point of time, the water tables in this basin could feasibly be higher or lower than they are today. Survey docs within 303 5 the Diane G. Morin Rezoning project reveal varying levels of water. For example, northeast corner of Wetland B is at 964 and 962 feet above sea level in two separate docs. 304 6 Q: How much variation in “seasonal and annual fluctuations in the groundwater levels” are expected? Excerpt MN DNR website documents the historic mega-rain events in Minnesota that have happened periodically since 1973 and are continued real possibilities in this climate. https://www.dnr.state.mn.us/climate/summaries_and_publications/mega_rain_events.html Q: What was the highest surface water levels recorded in the associated wetlands in this area over the past 20 years, 40 years and even past 100 years? Q: How does surface water levels impact groundwater levels in this area? Dick Loscheider (builder/developer) had an option to build on these two propose lots (#2 and #3) in the 2003-2004 timeframe and informed homeowner Don Giacchetti that he could not develop the land since the lots did not pass the percolation (perc) test. Q: Does the City have knowledge of any prior Geotechnical surveys or other such reports/correspondence indicating groundwater levels on the subject property. Q: Does the City know any reason why Dick Loscheider could not or did not build the two homes on those lots? Q: Has a current “Geoenvironmental” study (more extensive than a “Geotechnical” study) been performed on the land where this proposed construction is sought to occur? Q: Has any past “Geoenvironmental” (more extensive than a “Geotechnical” study) study been performed on the site location? 305 7 4. Wetland [Delineation] Report incomplete and not signed by Morin (review performed 10/2021); Aquatic Resource Impact Summary was not completed nor reference to any specific data within Part Four of the application. Q: Is the city still expecting the additional information for the Wetland [Delineation] Report? Is there a deadline issued back to the Diane G. Morin Trust to complete and sign the report? Q: Has the city rejected the report since it is not properly completed and signed? Q: How would the City utilize information obtained through this Aquatic Resource Impact Summary to assess the feasibility of the proposed development? 306 8 5. Stormwater Calculations---ISSUES Excerpts from Stormwater Report by Civil Site Group dated 2-17-22 on pages 4--5--6--7 Q: Does the City consider the Stormwater Report dated 2-17-22 complete and accurate in all respects? Q: Filtration requirements are noted to have not been met due to site constraints, has there been an update on this unsatisfied condition? Q: Exactly how much is a “sizable amount of additional trees removed” would be needed in order to meet the Riley Purgatory Bluff Creek Watershed District’s 3.1 requirements? 307 9 Q: Is this additional tree removal already included or not included in the Stormwater Report and the Landscaping Plan and Tree Survey? Q: What is the impact/result of the impervious area not being captured due to existing steep grades on the property? Q: What is the impact/result of “water quality” being “Partially Satisfied” when the text above states it is greater or equivalent to the requirement? Does the City find this to be a bit confusing? Q: What is the impact/result of the Volume Control by rock infiltration “water quality” being partially satisfied? Q: Why would the “4.0 Conclusions:” section state that this project meets all State, City and Watershed District” requirements while also indicating several “requirements” are “partially satisfied”? Q: How much grading and fill will be required to prepare lots for construction of development? 308 10 Q: What impact will disturbance of the soil during grading and filling have on the water run-off (during construction and years after construction) into the pond wetland area A and B which could also affect adversely affect water quality in Lake Lucy and Lake Ann? 6. Landscape Proposal – Homes and retaining walls not consistent among the documents submitted; for example, the Geotechnical Report document as compared to the Proposed Landscaping Plans vary greatly to the size, shape and exact location Q: Does the city feel comfortable with the proposed location(s) of the homes and retaining walls demonstrated in a way that the full impact can be assessed on surrounding nature, wetlands and wildlife? 309 11 7. Tree Preservation – all trees on designated lot are being cut down except for 7 trees in total as designated with circles on the Proposed Landscaping Plan. (Tree Tag number and species: 1000- Boxelder, 1001- Ash, 1035- [Basswood]/1037- Ash*, 1039- Ash, 1058- Ash, 1073- Maple, 1074- [Basswood]) Q: Are these Ash trees, noted as being saved, diseased and will further need to be removed? The percentage of tree canopy kept in the Landscape Plan doc doesn’t seem to equate to percentages of trees kept accurately and could be even less if health of remaining trees not properly assessed. Does the city have a minimum requirement? How does the city verify requirements are met? Q: *The Proposed Landscape Plan map conflicts with the legend on the righthand side of the document: Tree #1035 is designated as saved and circled however an additional untagged tree (presumably Tree #1037) right above Tree # 1035, is not designated to have protective fencing during construction while the legend to the right has #1035 cut down. Will 1035 [Basswood] or will 1037 (Ash) be saved and have 310 12 protective fencing? Does the city have confidence the trees were all tagged correctly? Q: Is the City aware of any current designated tree preservation on the site location? Has the city had an opportunity to assess those protected trees as compared to those proposed to be cut down? (For example, has the city reviewed Tree #1019 a healthy 36” Oak Tree that is by far the largest tree in the proposed development site.) 311 13 8. Wildlife Impact – breeding and migratory pathways for white tail deer, loons, owls, wild turkeys etc. Q: What impact will there be to all the year-round wildlife in the area due to the substantial land grading, tree removal and construction of 2 new homes in the wetland areas? Q: Does the City require any wildlife study to be completed around active lake, wetland and woodland areas for potential displacement of animals, especially protected species such as our state bird who currently nest on the shoreline of Wetland B? 312 14 9. Conservation Easement is not properly represented in all docs (e.g., landscaping plan, plats) Q: Is this a new request by the current property owner or an existing Conservation Easement? Has the city granted approval for this Conservation Request as noted in document labeled “Conservation Easement – Exhibit” in the project documents? Q: If it is a new request, does the City have any guidelines what the proposed development will need to take into consideration for this conservation easement? (e.g., water drainage and other ecosystem factors while developing alongside.) What limitations for new property owners in the future? 313 15 Q: Is the Conservation Easement offsetting the remaining canopy saved in Question 7 above and therefore the proposed development can cut down all but 7 trees in a wooded wetland? Q: Do Conservation Easements on lake shores in the City of Chanhassen allow public usage of the land? Who has access other than the property owner, if applicable? Do Conservation Easements have any perceived negative impacts on neighboring property owners? Outstanding Concerns: Development 1. Geotechnical study based on assumptions; it appears to have been done without any actual proposed home size or structure plans provided. Q: How does the City’s 60’x60’ block footprint relate to an unspecified home size/dimensions? Q: How can the City, or surrounding property owners, be assured that any constructed home would meet minimum requirements of the city for size, location to easements/property lines, etc.? 314 16 2. Soil can only support 2,000 lbs per square foot; yet the assumption for the development was that a building will include 2,000 to 3,000 pounds per lineal foot within the Geotechnical report. Excerpts from Geotechnical Report dated 2-21-22 on Cover Letter and pages 4 & 5 Q: Can soil, in this location, support more than the 2,000 lbs per square foot as stated in the Cover Letter? Q: If not, then does a new analysis need to be prepared to support the 3,000 pounds per lineal foot specification? Q: What is the difference between square foot (2 dimension) and lineal foot (only 1 dimension) in context of the plan and specs? 315 17 3. Soil Issues--- Report states that if proposed grades differ by more than 2 feet from assumed values then additional analyses and revised recommendations may be necessary. Excerpts from Geotechnical Report dated 2-21-22 on page-5 and page-6 316 18 Q: If the elevation on Lake Lucy is 960 feet above sea level and the pond (wetland A) is estimated at 970 feet and excavation of topsoil will be 1-2 feet and the lower floor level of the 2 houses to be built is planned to be at least 10 feet below grade, is the basement for proposed house on Lot #3 then below the 960 feet level of Lake Lucy? Q: Furthermore, the pond in wetland B is even higher than Lake Lucy; and the pond in wetland A is even higher than the pond in wetland B where homes are planned to be built. If this is the case, won’t the proposed homes’ foundation and lower floor be below surrounding surface water tables? Q: Doesn’t the recommended construction separation distance of a 4-foot separation from groundwater and a 2-foot separation from the 100-year flood levels (also see 1987 Twin Cities Superstorm described above and previously) of “nearby ponds, wetlands or other surface water” put the houses in even further jeopardy of water damage and future insurance claims? Q: How far below the Lake Lucy 960-feet level or the Wetland A and B surface water levels is considered acceptable per City building codes or other regulations? Q: What are the consequences/impacts of not having accurate measurements since the GPS failed during testing – presumably they were unable to obtain ground surface elevations and GPS coordinates at soil boring locations as described previously? Q: Since the water levels of Wetland A and B have increased over 20 years since Whitetail Cove and Pointe Lake Lucy developments were constructed, as evidenced in satellite imagery and surveys taken, has the city considered whether the water tables will continue to increase and whether the future homeowners of proposed lots 2 and 3 would have sufficient drainage with the proposed filtration/drainage ponds? 317 19 Q: Would these proposed homes on Lot # 2&3 be considered to be built in flood zones? Is the City of Chanhassen comfortable with developments of single-family homes in flood zones? Are there other requirements the proposed development will need to consider? 4. House-pad sizing are inconsistent from document to document (e.g., Preliminary Plat with revised Tree Survey as compared to Landscaping Plan as compared to Geotechnical Report) Q: Does the City understand which location and size is the intended sketch? Will the city consider information submitted by the current property owner to be insufficient and invalid due to the inconsistencies? 318 20 5. Retaining Wall Issues--- Retaining wall construction is encroaching neighboring property owner’s land. Q: Have easement agreements been obtained (or will they be needed) from adjoining property owners for the construction of nearby retaining walls planned? How does the City typically review these situations? Q: What is the offset angle required to dig/construct a retaining wall? Q: If the angle is 45 degrees and the retaining wall is to be 10 feet deep, then the set-back from the top of the retaining wall is also 10 feet, does this mean that if the retaining wall is 5 feet from the property line would construction encroach on 5 feet of a neighbor’s property? Q: Are retaining walls represented in plan drawing at least 5 feet from property line as required by City? How does the city verify? 319 21 6. Conservation Easement - Exhibit (filed) is breached by house-pad & construction in southwest corner (lot 3) Q: Has the City provided temporary easement to the Conservation Easement during construction of the proposed home on Lot #3? Or has the city not finalized the Conservation Easement? Q: Does the Temporary Easement access requested (as noted in the Preliminary Plat-City Submittal 02-17-2022 Survey) apply to both the Conservation Easement and Sewer Utility Easement? Or just Sewer Access Easement? 320 22 Outstanding Concerns: Neighborhood Impacts 1. Private Drive – despite easement, concerns for maintenance and upkeep during and post construction Excerpts from Easement Agreement dated 2-4-99 (Morin and Loscheider, pages 2 & 3) Q: What are the provisions in the proposed development plans to repair, replace and restore to original pre-construction condition of the private driveway for any damage to the private driveway (asphalt/concrete curb/grass/utilities or other property) caused by pedestrian, vehicular and/or construction vehicle ingress and egress on the private driveway during any evaluation and/or pre-and-post construction period? Q: What are the provisions in the proposed development plans to restrict construction activities to reasonable start/stop times so as not to disturb the peace and also to not in any way interfere with existing homeowner rights to readily access their homes as a pedestrian or with their vehicles due to construction vehicles and/or equipment blocking such access. Q: If the private drive is blocked for a period of time, does the proposed development have any requirements needing to be met in order to not disrupt the neighborhood? (e.g., notification of over-sized trucks unloading, etc.) 321 23 Q: Does the City, as an interested party, or existing property owners, have any control over establishing reasonable weight restriction limits on the private driveway or other reasonable restrictions for the pre and post construction activities to protect the property and rights of existing homeowners? Q: Is the City, as a user of the sewer easement, responsible for or have any liability for potential damage to the private driveway (asphalt/concrete curb/grass/utilities or other property) from its ingress and egress to sewer lines and/or other utilities in the area? 2. No Lake Access (Lake Lot); the southern-most proposed lot #3 cannot be marketed as Lake Access (contains an unused and abandoned easement). 322 24 Q: Does the City and Diane G. Morin Trust (owner of property proposing development) acknowledge that Lot 3 does not have lake access to Lake Lucy since the subject property line goes through the pond in Wetland B? Q: Does the City and Diane G. Morin Trust (owner of property proposing development acknowledge that the 15-foot walking access easement into the adjoining, separately owned and private property of 6700 Pointe Lake Lucy has been under water for 20+ years resulting in abandonment? 323 25 Q: Does the City recognize, and the Diane G. Morin Trust also acknowledge, the 15-foot walking easement is “unusable and abandoned” and underwater as noted by surveyors, contracted by the Diane G. Morin Trust, which reflects the easement as under water in the Preliminary Plat City Submittal 2-17-2022 Revised Tree Survey 031022 doc by Wetland B edge of water lines? Q: Does the Diane G. Morin Trust understand the Grant of Sewer Easement access that was granted to the city, as noted in Easement Doc. No. A244418, does not allow walking access to Lake Lucy via neighboring private property around Wetland B? 324 26 Q: Since the referenced easement is unused and abandoned, yet the foot access is still documented in several of the project docs submitted by the Diane G. Morin Trust, is the City’s intention to request a variance? 325 27 Outstanding Questions – Recent Timeline Changes The Public Meetings have changed by two weeks for both the date of the City Planning Commission and City Council (now May 3 and May 23 respectively.) Q: How may this impact the deadlines presented in the project documents as referenced such as the 60-day review of the Agency Review Deadline that was previously set for April 7? Q: Does the city have knowledge to whether the Trustee of the Diane G. Morin Trust is intending to move the project forward? Q: Will the City help the Trustee understand the magnitude and complications of these issues we’ve listed in the questions above? 326 28 Appendix: Exhibits References from questions to public artifacts contained here: Proposed Development: 1441 Lake Lucy Road (Gayle Morin Addition) Rezoning and Subdivision with Variances | Chanhassen, MN - Official Website Project Documents: 67.63.229.140/WebLink/browse.aspx?dbid=0&startid=699708 327 From:Don Giacchetti To:Al-Jaff, Sharmeen Cc:Heide Ahmann; Douglas Ahmann; Christopher Mozina Subject:Neighborhood Concerns/Questions --- ADDENDUM to Letter to City of Chanhassen---Planning Dept. Date:Wednesday, May 4, 2022 8:15:41 AM Attachments:Whitetail Cove--PLL Taskforce Questions Addendum 5-4-22 DJG.pdf Sharmeen, This email and the attached “ADDENDUM” document involves additional concerns and questions from various citizen neighbors residing in the Whitetail Cove and Pointe Lake Lucy neighborhoods regarding the proposed development known as the Gayle Morin Addition-- Rezoning and Subdivision with Variances project (Case# 2022-03). This 13-page ADDENDUM is a supplement to the 28-page “Letter” originally submitted on April 4, 2022, to the City of Chanhassen by the Whitetail Cove and Pointe Lake Lucy neighborhood task force. The task force will be emailing out this ADDENDUM document later today to the rest of the neighbors we have directly connected with. A few of the individuals on our email list have other individuals and groups which they may forward this document to for informational purposes. As with our original Letter, we have attempted to ask reasonable/practical questions and be as specific as possible. Hopefully, our attention to detail and incorporated photos/video, diagrams, and weblinks will make it easier for City department staff or other relevant organizations to be able to give us the specific answers to the questions we have documented. We want to be professionally respectful of everyone’s time in this process. Please email back an acknowledgement of your receipt of this email and its attached file to all addressees on this email. Thank you for your attention to this matter. Let us know if you should have any questions for us. We look forward to the City’s professional response in the near future….regards…DON Don J. Giacchetti TACT Solutions, Inc. c#: 612-328-2853 website: www.tactsolutions.com 328 Chanhassen, MN 55317 ADDENDUM TO OUR LETTER TO CITY OF CHANHASSEN —PLANNING DEPARTMENT --MAY 4 , 2022 -- The following is an Addendum to the 28-page “Letter” originally submitted on April 4, 2022, to the City of Chanhassen by the Whitetail Cove and Pointe Lake Lucy neighborhood task force. The Letter and this Addendum are in regards to the Application for Development Review submitted by Gayle Morin on January 28, 2022, to the City of Chanhassen (aka Gayle Morin Addition -- Rezoning and Subdivision with Variances project (Case# 2022-03)). The proposed rezoning is from Rural Residential to Single -Family Residential. The questions posed in this Addendum are based on additional research of the existing publicly available planning documents on the City’s website. There are certain elements in those documents that are of concern which will cause dramatic and adverse changes in the character of our neighborhood and potential adverse impacts to the public welfare and environment. The task force understands the delay in the original public hearing dates for the City Planning Commission meeting, and subsequent City Council meeting, was due to outstanding issues in the existing submitted proposal plans that need to be resolved before the City could move forward in its review/approval process. The new deadline for the applicant to submit revised plans addressing these issues is June 17, 2022. The task force appreciates the City delivering a copy of the original 28-page Letter to the applicant, the District Watershed Authority and the City’s own internal review departments for consideration of our questions and concerns . The task force respectfully requests that those same parties are informed of this Addendum so these new questions, and concerns, will also be considered as part of their respective plan revision and review processes. Given the published schedule for the Application Deadline date of June 17 th, we anticipate that the corresponding City Planning Commission meeting date would be July 19th and the City Council meeting date would be August 8th respectively. Furthermore, we look forward to seeing the revised development plans when re-submitted. The respective neighborhood homeowners are hopeful that their questions and concerns will be ad dressed and answered. Thank you for your attention to this matter. Sincerely, Task Force Members: _________________ _________________ _________________ _________________ Don J. Giacchetti Heide Ahmann Douglas Ahmann Chris Mozina 612-328-2853 612-518-6643 612-750-4223 315-622-8119 don.giacchetti@tactsolutions.com heideahmann@gmail.com douglasahmann@gmail.com cmozina@msn.com 6679 Lakeway Drive 6700 Pointe Lake Lucy 6700 Pointe Lake Lucy 6670 Pointe Lake Lucy 329 2 Additional Outstanding Concerns: Environmental 1. Soil Testing and Samples Q: Will the City require new Soil Samples since the GPS system was not able to be deployed for the existing 4 soil core samples used in the planning documents? Q: Does the City require Soil Samples from specific location s on the proposed development site? (e.g., each of the four corners and center of each proposed home foundation). Q: When a builder/developer is involved, will new soil samples be required on final locations for homes? Q: Why do all 4 of the soil sample report pages indicate a “Bottom of the borehole at 14.5 feet” when the scope of services on page 1 of the Geotechnical report states the 4 soil samples were taken to a depth of 20 ft? Which statistic is correc t, 14.5 ft or 20 ft? If correct answer is 20 feet then where is the soil analysis for the remaining 5.5 f eet in each of the 4 borehole core samples? Would the city consider these to be inconclusive? 20 ft VERSUS 14.5 ft? 330 3 2. Accuracy of any location markers staked out by Haugo GeoTechnical Services versus CivilSite Group. Q: Were there any inaccuracy issues in staking out the location markers of the proposed development due to the failed GPS system of Haugo or did that only affect the soil sample data as referenced above in prior question ? Please clarify if all of the location markers were properly staked out by CivilSite Group using a GPS system and/or official lot line boundary stakes buried in the ground. 3. Best Management Practices (BMP) Q: Is there a sufficient plan for storm water run off to be filtered before hitting the surrounding Wetland A and Wetland B? Q: Does the City expect to review and assess the drai nage plan needs that must be completed at initial plan and at time of the individual build of Lot 2 & Lot 3? If no builder is currently involved, how will the City ensure that a proper assessment pre/post-build will be performed? Q: How will the “impervious” calculations be done? (i.e., if you can’t get credit for areas you can’t build on, aren’t the two building footprints and corresponding new driveways going to create an unacceptable level of impervious coverage within the buildable footprint?) 4. Wetland Setbacks and Property Owner Rights Q: Who defines the wetland’s edge? How is the high level of the wetland taken into consideration as the water levels are seasonally dependent? Q: Is the DNR and City’s requirement for Wetland setback 50ft (20ft to buffer, 30 from buffer to setback = 50ft)? Does the proposed plan meet these setback requirements for Wetland A & B? Please explain how the proposal meets these requirements for Wetland A & B. Q: Does the City view Wetland A & B in the same way? Are these two wetlands, despite their size, protected and fall under the same restrictions? Q: What are preservation and restrictions for Wetland A & B as established by the Watershed District that need to be met? 331 4 Q: How will Wetland A be preserved “as is” for the adjacent two properties whose property lines go into Wetland A? see photos and aerial view below Q: The small 60’x60’ home “pads” shown above are very close to the edge of Wetland A. How will a builder/developer put a home , realistically with a much larger footprint, in such close proximity to the Wetland A? 332 5 Q: The photos above taken on 4-29-22 show one of the bore holes that was not properly filled in afterwards. There was standing water in the bore hole about 2.5 feet below ground level at that location. The bore hole was measured at about 4 feet in depth before sediment in the hol e was reached indicating water had seeped in from at least 4 feet below grade to 2.5 ft below grade. A large straight tree branch was inserted into borehole and through the sediment at the 4ft level continuing down past the 10 ft below grade level. It appears that this bore hole is “SB-1” in the Geotechnical diagram shown above. Can a home be built at that location if there is actual standing water at the 2.5 ft level below the surface? Q: On 4-29-22 a task force member physically walked to bore hole SB-1 to observe it. However, the bore hole identified as SB-2 in above diagram could not be physically located where the placement on the diagram depicts it. Instead, there was a covered up bore hole (suspected actual SB-2 bore hole) 33 feet due east-northeast of SB-1. See photo above. Where is the actual location of SB-2? Is this an issue caused by GPS not working during the taking of soil core samples? 333 6 Q: The photos above taken on 4-29-22 show another one of the bore holes that was not properly filled in. This hole appears to be in the location depicted on the Geotechnical diagram as the “SB-3” bore hole. There was standing water in the bore hole about 1 foot below ground level at that location. Can a home be built if there is actual standing water at the 1 ft level below the surface at a point that is approximately 35 feet due southeast of SB-3 and 40 feet due south of the water level in Wetland A? Q: The physical location of SB-4 as depicted on the diagram could not be found. However, a covered up bore hole was found about 40 feet nearly due east of SB-3 and appeared a few feet higher in elevation than SB-3. Based on water at the 1-foot level below grade at SB-3 and counting for a few feet higher in elevation how can a home be built in the location depicted on the diagram considering a home basement floor would be 8 - to-10 feet below grade? Where is the actual location of SB -4? 5. A Natural Creek runs through proposed Lots 2 & 3 and was not indicated in the proposed plans submitted on January 28, 2022. The 2008 aerial photo and other photos below shows water in the creek flowing from Wetland A to Wetland B. This functioning natural creek has been around a long time. 334 7 Click on this weblink below to view a 1-minute video from 4-21-22 of the natural creek “in action” with running water: NOTE: video quality can be improved from the default 360p to 1080p (HD). Click on the video link below, then click on the cog-wheel (settings) in the lower right of the video and click on 1080p (HD). This will only be allowed if your video monitor has the capability to do so. https://drive.google.com/file/d/16e7qT98L3moXzcOP01nSWhXXDkuoqd9U/view?usp=sharing Q: Do the plans need to be resubmitted showing this natural creek? Q: Will the City treat the creek as any other natural waterway and therefore not allow it to be disturbed? Q: Will the City issue requirements to the proposed development to preserve its natural flow providing drainage from Wetland A to Wetland B? Q: Will the city propose a bridge to keep it from being disturbed? Q: Can a builder/developer put a culvert over a sewer line without creating an undue risk? Q: Will Wetland A be kept from being drained with the culvert propose d? Q: The sewer line goes along and then under the natural creek as it travels southeast. The ground area around the natural creek is usually very mucky and susceptible to ruts from tires tracks. What precautions are in the development plans to ensure that the heavy equipment and the construction of the lot 3 driveway, and installation of a culvert for the existing creek, do not adversely impact the underlying sewer line? What extra measures will be implemented to ensure the driveway construction is sufficient to withstand the naturally mucky ground in that area, especially considering the additional water drainage from the two new impervious driveways to the two new homes on Lot 2 and Lot 3? What is the risk assessment that damage could occur to the ecosystems of Wetland A and Wetland B due to the development construction required? 335 8 6. Water related issues appearing later with developments built on Wetlands Q: What level of risk tolerance, water capacity/absorption factors and setback requirements do the Planning Commission and Watershed District engineers consider acceptable for development on or near wetlands? The recent Star-Tribune article from 4-19-22 (see weblink… Building on Nokomis swampland will haunt Minneapolis in wetter future, report says) provides a clear warning especially given the last decade was the Twin Cities area's wettest on record. At the recent Planning Commission session on April 5th, one of the central themes was captured well by City Staff, with the common quote; “an ounce of prevention, is worth a pound of cure.” Q: Are there any known or suspected perched groundwater conditions or peat concentrations adversely impacting the soil conditions in the proposed development areas to manage stormwater and high-water tables? Have any studies or white papers been done on this subject matter in the nearby geographic locations? ...see weblink below: https://www2.minneapolismn.gov/government/departments/public -works/surface-water- sewers/programs-policy/lake-nokomis/ 336 9 Q: Could disturbance of any perched groundwater conditions from lot development create issues in supplying water to springs used as a source of water by rural communities and animals? See weblink below. http://solar.excluss.com/water/boreholes/groundwater- dictionary/index216d.html?introduction_perched_groundwater.htm Q: Since the water table levels have drastically changed in 40 years for the proposed site, are the city water table levels expected to continue to rise in this specific low -lying area? Carver County Records – 1979 Morin Lot and Wetland B Carver County Records – 2020 Morin Lot and Wetland B 337 10 7. Canopy / Tree Preserve Requirements Q: What consideration is given to trees immediately on other side of property line when building retaining walls proposed by applicant? What are requirements to prevent the roots from being disrupted for mature oak and other trees which are sensitive to root disruption on adjacent property lines? Q: What is the minimum canopy amount that must be maintained? Q: If the proposed canopy requires replacement plantings, does the City utilize a formula to account for larger mature trees on the site to make up for the removal of those larger trees ? Q: Because the proposal included ash trees in the original submission, which the City deems to not count as part of the canopy calculation, does the City need to see a new Landscape Proposal? Q: If a proposed house pad can be positioned differently to save a large tree, would the City Planning Commission encourage it to be adjusted? Q: Does the canopy of existing trees on adjacent property get figured into the placement of the future development? (e.g., if a rather large tree just over property line has a canopy that takes the space of a future home site, does the builder have an obligation to get permission from adjacent property owner to trim or cut down?) How does the city remedy these situations? Do standard rules exist for this type of situation? Q: Tree preservation ordinances must have diversity of trees and don’t allow mature trees to be fragmented; how does the City enforce this? Q: Why are the large Trees #1073 and #1074 on the proposed landscape plan being “removed” per the legend? The 75 ft tall maple tree is 12 years old, was planted by current homeowner with permission from Joe and Gayle Morin and does not seem to be in the way for development of the proposed lots. Does it make any sense to remove this mature, healthy tree? See image and diagram below. 338 11 Q: If mature trees around the adjacent properties fail, or if trees are encroached and need to be taken down during construction , who pays for replacement of trees of a similar maturity? Q: Has Jill Sinclair, City Environmental Resource Specialist, reviewed the proposed development plan and specifically the Tree Survey and Removal plan? Such plan lists 75 trees larger than 10 inches in diameter measured by diameter at breast height (DBH). Why are there only 7 of the 75 trees listed being saved with the other 68 listed trees removed? How many more trees would be listed if the minimum DBH was set at 7 or 8 inches? Will all the trees less than 10 inches in DBH be cut down and removed? Has Jill approved the submitted Tree Survey and Removal plan. Does this comply with the City’s approved Tree Preservation Ordinance, or will any variances be granted? Q: The City passed a resolution in August 2018 to participate in the “GreenStep” program which requires implementation of best practice actions in many areas of Land Use and Environmental Management. This includes woodland best management practices addressing protection of wooded areas into zoning or development review. At that time the City had been designated as a “Tree City USA” for the past 23 years. Has Jill Sinclair, City Environmental Resource Specialist and GreenStep Coordinator, certified that the proposed development plan meets or exceeds the requirements set forth in the GreenStep program? See weblinks below for reference. https://greenstep.pca.state.mn.us/city -detail/11903 https://greenstep.pca.state.mn.us/sites/default/files/ChanhassenResolution.pdf http://www.ci.chanhassen.mn.us/218/Forestry -Landscaping 339 12 Additional Outstanding Concerns: Development 1. Concerns regarding “Conditional Approval” process Q: Under a “Conditional Use Permit” after granting a Conditional Approval what verification and enforcement does the city perform to ensure the development adheres to the conditional approval requirements? Q: What is included in the “Site Plan Review” process and who exactly performs such review? Q: Who is responsible for tracking the requirements in the conditional approval if a builder/developer is brought in later? Q: What level of Bonding / Letter of Credit will the City require to ensure the completion of the development project, and restoration of the environment back to its pre-development state if the project becomes untenable? 2. Lot Sub-Division Q: If the proposed site is not suitable for homes, would that preclude the applicant’s ability to sub-divide the lot? 340 13 3. Existing Private Road (and new Extensions) Use for Construction Traffic, Emergency Vehicle Access and Other Impacts Q: Has the City performed any studies around cost impacts to neighborhoods including a private road? Aside from costs born by the proposed development/the City, w hat costs should the neighborhood expect for repairs during and post construction? Q: Will the extensions to the existing Private Road, which will be needed to service the 2 proposed new homes, post construction, be of high enough quality and materials allowing adequate support of the extreme weights for emergency vehicle access (including firetrucks) and other traffic weights? The existing private road is only 15 ft wide of blacktop pavement plus an additional 2.5 ft of concrete curbing on each side. 4. Right of way permission on adjacent properties do not currently exist; they have not been granted by adjacent property owners Q: Since right of way has not been obtained, will new locations need to be “surveyed”? Further initiating new soil samples, etc.? Q: How does the proposed development obtain approval for right away beyond conditional approval? Are there conditions the engineer needs to satisfy, or is that a burden assumed by a builder/developer? Q: Is permission for the retaining wall required? If the retaining wall will be built entirely on the side of the proposed new lot, would its location still allow the necessary setbacks for a home to be built? If so, how large a footprint? Appendix: Exhibits References from questions to public artifacts contained here: Proposed Development: 1441 Lake Lucy Road (Gayle Morin Addition) Rezoning and Subdivision with Variances | Chanhassen, MN - Official Website Project Documents: 67.63.229.140/WebLink/browse.aspx?dbid=0&startid=699708 341 From:Don Giacchetti To:Al-Jaff, Sharmeen Subject:Request RESTORATION of May 18th email (Pavek-to-Sobiech) into Public Record and on City Website Date:Friday, July 8, 2022 8:05:52 AM Attachments:Third CSG RESPONSE - RPBCWD Permit 2022-007 GAYLE MORIN SUBDIVSION -Completeness Review and comments 5-18-22.pdf Sharmeen, Thank you for your voicemails late yesterday on the issues with the City’s website and the associated external Laserfiche® website the City uses for public viewing and downloading of the project documents. As we have previously discussed over the past several weeks, there continues to be “technical” difficulties in trying to get public access to the documents on the Laserfiche website….but I kept trying and eventually got into such website last night. There are other neighbors that have complained to me about the same difficulties. This is a real hassle and should be fixed immediately by the City IT dept and/or Laserfiche. It is an “inconvenient” time to have these technical issues occurring when the public is trying to review these important documents before some critical decision meetings that are on the immediate horizon ie. the July 19th City Planning Commission Meeting and the August 8th City Council Meeting). I was able to see that the recent “folder” submission by Civil Site Group with several embedded files was eliminated and now those individual files are instead included in the top level of the document listing which now shows 33 document files. While confusing why this change took place, I think I see what happened. HOWEVER, there is one file that I believe to be now missing from the Laserfiche document website that was previously part of the files which the public was able to view and download. Not sure exactly when this document file was removed, perhaps in this latest folder elimination situation….just do not know. Nevertheless, it is a very important part of the public record since it documents an interchange of responses in red” from Matt Pavek (Civil Site Group) to outstanding questions in “blue” from Scott Sobiech (Barr Engineering) regarding the water issues on the Morin Development Project. Of particular note are the several “Remains an open comment” designation on such outstanding questions meaning such water related issues have not been adequately addressed… Given the above, I have attached such 7-page May 18th email document for your reference. I request that both my email herein and the attached 7-page May 18th document file be placed into the public record on the City’s website and Laserfiche document website. Please acknowledge that you have received this email from me with the attached PDF file of referenced document and that this email and such attachment will be made public on the City of Chanhassen’s website associated external Laserfiche® website both related to the Morin Development Project [ Gayle Morin Addition -- 342 Rezoning and Subdivision with Variances project (Case# 2022-03) ]. Thank you and regards…DON Don J. Giacchetti TACT Solutions, Inc. c#: 612-328-2853 website: www.tactsolutions.com Don J. Giacchetti TACT Solutions, Inc. c#: 612-328-2853 website: www.tactsolutions.com 343 Civil Site Group, PC • 5000 Glenwood Avenue • Golden Valley • Minnesota • 55422 www.CivilSiteGroup.com • (612) 615-0060 Memorandum TO: Scott Sobiech Barr Engineering 4300 Market Pointe Drive Suite 200 Minneapolis, MN 55435 FROM: Matt Pavek Civil Site Group DATE: 5/18/2022 RE: Gayle Morin Subdivision Scott, Below are your written comments regarding the Gayle Morin Subdivision project, in Chanhassen. I have included my response below each question in bold red. Matt Pavek Civil Site Group mpavek@civilsitegroup.com 612-615-0060 Additional Riley Purgatory Comments Shown in blue CSG RESPONSES SHOWN IN BOLD RED BELOW 344 Civil Site Group, PC • 5000 Glenwood Avenue • Golden Valley • Minnesota • 55422 www.CivilSiteGroup.com • (612) 615-0060 Because the site layout changed from prior submittals, please confirm the following information is correct for the re-design of the site: CSG RESPONSE: Project Site Information Area (acres) Total Site Area 4.84 4.62 acres Existing Site Impervious 0.29 Correct Disturbed Site Impervious Area 0.0 (0%) Correct Proposed Site Impervious Area 0.44 0.43 acres Change in Site Impervious Area 0.14 (48% increase) Correct Total Disturbed Area 0.4 Correct Because the project will involve 0.4 acres of land-disturbing activity, the project must conform to the requirements set forth by the RPBCWD Rule C - Erosion Prevention and Sediment Control. To conform to the RPBCWD Rule C, the following revisions are needed before the application will be considered complete: C1. Identification of the name, address and phone number of the individual who will remain liable to the District for performance under this rule and maintenance of erosion and sediment control measures from the time the permitted activities commence until vegetative cover is established (per Rule C, Subsection 4.3a). Remains an open comment, but this can be provided after the RPBCWD Board considers the permit application and will be included as a recommended condition for Board consideration. This information will be needed before the permit is released. CSG RESPONSE: Noted. Because there are wetlands downgradient of the activities, Rule D, Subsections 2.1a and 3.1 require buffer along the downgradient edge of the wetlands. To conform to the RPBCWD Rule D the following revisions are needed: D1. The restoration plan should be amended to incorporate the following: a. standard notes from Rule D for the buffer areas disturbed during construction: i. Buffer areas disturbed must be planted with native vegetation and maintained to retain natural resources and ecological value. Remains an open comment (note not found on L1.0). b. Outdated restoration hatching and linework is shown on L1.0. Please update CSG RESPONSE: Buffer area note added and hatching and linework updated appropriately. 345 Civil Site Group, PC • 5000 Glenwood Avenue • Golden Valley • Minnesota • 55422 www.CivilSiteGroup.com • (612) 615-0060 D2. Before any work subject to District permit requirements commences, buffer areas and maintenance requirements must be documented in a declaration recorded after review and approval by RPBCWD in accordance with Rule D, Subsection 3.4. Remains an open comment, but this can be provided after the RPBCWD Board considers the permit application and will be included as a recommended condition for Board consideration. CSG RESPONSE: Noted. Because the project will involve 0.4 acres of land-disturbing activity, the project must conform to RPBCWD’s stormwater management rule as described in Rule J, Subsection 3. The criteria listed in Subsection 3.1 will apply to the disturbed portion of the project site because the project will increase the imperviousness of the entire site by approximately 48% percent (Rule J, Subsection 2.3). To conform to the RPBCWD Rule J, the following revisions are needed before being considered complete: J1. While soil borings indicate clay soils, additional information is needed to support a restricted site determination. RPBCWD require on-site infiltration testing to verify the infiltration capacity of the soils because substantial variation has been observed by other applicant with clay soils on their site. a. Measured infiltration rates at the proposed stormwater management facility locations and completed by a state-licensed soil scientist, geologist, or engineer needs to be submitted. Infiltrometer tests of the site are needed to determine the presence or absence of soil conditions more suitable for abstraction, assess if there are site restrictions limiting the abstraction required, and to help verify the selected hydrologic curve numbers used in the stormwater modeling of the site. Remains an open comment but will be included as a recommend condition of approval for the Board’s consideration. CSG RESPONSE: Noted. b. Additional information was provided by Sharmeen Al-Jaff, with the City from adjacent property owners concerning the Morin Subdivision- 1441 Lake Lucy Road (Gayle Morin Addition) Rezoning and Subdivision with Variances on 5/4/22. The information indicates that on 4-29-22 one of the borings was not compeltely filled in afterwards and contained standing water about 2.5 feet below ground level at that location (believe to be SB-1). This suggest that high groundwater might exist on the site. Please collect additional information such as observations and measurement of the groundwater elevation observed in the boring which was not completely backfilled. Please review the soils information and revise the design to ensure a minimum of three feet of separation between groundwater and redoximorphic soils. 346 Civil Site Group, PC • 5000 Glenwood Avenue • Golden Valley • Minnesota • 55422 www.CivilSiteGroup.com • (612) 615-0060 CSG RESPONSE: Between the date borings were taken on February 15, 2022 and water was observed on April 29, 2022 approximately 6-inches of precipitation fell during the 73-day stretch, in addition to snow blowing and snowmelt draining into the open hole. We recognize the professional geotechnical engineer’s opinion that groundwater was not encountered onsite and that they “do not anticipate that groundwater will be encountered during construction.” J2. In our experience, draintile installed directly in topsoil with fabric socks are prone to clogging. You may want to consider design changes to promote long-term effectiveness of the BMP. CSG RESPONSE: Noted. J3. Outdated restoration hatching and linework is shown on L1.0. Please update plan sheet L1.0, as incomplete linework/hatching does not allow for a complete review of the design. CSG RESPONSE: Sheet L1.0 has been updated appropriately. J4. Conflicting design/model inputs for the biofiltration basin: a. Plan view of the biofiltration basin shows rim elevation = 970.0, but storm manhole detail shows rim elevation = 974.3, which is correct? The HydroCAD model uses rim elevation 974.0, but the MIDs model uses 974.3. CSG RESPONSE: The grate of the outflow structure will be at elevation 974.00, and details have been updated to reflect that. b. Plan view of the biofiltration basin shows berm overflow elevation = 975.10, but EOF elevation is listed as 975.0. HydroCAD model uses 974.99. Which is correct? CSG RESPONSE: The berm overflow will be at 975.10 and instances have been updated appropriately. J5. The Wetland Protection (Treatment of runoff to wetlands) requirements based on RPBCWD Rule 3.10b have not been met. Discharge from regulated disturbed areas to a protected wetland must be treated to meet: Remains an open comment. a. The Wetland Protection criteria (Rule J Subsection 3.10b) requires all direct discharge to a medium value wetland to meet at least 60% TP and 90% TSS removal efficiency. Please provide modeling and a summary table showing the runoff entering Wetland A has been treated to these criteria because the submitted MIDs model shows 66% TP and 86% TSS removal efficiencies. 347 Civil Site Group, PC • 5000 Glenwood Avenue • Golden Valley • Minnesota • 55422 www.CivilSiteGroup.com • (612) 615-0060 CSG RESPONSE: Our project meets the wetland protection criteria via the abstraction requirement of 1.1 inch from the regulated impervious surface in Rule J 3.1b.i. J6. A HydroCAD model output was provided containing existing and proposed conditions for the site. The following are comments that should be addressed: Remains open a. The Wetland A watershed is missing in both the existing and proposed HydroCAD models. Please add this watershed to the models based on the information provided in the Stormwater Report (existing/proposed models). CSG RESPONSE: Wetland A watershed is represented in both proposed and existing models. It is represented by “EX1B, EX1C, and OFFSITE B” in the existing model and PR1B, PR1C, PR1D, and OFFSITE B” in the proposed model for approx. 3.3 acres. The subwatershed is constrained by existing stormwater infrastructure on Lake Lucy Road to the North, Pointe Lake Lucy on the East, and a natural drainage swale on the West. b. A subwatershed labeled “Offsite Wetland B watershed” is input in the HydroCAD model, but no supporting information is provided in the Stormwater Report (existing/proposed models). Please either: i. Show the subwatershed divide and corresponding impervious/pervious/total areas on your watershed map OR ii. Show that the total watershed area tributary to Wetland B in the HydroCAD model matches the area listed in the PCSWMM model CSG RESPONSE: PCSWMM model provided: 12.87 ac, 16.4% imperious (2.11 ac imp, 10.76 ac perv). The HydroCAD models were updated to reflect provided data in the “Existing” model. The drainage areas tributary to Wetland B (all subwatersheds excluding PR1A) in the existing model now show a drainage area of 12.87 acres with 16.4% impervious equal to the provided PCSWMM model. 348 Civil Site Group, PC • 5000 Glenwood Avenue • Golden Valley • Minnesota • 55422 www.CivilSiteGroup.com • (612) 615-0060 c. The impervious and pervious areas input for watershed PR2 do not match the impervious and pervious areas listed in the stormwater report. Please revise either the table in the stormwater report to match the HydroCAD model or vice-versa (proposed model). CSG RESPONSE: Stormwater report table has been corrected. d. Conflicting design/model inputs for the biofiltration basin (proposed model): i. Plan view of the biofiltration basin shows rim elevation = 970.0, but storm manhole detail shows rim elevation = 974.3, which is correct? The HydroCAD model uses rim elevation 974.0, but the MIDs model uses 974.3. Update HydroCAD model with correct rim elevation. ii. Plan view of the biofiltration basin shows berm overflow elevation = 975.10, but EOF elevation is listed as 975.0. HydroCAD model uses 974.99. Which is correct? Update HydroCAD model with correct berm overflow elevation. CSG RESPONSE: Details have been updated appropriately where the grate/top of outlet structure is at 974.00 and the top of the berm is at 975.10. J7. The following are comments relative to the MIDs modeling provided: a. The incorrect zip code was entered resulting in an inaccurate annual precipitation depth (-0.3 inches). Please update the zip code. CSG RESPONSE: MIDS model has been updated to the correct zip code. b. Please update the pervious area to correctly reflect the existing and restored site vegetation (e.g., a portion of disturbed area will be seeded with turf grass). CSG RESPONSE: The MIDS model is used to model abstraction volume. Any additional abstraction by pervious areas not modeled in BMPs are not required to meet the regulated impervious abstraction volume. c. Conflicting design/model inputs for the biofiltration basin (proposed model): i. Plan view of the biofiltration basin shows rim elevation = 970.0, but storm manhole detail shows rim elevation = 974.3, which is correct? The HydroCAD model uses rim elevation 974.0, but the MIDs model uses 974.3. Update MIDs model with correct rim elevation overflow depth CSG RESPONSE: Details have been updated appropriately where the grate/top of outlet structure is at 974.00 and the top of the berm is at 975.10. 349 Civil Site Group, PC • 5000 Glenwood Avenue • Golden Valley • Minnesota • 55422 www.CivilSiteGroup.com • (612) 615-0060 ii. Biofiltration basin detail shows a total media depth = 2.6’, but the MIDs model uses 2.74’, which is correct? Update MIDs model with correct media depth. CSG RESPONSE: The MIDS model reflects 2.5’ media depth consistent with the biofiltration detail, and 0.24’ below the tile drain invert. 0.24’ below the tile drain invert reflects the 48-hr drain down volume maximum in Type D soils at an infiltration rate of 0.06 in/hr stored in the 0.6’ underground rock section with 40% void space, also depicted in the biofiltration detail. iii. The MIDs model used Media Mix C for the topsoil; however, the biofiltration basin detail calls out “70% homogenous construction sand + 30% organic compost” for the media, which does not accurately represent Media Mix C. Please update the specified media mix on the plan sheets or update the Media Mix type in the MIDs model. Additional information on media mixes can be found here: Engineered (bioretention) media mixes for stormwater applications - Minnesota Stormwater Manual (state.mn.us) CSG RESPONSE: Biofiltration detail has been updated to reflect Media Mix C. J8. Permit applicant must provide a maintenance and inspection declaration. A maintenance declaration template is available on the permits page of the RPBCWD website http://www.rpbcwd.org/permits/). A draft declaration must be provided for District review prior to recording. Remains an open comment but this information does not need to be provided prior to making a recommendation to the RPBCWD Board. CSG RESPONSE: Noted. 350 From:Don Giacchetti To:Al-Jaff, Sharmeen Subject:Request Email Communications Be Placed into Public Record and on City Website Date:Tuesday, July 5, 2022 8:13:03 AM Attachments:Email Communications Don Giacchetti & Joe Seidl 7-5-22.pdf Sharmeen, I hope you had a great and safe 4th of July Holiday. After some recent discussion with the WTC-PLL Task Force members it was decided to request that some email communications between Joe Seidl, City Water Engineer, and me be placed into the public record. This is a result of the relevance of the communications regarding major water issues that the Task Force still believe to remain on the Morin Development project. I and others intend to address these issues in more detail at the July 19th City Planning Commission meeting. Please acknowledge that your have received this email from me with the attached PDF file of referenced email communications and that this email and such attachment will be made public on the City of Chanhassen’s website related to the Morin Development Project [ Gayle Morin Addition -- Rezoning and Subdivision with Variances project (Case# 2022-03) ]. Thank you and regards…DON Don J. Giacchetti TACT Solutions, Inc. c#: 612-328-2853 website: www.tactsolutions.com 351 1 Don Giacchetti From:Don Giacchetti Sent:Friday, June 17, 2022 12:14 PM To:Seidl, Joe Subject:RE: Morin Development Project----3 Videos to watch Thanks Joe. I look forward to continuing our discussions. I have learned something new every time we have talked and appreciate your support….regards…DON Don J. Giacchetti TACT Solutions, Inc. c#: 612-328-2853 website: www.tactsolutions.com From: Seidl, Joe <jseidl@ci.chanhassen.mn.us> Sent: Friday, June 17, 2022 11:13 AM To: Don Giacchetti <don.giacchetti@tactsolutions.com> Subject: RE: Morin Development Project----3 Videos to watch Good Morning Don, Your comments are received and noted. Once we get the official submittal from the applicant, I will continue my review and can set up a time to discuss any issues at that point if they are not alleviated with the updated information. Kind regards, Joe From: Don Giacchetti <don.giacchetti@tactsolutions.com> Sent: Thursday, June 16, 2022 8:26 AM To: Seidl, Joe <jseidl@ci.chanhassen.mn.us> Subject: RE: Morin Development Project----3 Videos to watch Joe, Thankyou for taking the time to view the videos. It is sincerely appreciated. And thanks again for your time with me on the phone Tuesday explaining a bit more about what your understanding is of the 30-page Conditional Approval recently receiver from the watershed. It helped shed light on several questions I had. I have reviewed your yesterday’s email comments with others in the neighborhood Task Force group. We are glad with the decision to eliminate Lot 3 with 2nd proposed home from the revised development plan submitted to the watershed. It demonstrates a logical and reasonable approach given the significant wetland water-related issues present on that property. However, at this time, we cannot agree with your assessment that the Natural Functioning Creek will be untouched by the revised project proposal or that the faulty soil sample data will be “resolved” with additional filtration/water table data required by the watershed for a number of reasons. And the “timing” of providing such additional data is implied to be at some future unspecified date depending upon when, if ever, a currently unknown builder/developer wants to proceed with development and satisfy the existing watershed Conditional Approval and any C.A. imposed by the City. Additionally, we believe there are also still very 352 2 legitimate questions and concerns that we have previously expressed in our official written submissions to the City which we are waiting for such to be addressed as well. A main sticking point with the neighborhood(s) is that the Conditional Approval from the watershed is based on assumptions derived from faulty (and I would say professionally botched) soil sample testing with inaccurate geo-locations on the property elevation maps. While there may be good intentions to try to progress the project approval process forward in the interest of being “pro-development”, the inconvenient truth is there are too many inconsistencies and downright errors in the soil samples data. The “Fruit of the Poisonous Tree” doctrine, while applicable in legal matters, also applies to process controls and quality controls in engineering matters…and we feel certainly applies to this situation in particular. The basic logic and common sense is that if the source (the "tree") of the evidence or evidence itself is tainted, then anything gained (the "fruit") from it is tainted as well. https://en.wikipedia.org/wiki/Fruit_of_the_poisonous_tree I know from working with a Professional Services Engineering firm as one of my consulting clients that has been in business over 50 years doing civil engineering projects and has many Professional Engineers (P.E.) that trying to “correct” something from a project down the road is a professionally “judgmental” matter. However, after facilitating several strategic management meetings with them over a 5-year period I learned that it is a best management practice to always ensure that you have accurate data on the major critical path elements of any project . When you have a KNOWN major issue (like bad soil/water data and no accurate GPS locations for the SB’s) and take an approach that this is “fixable” later it can be a very risky decision and costly from an expense and legal liability perspective. Again, very minor issues can be “fixed later”, but unknown water issues are a very high risk area!!! The C.A. from the watershed was a disappointment. As we discussed, our Task Force intends to present a number of things at the July 19th City Planning Commission meeting and the August 8th City Council Meeting. Our goal is to professionally present facts, data and point to what we consider to be flaws in the process to date. We will await the official and complete re-submission of the development plan from the applicant in the next few days. Our Task Force will review/analyze such and make adjustments to our presentations as appropriate. Barring any major revelations in this revision plan submission our opinion at this point is that building a new home on Lot #2 is a very risky proposition that can have major detrimental effects on the surrounding neighborhoods and impact the ecosystem far “downstream” in other waterways. We feel we cannot afford to accept an “OOPS” and apology later after our neighborhood has suffered severe and irreversible impacts from the proposed development as we understand it. That is a roulette risk we do not want to take… I would still like to touch base with you in a few weeks to compare notes again on the formal complete revised plan submission. Thanks again for your professional demeanor in dealing with this matter. It is appreciated….regards…DON Don J. Giacchetti TACT Solutions, Inc. c#: 612-328-2853 website: www.tactsolutions.com From: Seidl, Joe <jseidl@ci.chanhassen.mn.us> Sent: Wednesday, June 15, 2022 9:43 AM To: Don Giacchetti <don.giacchetti@tactsolutions.com> Subject: RE: Morin Development Project----3 Videos to watch Received and viewed. Thanks Don. 353 3 The submittal to the watershed with the reduction of scope from 2 additional lots to 1 seems to address the main concerns brought up in the video(s). I would note that the conveyance channel or “creek” is now untouched by the proposed project. The other primary concern of inconsistencies in the soil boring data will be mainly resolved with the additional infiltration/water table data required by the watershed district. Would you agree with my understanding of your concerns and the updated design? Kind Regards, Joe From: Don Giacchetti <don.giacchetti@tactsolutions.com> Sent: Tuesday, June 14, 2022 9:43 PM To: Seidl, Joe <jseidl@ci.chanhassen.mn.us> Subject: Morin Development Project----3 Videos to watch Joe, Thanks again for your time this morning. Sorry I could not get Microsoft Teams to work on my end to show you the 3 videos we plan to present at the City Planning Commission meeting on Tuesday, July 19 th. Below are such 3 videos for your review. We may have more videos to present by July 19 th as well. Just wanted to share with you what we have as of today. Please make sure that you adjust the settings to HD1080p for high quality video viewing on the internet (default is 360p I think and is blurry Here is the weblink to a 4 minute video “overview” of the Morin property and development plans (as we officially know them). https://drive.google.com/file/d/14RGYqzvFQVJSKvy51NoM0Uur-18DXkpt/view?usp=sharing Below is a weblink to the Morin property soil samples slideshow 6-5-22 DJG (runtime @ 2 minutes and 51 seconds).You can download to your computer. https://drive.google.com/file/d/1qiiSER593Rh4t5ohWMaElROlv8ReKDVV/view?usp=sharing Below is the video on “A CREEK Runs Through it”….Here is the weblink: https://drive.google.com/file/d/1f21Zxbf93-zIn-Jz5kwV-XV0iK4R4-Mr/view?usp=sharing I encourage you to watch these videos to understand our perspective. AND I would like to schedule a brief ZOOM call with you a few weeks out to chat about these and the new revised plans which should be submitted to the City in the next Week…….. Thanks again for being open to exploring what the “facts” are. We think that all parties should do their own basic research without relying too much on what other parties have “concluded”. We are all looking for the truth, no matter how inconvenient what we discover to be as the real facts…..regards…DON Don J. Giacchetti TACT Solutions, Inc. c#: 612-328-2853 website: www.tactsolutions.com 354 From:Al-Jaff, Sharmeen To:Potter, Jenny Subject:FW: Neighborhood Task Force 2nd Addendum Regarding Morin Rezoning and Subdivision Date:Wednesday, July 13, 2022 4:56:28 PM Attachments:Whitetail Cove--PLL Taskforce Questions 2nd Addendum_7-8-22.pdf image001.png image005.png image006.png image007.png Sincerely, Sharmeen Sharmeen Al-Jaff Senior Planner CITY OF CHANHASSEN PH. 952.227.1134 FX. 952.227.1110 www.ci.chanhassen.mn.us From: Heide Ahmann <heideahmann@gmail.com> Sent: Friday, July 8, 2022 12:31 PM To: Al-Jaff, Sharmeen <sal-jaff@ci.chanhassen.mn.us> Cc: Don Giacchetti <don.giacchetti@tactsolutions.com>; Nancy Giacchetti <nancy.giacchetti@partnersinsynq.com>; Christopher Mozina <CMozina@msn.com>; Douglas Ahmann <douglasahmann@gmail.com> Subject: Neighborhood Task Force 2nd Addendum Regarding Morin Rezoning and Subdivision Sharmeen, This email and the attached “2nd ADDENDUM document involves additional concerns and questions from various citizen neighbors residing in the Whitetail Cove and Pointe Lake Lucy neighborhoods regarding the proposed development known as the Gayle Morin Addition-- Rezoning and Subdivision with Variances project (Case# 2022-03). This eleven page, 2nd ADDENDUM, is a supplement to the new documents submitted to the city since May 4, 2022. The task force will be emailing this 2nd ADDENDUM document out to the rest of the neighbors with whom we have already connected directly regarding this matter. A few of the individuals on our email list have other individuals and groups to whom they may be forwarding this document for informational and/or legal purposes. As with our original Letter and 1st Addendum, we have attempted to ask reasonable/practical questions and have been as specific as possible. Hopefully, our attention to detail (i.e., incorporated photos/video, diagrams, web-links, etc.) will make it more feasible for City department staff, or other relevant organizations, to be able to give us the specific answers to questions we have documented. We want to be 355 professionally respectful of everyone’s time in this process. Please email back an acknowledgement of your receipt of this email and its attached file to all addresses on this email. Thank you for your attention to this matter. Let us know if you should have any questions for us, and welcome your responses to our questions. We also look forward to presenting to both the Planning Commission and City Council at their respective upcoming public hearings. Regards, Heide Ahmann 6700 Pointe Lake Lucy on behalf of the WTC/PLL Task Force 356 Chanhassen, MN 55317 2 ND ADDENDUM TO OUR LETTER TO CITY OF CHANHASSEN— PLANNING DEPARTMENT JULY 8 , 2022 The following is a 2nd Addendum to the 28-page Letter of Concerns originally submitted on April 4, 2022, to the City of Chanhassen by the Whitetail Cove and Pointe Lake Lucy neighborhood task force. To date, the City has not formally responded to any of the task force questions identified in the initial Letter or the 1st Addendum submitted to the City on May 4, 2022. It is our understanding that the City also sent these documents to the Riley, Purgatory, Bluff Creek Watershed District (RPBCWD), however, the task force has not received any response from the RPBCWD either. While the April 4, 2022 Letter and May 4, 2022 1st Addendum do appear on the City’s website, they do not appear on the public record at the RPBCWD website, nor in the meeting materials package for their June 1, 2022 meeting. Our Letter, 1st Addendum and 2nd Addendum are all in regards to the Application for Development Review submitted by Gayle Morin on January 28, 2022, to the City of Chanhassen (aka Gayle Morin Addition -- Rezoning and Subdivision with Variances project (Case# 2022-03)). The proposed rezoning is from Rural Residential to Single-Family Residential development. The questions posed in this 2nd Addendum are based on all of the documents submitted since May 4, 2022. All such documents are available to the public on the City of Chanhassen website. There are certain elements in those documents that are of concern which will cause potential adverse impacts to the surrounding neighborhood homes, and particularly, those located at 6675 and 6679 Lakeway Drive, Chanhassen, MN 55317. The task force certainly appreciates the work of the RPBCWD, however, we still disagree with them issuing a Conditional Approval for the Morin Development Project. The task force respectfully requests the City deliver a copy of the 2nd Addendum to the Applicant, the Planning Commission, the RPBCWD, and the City’s own internal review departments so these new questions, and concerns, can also be considered as part of their formal review of the Morin project at the July 19, 2022 Planning Commission meeting. Additionally, the task force requests this document be posted on the City’s Morin Development project case website. We anticipate the Planning Commission meeting and the City Council meeting dates will take place as scheduled on July 19th and August 8th respectively. Furthermore, we look forward to attending and speaking at the Planning Commission Meeting on July 19th. The respective neighborhood homeowners are hopeful that their questions and concerns will be addressed and answered. Thank you for your attention to this matter. Sincerely, Task Force Members: _________________ _________________ _________________ _________________ Don J. Giacchetti Heide Ahmann Douglas Ahmann Chris Mozina 612-328-2853 612-518-6643 612-750-4223 315-622-8119 don.giacchetti@tactsolutions.com heideahmann@gmail.com douglasahmann@gmail.com cmozina@msn.com 6679 Lakeway Drive 6700 Pointe Lake Lucy 6700 Pointe Lake Lucy 6670 Pointe Lake Lucy 357 2 Due Process Concerns Please keep these questions in mind as you read the following process that occurred: Q: Does the City of Chanhassen Planning Commission believe a professional process was followed by the RPBCWD in their issuing a Conditional Approval given that Public Comments, Concerns and Questions were not addressed? Q: Does the City of Chanhassen Planning Commission, agree that RPBCWD addressed all of the water-related issues and concerns posed previously in our Letter and 1st Addendum? PROCESS 1. RPBCWD requested, from a task force member, the original Letter and 1st Addendum containing all of our questions and concerns. This information provided to them by a task force member on May 13, 2022, does not appear to have been made a part of the public record on the RPBCWD website, nor did the RPBCWD’S Conditional Approval of the Revised Morin Plan address the numerous issues raised to the RPBCWD. 2. Chris Mozina from the task force had an extensive conversation with Terry Jeffrey (tjeffrey@rpbcwd.org) at the RPBCWD on May 12, 2022. a. Based on Terry’s advice, Chris Mozina sent the Original Task Force Letter and 1st Addendum to Terry with the expectation Terry would share with the Board of the RPBCWD, per the discussion on 5-12-22. b. Chris Mozina sent another email on 5-18-22 requesting follow-up which was acknowledged back in an email by Terry to Chris, but Terry was unable to find time to discuss. c. A final follow-up email was sent to Terry on 5-23-22 to which no response was received. d. In the conversation with Terry on 5-12-22, Terry stated that in order to meet the 6-1-22 1 RPBCWD meeting agenda, an updated plan from CSG would have to be received by RPBCWD by May 16, May 20 to the attorneys, then May 25th to the Board. Terry indicated the tight timeline was extremely unlikely. Based on Civil Site presumed to not meet the deadline as stated by Terry, and based on the belief that Terry was providing the Task Force documents to the Board, and based on the follow-up emails and the approaching Memorial Day Holiday, Chris anticipated Terry would provide feedback after the Memorial Day Holiday. e. Unfortunately, we later discovered that the RPBCWD Board Meeting did in fact occur on June 1st and the Conditional Approval was granted. On June 6th, Don Giacchetti received an email from Sharmeen Al-Jaff indicating that Conditional Approval was granted at the June 1st meeting and based on the email trail it appears that Terry would have known about the June 1st meeting date. Terry did not communicate this to Chris Mozina, and never followed up during the two weeks prior to that Board Meeting. As a result, there was no opportunity by any of 358 3 the neighbors impacted by the Conditional Approval to present their commentary and objective, including the task force members. Additional Outstanding Concerns pertain to the following documents: RPBCWD Permit Application Review Permit #2022-007, the Haugo Geotechnical Report Bundle, or the RPBCWD 10 Year Management Plan, as noted NOTE: This video gives a great perspective of the Morin property as it sits between Pointe Lake Lucy and Whitetail Cove neighborhoods. At the time of production, it was not known that the plans for Lot 3 had been cancelled. https://drive.google.com/file/d/14RGYqzvFQVJSKvy51NoM0Uur- 18DXkpt/view?usp=sharing 1. RPBCWD Permit Application Review, Page 2: Background Q: Why aren’t “upgradient” considerations mentioned? Water that runs down the hill from Lake Lucy Road and the Morin’s existing home, hits the retaining wall and gets redirected West and East. The East side may be controlled by the basin, but the West side will run down the funnel and driveway, right to the South-facing turnaround and then towards 6679 Lakeway Drive. Hence the potential need for work upgradient from the new home, and work on either 6679, or potentially 6675 Lakeway Drive to prevent future water damage/erosion. The following short video shows the two pathways of water running from the northern side of the turnaround to the southern end and flowing towards the back yard of 6679 Lakeway Drive. https://drive.google.com/file/d/15WUuKXHbRQzlcswRYCTPTosCR4PT7544/vi ew?usp=sharing - How high will the retaining wall be? How high should it be? 359 4 - Will the retaining wall divert water away from the western side of the property where it would impact 6679 Lakeway Drive and 6675 Lakeway Drive? - What additional engineering would the City require to ensure water has a proper path? Q: Based on slope and elevations won’t the new building itself, and the additional impervious driveway, create a funnel for rainwater run-off to the immediate west of the Morin property, thus potentially doing significant harm to 6679 Lakeway Drive? Q: The proposed plans attempt to remediate the impact to Wetland A, but they do not address the potential impact to 6679 Lakeway Drive. - Aside from the “Low Floor Elevation” condition specified in the Permit Review, what is the specific design element that would prevent additional run-off from the impervious new driveway, and the funnel effect of the new home from leading to surface and groundwater issues at 6679 Lakeway Drive? - Moreover, did the Watershed estimate the impact to Wetland B from the funnel that is being created? 2. RPBCWD Permit Application Review Page 4: C Erosion and Sediment Control Q: Has that name been provided? If so, who is it? - Can this be a trustee of an estate? - What happens if the trust is wound down prior to any work or the land is transferred to a new owner prior to any development? 3. RPBCWD Permit Application Review Page 4: Rule D Wetland Creeks and Buffers And further, 360 5 Q: How can the above statements be reconciled? - Isn’t the reason for the buffer to prevent the construction from being too close to the Wetland as to disturb it? - Why then is it acceptable to ignore the buffer in this case? - And what level of bonding will be required to ensure that if an error occurs in the engineering estimates and the home can’t be constructed, or if indeed, the Wetland is “disturbed”, that the existing ecosystem can be restored? Who would be responsible for this bonding or other remedy? 4. RPBCWD Permit Application Review Page 5: Rule J: Stormwater Management 2nd paragraph Q: Who is the developer? Who will be responsible for this management? It is the task force’s understanding that no developer has been identified and therefore are concerned this will not be properly managed nor that anyone will be held accountable for this management. 5. RPBCWD Permit Application Review Page 5: Rate Control The existing and proposed 2-, 10-, and 100-year frequency discharges from the disturbed site area are summarized in the table below. As referenced in the RPBCWD Management Plan section 5.1.2 Climate Trends and Future Precipitation 361 6 This diagram shows 100 Year Rainfall Depths of “7.4 inches in 24 hours” as of 2013 (present standard), and “10 inches in 24 hours” at “Mid-Century” 2050.” Clearly, the City is expecting that any property built would last well beyond 2050. Q: Are the “Rate Control”, “Volume Abstraction” and “Low Floor Elevation” measurements based on 2013 precipitation standard estimates or on the more likely “Mid Century” estimates? Q: Given the lack of GPS data and erroneous boring hole locations and depths provided by Haugo Geotechnical Services, and given “Mid Century” estimates, - What assurances can the City provide to demonstrate that a Lake Nokomis scenario (See … Building on Nokomis swampland will haunt Minneapolis in wetter future, report says) isn’t being “Conditionally approved” by the Watershed district? Q: What assurances can the City provide to demonstrate no further encroachments on Wetland A will occur disrupting the established balance of neighborhood and wildlife? - Could the city also ensure the lack of GPS and incorrect boring locations from Haugo (see below) in this case would not lead to such an error or encroachment? Geotechnical Report Bundle Final 2-21-22 (Haugo Geotechnical Services) - 362 7 - Note: this video gives a good perspective on the location of the boring holes. White 5 gallon bucket lids are placed where the bore holes were located, two of which were not properly covered up. At the time of this production, it was not known that the house on Lot 3 would be cancelled. - - https://drive.google.com/file/d/1qiiSER593Rh4t5ohWMaElROlv8ReKDVV/view? usp=sharing 6. RPBCWD Permit Application Review Page 5: Volume Abstraction Q: While the biofiltration basin may address run-off within the Morin property, given the slope and contours of the land, and the new driveway installation: - What direction will the water flow go? - Where will the underground water from the biofiltration basin be released? - How does the drainage process work for this basin? - What remediation is required to the west of the proposed development, i.e., at 6679 and 6675 Lakeway Drive? - Will this not result in an impact on the natural creek running between Wetland A to Wetland B? Note: this video shows the natural creek running from Wetland A to Wetland B. Will the drainage from the house on Lot 2 impact this natural flow of water? https://drive.google.com/file/d/1f21Zxbf93-zIn-Jz5kwV-XV0iK4R4- Mr/view?usp=sharing Q: The existing private road, up to the turnaround, is not on Morin property. Furthermore, the turnaround area, which is on the Morin property, may not be up to the standards for fire equipment to service the new home. This new upgraded turnaround portion of the road would be necessary to provide access to the new home driveway. 363 8 - To provide this access, won’t the proposed development and broader surroundings, need to be “disturbed”? - Shouldn’t this road be under consideration for its impact on volume abstraction? - Will the developer be responsible for repairing the private road and turnaround to at least pre-construction condition? Who will be held accountable for this? 7. RPBCWD Permit Application Review and Haugo Geotechnical Report Page 6: Volume Abstraction Given two statements (shown below) made in the RPBCWD Permit Application 2022-007 and in the Haugo Geotechnical Services report dated Feb. 21, 2022: And, also from the Haugo Geotechnical Report dated 2-21-22: Q: “Given the cohesive nature of soils encountered, it is possible that insufficient time was available for groundwater to seep into the borings and rise to its hydrostatic level,” and another from the Haugo Geotechnical Services Report dated 2-21-22 Location and Elevations admitting that the Haugo GPS wasn’t working that day and so locations and elevations were estimated. - Wouldn’t it be prudent for the City to require the use of accurate GPS and re- borings with sufficient time for proper scientific evaluation of groundwater, to avoid 364 9 a “finding of fact” potential lawsuit in the future based on relying on a conditional approval from the Watershed, which isn’t actually based on factual scientific data? - Has anyone from the City looked at the boring holes to see the cone shapes of dirt at the top of them? - Could anyone reasonably conclude that blowing snow and snowmelt and even rain for that matter, directly entered those bore holes and then never evaporated? (Note, rain running down the hill would not go up the cone at the top to enter the boring hole; and in the woods blowing snow doesn’t really occur due to all the trees and location in a ravine). - Did the Applicant’s Engineer provide a model demonstrating the amount of snow that blew during that time period and the amount of water it therefore would have deposited in the bore hole? 8. RPBCWD Permit Application 2022-007, Page 6: Volume Extraction Q: Given the questions about the borings above, how was that concurrence arrived at? It would appear there is an assumption that the soil is clayey and therefore it would have an infiltration rate of 0.06 inches. - Wouldn’t it be prudent of the City to request a more specific scientific infiltration analysis? - Wouldn’t it be prudent to request that information prior to providing any conditional approval, especially given the Lake Nokomis scenario and previous City Errors referenced in Question 5 above? 9. RPBCWD Permit Application 2022-007, Page 8: Low Floor Elevation 365 10   J2.  The  applicant  must  submit  supporting  documentation  demonstrating  there  is   adequate  freeboard  or  separation  to  groundwater  to  achieve  the  low  floor  criteria  for  the   adjacent  structures  at  6679  Lakeway  Drive.  If  the  technical  information  demonstrates  the   existing  habitable  structure  would  be  brought  into  nonconformance  with  the  low  floor   requirement  in  subsection  3.6b,  design  modifications  to  achieve  compliance  with   RPBCWD  requirements  will  need  to  be  submitted  (in  the  form  of  an  application  for  a   permit  modification  or  new  permit).   Q: Since this property is already -4.4 below the 100 year event, who is liable if the engineering analysis proves to be in error, and the homeowners at 6679 Lakeway Drive incur water damages as a result? - Who pays for repairs and damages and liability? - Are the homeowners left hanging? 10. RPBCWD Permit Application 2022-007, Page 9: L Permit Fee Deposit Q: Has that deposit been made? What are implications if not replenished? 11. RPBCWD Permit Application 2022-007, Page 9: Rule M: Financial Assurance. The total Financial Assurance is stated as $57,283 Q: Who is responsible for providing the Financial Assurance? - Is that in the form of a bond? - Is a separate bond required to cover potential damages if something goes wrong during construction? - If so, what is the requested amount of that bond? 366 11 - What would be covered under financial Assurance and what is the timeframe? Q: Considering the potential for water damage due to the change in the natural flow of water is likely to impact 6679 Lakeway Drive, and possibly 6675 Lakeway Drive, does the City expect that $57,283 would cover those costs that would also arise outside of Lot 1 into Whitetail Cove? - What does the Planning Commission estimate this cost would be? Q: In order for the proposed development and surrounding homeowner properties to be in compliance with all State and other regulatory laws and codes, and eliminate any potential risk of future damage caused by such development, what is the estimated total cost of modifying the proposed development lot and surrounding existing homeowner properties? 367 From:Al-Jaff, Sharmeen To:Potter, Jenny Subject:FW: Urgent Communication to the 7 Appointed Members of the Chanhassen Planning Commission for July 19 Meeting Date:Monday, July 18, 2022 10:13:51 AM Attachments:image027.png image030.png image032.png Whitetail Cove--PLL Taskforce Questions Addendum 3--v1 7-18-22 NLG-DJG-CM.docx image001.png image014.png image015.png image016.png Hi Jenny, Please post with other project documents Thank you Sincerely, Sharmeen Sharmeen Al-Jaff Senior Planner CITY OF CHANHASSEN PH. 952.227.1134 FX. 952.227.1110 www.ci.chanhassen.mn.us From: Christopher Mozina <CMozina@msn.com> Sent: Monday, July 18, 2022 9:41 AM To: Aanenson, Kate <kaanenson@chanhassenmn.gov> Cc: Al-Jaff, Sharmeen <sal-jaff@ci.chanhassen.mn.us>; Seidl, Joe <jseidl@ci.chanhassen.mn.us> Subject: Urgent Communication to the 7 Appointed Members of the Chanhassen Planning Commission for July 19 Meeting Kate Aanenson Community Development Director City of Chanhassen Kate, Please ensure the delivery of my email listed immediately below to the 7 individual Appointed Members of the Chanhassen Planning Commission. Such communication is in regards to the July 19, 2022 City Planning Commission meeting agenda item on the Gayle Morin Addition -- Rezoning and Subdivision with Variances project (Case# 2022-03), and the Proposed Motion made publicly available on Friday, July 15th. We’ve worked extremely hard over the weekend, and indeed over the last 4 months, both as Taxpayers and Impacted citizens, to raise critical legal, environmental, engineering, and financial concerns to the City. We remain hopeful that before proceeding with adopting the referenced motion, that the City will acknowledge and respond to all of our concerns. We remain logically and objectively convinced that the proposal, as written should be rejected. Please ensure that all contents of the this email should be placed into the public record and available for public viewing on the City of Chanhassen website. Thanks for your assistance in this matter. Let me know if you should have any questions. 368 Best regards, Chris Mozina 6670 Pointe Lake Lucy 315-622-8119 3RD ADDENDUM TO OUR LETTER TO CITY OF CHANHASSEN—PLANNING DEPARTMENT JULY 18, 2022 The following is a 3rd Addendum to the 28-page Letter of Concerns originally submitted on April 4, 2022, to the City of Chanhassen by the Whitetail Cove and Pointe Lake Lucy neighborhood task force. To date, the City has not formally responded to many of the task force questions identified in the initial Letter or the 1st Addendum submitted to the City on May 4, 2022 or the 2nd Addendum submitted to the City on July 8, 2022. For the record, the task force has not received any response from the RPBCWD either. Our Letter, 1st Addendum, 2nd Addendum and now this 3rd Addendum are all in regards to the Application for Development Review originally submitted by Gayle Morin on January 28, 2022, to the City of Chanhassen (aka Gayle Morin Addition -- Rezoning and Subdivision with Variances project (Case# 2022-03)) and subsequent filings by the Applicant. The proposed rezoning is from Rural Residential to Single-Family Residential development. The questions posed in this 3rd Addendum are based on all of the documents submitted since July 8, 2022. There are certain elements in those documents that are of concern which will cause potential adverse impacts to the surrounding neighborhood homes, and particularly, those located at 6675 and 6679 Lakeway Drive, Chanhassen, MN 55317. The task force certainly appreciates the work of the RPBCWD, however, we still disagree with it issuing a Conditional Approval for the Morin Development Project. Additionally, the task force also disagrees with the City Staff Department’s very recent recommendation to the City Planning Commission to “conditionally approve” the Applicant’s motion to proceed with the development process. We “discovered” this new document late Friday night, July 14th, 2022, inserted into the Planning Commission meeting agenda section of the website. Unfortunately, it is not listed in the “Project Documents” section of the City’s Planning Department website for this project case where all previous 37 other project documents have been listed for the public to view. Accordingly, the task force and other public parties have had very little time to “react” to this new information. The task force respectfully requests the City deliver a copy of this 3rd Addendum to the Applicant, the Planning Commission, the RPBCWD, and the City’s own internal review departments so these new questions, and concerns, can also be considered as part of the Appointed Managers formal review of the Morin project at the July 19, 2022, Planning Commission meeting. Additionally, the task force requests this document be posted on the City’s Morin Development project case website under the project documents portion of such website, so it is readily transparent to the public. We look forward to attending and speaking at the Planning Commission Meeting on July 19th at 7pm. The respective neighborhood homeowners are hopeful that their questions and concerns will be addressed and answered. We respectfully ask that the Appointed Members of the City Planning Commission to act in accordance with the “prudent man” principle where a reasonable person uses common sense and exercises average care, skill, and judgment in conduct that society requires of its members for the protection of their own and of others' interests. Sincerely, Task Force Members: Don J. Giacchetti Heide Ahmann Douglas Ahmann Chris Mozina 369 612-328-2853 612-518-6643 612-750-4223 315-622-8119 don.giacchetti@tactsolutions.com heideahmann@gmail.com douglasahmann@gmail.com cmozina@msn.com 6679 Lakeway Drive 6700 Pointe Lake Lucy 6700 Pointe Lake Lucy 6670 Pointe Lake Lucy The following items are found in the PDF file (filename--- “ staff_report_preliminary_final “ discovered on and downloaded from the City website Friday late Friday night, July 14th, 2022, as it was inserted into the Planning Commission meeting agenda section of the website. It is the City Staff recommendation for conditional approval. Page 1 Q: What are the four outlots”? Comment: the private road off Lakeway Drive remains Lakeway Drive. Homeowners have do not use Lakeway Court as a mailing address or google map location. All of our mailboxes are on Lakeway Drive. Page 6 Q: The services agreement exists between the new home-owner and what other party? Q: What purpose does 7 feet of right-of-way serve on Lake Lucy Road? 370 Page 6 Existing Conditions Survey The existing conditions survey now appears to meet all applicable requirements from Section 18-40 of Ordinance. Extract from City Ordinance 18-40 Same –Data Required (b) Existing Conditions (7)(b): Two soil borings on each drainfield site for a total of four soil borings per lot or per CSTS site and two percolation tests per drainfield site for a total of four percolation tests per lot or CSTS site. Given the Haugo Geotechnical Report dated 2-21-22 on page 3 (and highlighted in the Task Force April 4, 2022 Letter), “Given the cohesive nature of soils encountered, it is possible that insufficient time was available for groundwater to seep into borings and rise to its hydrostatic level. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected”. Q. How can the City consider the required percolation tests to be complete when Haugo states “it is possible that insufficient time was available for groundwater to seep into borings…”? Q. Did the City Engineers ask how long Haugo stayed on the site to observe? If not, why not? What is the engineering standard? Given the Haugo Geotechnical Report dated 2-21-22 on page 2 (and highlighted in the Task Force April 4, 2022 Letter), “We attempted to obtain the ground surface elevations and coordinates at the soil boring locations using GPS equipment but the GPS unit could not capture a signal which we assume was due to tree cover.” Q. How can the City rely on the results of the percolation tests when Haugo themselves state that there GPS was not working? Q. Since Haugo’s GPS was not working, and “freeboard” is measured in feet, isn’t it possible that Haugo’s inability to determine the true elevation could dramatically impact the ability to build on the site based on incorrect determinations of groundwater levels? If so, who is liable for those incorrect determinations, and what could be the cost to Chanhassen Taxpayers? Q. Given the above, how can the City state “The existing conditions survey now appears to meet all applicable requirements from Section 18-40 of Ordinance”. Extract from City Ordinance 18-40 (b) Existing Conditions (8) (8) An accurate soil report indicating soil conditions, permeability and slope Q. Given the failed percolation tests (no time to observe results), and the failed GPS also reported above by Haugo, how can the City state that the soil report is “accurate”? Extract from City Ordinance 18-40 (d) Supplementary Information (4) (4) A proposed grading plan shown at contour intervals appropriate to the topography or spot elevations indicating the relationship of proposed changes to existing topography and remaining features. Q. Please demonstrate where this has been provided. The Ordinance does not describe “Custom Grading”. How would the City be able to state that the Ordinance requirements have been met if this grading plan is not currently available? Q. Is the City aware of the precedent setting legal cases requiring the applicant to account for and remediate any potential run-off that would negatively impact adjacent or surrounding property owners? Are plans to mitigate re- 371 directed water run-off that will severely impact neighbors included anywhere in the proposal? If not, why not? If not, is the City accepting Legal liability for that lack of mitigation? Extract from City Ordinance 18-40(d) Supplementary Information(4)(a) a. All proposed retaining walls must be shown on the plan. The top and bottom elevations of the wall must be noted. Q. Have these elevations been accurately provided? If so, please demonstrate? Q. Does the proposed design meet the requirements specified in the Ordinance? Extract from City Ordinance 18-40(d) Supplementary Information(4)(b)(3) 3. The style of home (e.g., slab on grade, split entry, lookout, walkout, full basement) must be noted on the plan. Q. Has the style of home been provided? If so, please demonstrate? Extract from City Ordinance 18-40(d) Supplementary Information (11) (11) Proposals for street lighting, curb and gutters, sidewalks and boulevard improvements. Q. Have these proposals been provided? If so, please demonstrate? Extract from City Ordinance 18-40(d) Supplementary Information (13) (13) Photocomposite images, artistic renderings, or site elevations which depict the visual impact of the proposed development’s design, landscaping, street layout, signage, pedestrian ways, lighting, buildings, or other details that affect land use within the city shall be submitted. Such images and renderings shall be from key vantage points and provide an undistorted perspective of the proposed development from abutting properties, less intensive land uses, and/or from entryway locations. Appropriate levels of resolution for the visualization shall be used from flat shading for massing studies and preliminary design to photorealistic imaging for final design. Q. Have these images been provided? If so, please demonstrate? Do they provide an undistorted perspective of the proposed development from abutting properties? GOVERNANCE: Q. Has the City provided the applicant with any official waiver to any of the provisions of the City Ordinance 18-40? If not, aren’t the Commissioners bound to reject the proposal if any of the above are not accurately and immediately satisfied? Extract from City Ordinance Chapter 18 Sec 18-22 Variances The city council may grant a variance from the regulations contained in this chapter as part of the plat approval process following a finding that all of the following conditions exist: (a) The hardship is not a mere inconvenience (b) The hardship is caused by the particular physical surroundings, shape or topographical conditions of the land; (c) The condition or conditions upon which the request is based are unique and not generally applicable to other property (d) The granting of a variance will not be substantially detrimental to the public welfare and is in accord with the purpose and intent of this chapter, the zoning ordinance and comprehensive plan Q. Are any variances, either currently contemplated or expected in the future to support the implementation of this proposal? If so, given all the detrimental impact statements and facts presented by the Task Force and expected at the Public meeting, how can the City honestly state that (d) above is satisfied? 372 Page 6 Q: “Lots” is used in plural in the above information on grading. Is there grading to be done on the existing home lot in addition to the new lot? Q: What does “mass grading mean? What kind of construction equipment needs to be deployed (types and weight)”? Q: How much devastation will occur on which specific lots and is this when trees get torn out? Q: Who is the “developer”? Has one been identified? Q: What does that mean? Q: Who is the “builder”?...Has one been identified? Page 8 DRAINAGE Q: What happens if there are changes to the drainage in these areas? Q: What about all the extra water from new impervious surfaces draining into Wetland A and new artificial bio- drain and new SWM flow into the existing natural creek flowing into Wetland B….that is “disturbance” to the ecosystem….isn’t it? Q: Does the City “guarantee” that there will be no adverse effects to neighbors’ property or surrounding ecosystem from these changes? Q: What are the risk levels??? Q: Whom are the parties liable if “the plan” does not work out? …the City, RPBCWD, the developer, the builder, Civil Site Group, others??? Page 8-9 STREET 373 Q: What specifically will be done with the existing “dead-end turnaround” road to upgrade it for heavier vehicles to access the new home and driveway? Q: What “guarantee” is there, and from whom, that such new development construction of an upgraded turnaround road will not cause the ecosystem to change with water now draining onto neighbors’ property and causing damage? Page 13 FINDINGS Q: With so many detailed requirements laid out in the approved Conditional Approval from the RPBCWD and the recently issued City Staff Recommendation Report: How will the City enforce compliance in order to avoid the implementation being fraught with potential errors and mistakes by City Staff and others which has happened in other cases (For Example Case #00-8 VAR June 20, 2000) Q: How will this all get tracked to ensure that and future development complies with all such requirements? Q: Will the RPBCWD and/or the City enforce the CA conditions or issue “variances” to accommodate the developer/builder to the detriment of the neighboring homeowners and larger community? Q: What visibility and transparency will the City and other involved agencies allow for the public to monitor the process? Q: What circumstances and conditions would cause the City to stop the development of this project? Q: Is the City aware of the Bald Eagle nesting on or in extremely close proximity to the Morin property? Is the City aware of the legal ramifications of disturbing a Bald Eagle’s habitat? Has the City done a study to ensure no Bald Eagle habitat will be disturbed or destroyed during construction or after? 374 Chanhassen, MN 55317 3 RD ADDENDUM TO OUR LETTER TO CITY OF CHANHASSEN—PLANNING DEPARTMENT JULY 18, 2022 The following is a 3rd Addendum to the 28-page Letter of Concerns originally submitted on April 4, 2022, to the City of Chanhassen by the Whitetail Cove and Pointe Lake Lucy neighborhood task force. To date, the City has not formally responded to many of the task force questions identified in the initial Letter or the 1st Addendum submitted to the City on May 4, 2022 or the 2nd Addendum submitted to the City on July 8, 2022. For the record, the task force has not received any response from the RPBCWD either. Our Letter, 1st Addendum, 2nd Addendum and now this 3rd Addendum are all in regards to the Application for Development Review originally submitted by Gayle Morin on January 28, 2022, to the City of Chanhassen (aka Gayle Morin Addition -- Rezoning and Subdivision with Variances project (Case# 2022-03)) and subsequent filings by the Applicant. The proposed rezoning is from Rural Residential to Single-Family Residential development. The questions posed in this 3rd Addendum are based on all of the documents submitted since July 8, 2022. There are certain elements in those documents that are of concern which will cause potential adverse impacts to the surrounding neighborhood homes, and particularly, those located at 6675 and 6679 Lakeway Drive, Chanhassen, MN 55317. The task force certainly appreciates the work of the RPBCWD, however, we still disagree with it issuing a Conditional Approval for the Morin Development Project. Additionally, the task force also disagrees with the City Staff Department’s very recent recommendation to the City Planning Commission to “conditionally approve” the Applicant’s motion to proceed with the development process. We “discovered” this new document late Friday night, July 14th, 2022, inserted into the Planning Commission meeting agenda section of the website. Unfortunately, it is not listed in the “Project Documents” section of the City’s Planning Department website for this project case where all previous 37 other project documents have been listed for the public to view. Accordingly, the task force and other public parties have had very little time to “react” to this new information. The task force respectfully requests the City deliver a copy of this 3rd Addendum to the Applicant, the Planning Commission, the RPBCWD, and the City’s own internal review departments so these new questions, and concerns, can also be considered as part of the Appointed Managers formal review of the Morin project at the July 19, 2022, Planning Commission meeting. Additionally, the task force requests this document be posted on the City’s Morin Development project case website under the project documents portion of such website, so it is readily transparent to the public. We look forward to attending and speaking at the Planning Commission Meeting on July 19th at 7pm. The respective neighborhood homeowners are hopeful that their questions and concerns will be addressed and answered. We respectfully ask that the Appointed Members of the City Planning Commission to act in accordance with the “prudent man” principle where a reasonable person uses common sense and exercises average care, skill, and judgment in conduct that society requires of its members for the protection of their own and of others' interests. Sincerely, Task Force Members: Don J. Giacchetti Heide Ahmann Douglas Ahmann Chris Mozina 612-328-2853 612-518-6643 612-750-4223 315-622-8119 don.giacchetti@tactsolutions.com heideahmann@gmail.com douglasahmann@gmail.com cmozina@msn.com 6679 Lakeway Drive 6700 Pointe Lake Lucy 6700 Pointe Lake Lucy 6670 Pointe Lake Lucy 375 2 The following items are found in the PDF file (filename--- “ staff_report_preliminary_final “ discovered on and downloaded from the City website Friday late Friday night, July 14th, 2022, as it was inserted into the Planning Commission meeting agenda section of the website. It is the City Staff recommendation for conditional approval. Page 1 Q: What are the four outlots”? Comment: the private road off Lakeway Drive remains Lakeway Drive. Homeowners have do not use Lakeway Court as a mailing address or google map location. All of our mailboxes are on Lakeway Drive. Page 6 376 3 Q: The services agreement exists between the new home-owner and what other party? Q: What purpose does 7 feet of right-of-way serve on Lake Lucy Road? The existing conditions survey now appears to meet all applicable requirements from Section 18- 40 of Ordinance. 377 4 378 5 Q: “Lots” is used in plural in the above information on grading. Is there grading to be done on the existing home lot in addition to the new lot? Q: What does “mass grading mean? What kind of construction equipment needs to be deployed (types and weight)”? Q: How much devastation will occur on which specific lots and is this when trees get torn out? Q: Who is the “developer”? Has one been identified? Q: What does that mean? Q: Who is the “builder”?...Has one been identified? Page 8 379 6 Q: What happens if there are changes to the drainage in these areas? Q: What about all the extra water from new impervious surfaces draining into Wetland A and new artificial bio-drain and new SWM flow into the existing natural creek flowing into Wetland B….that is “disturbance” to the ecosystem….isn’t it? Q: Does the City “guarantee” that there will be no adverse effects to neighbors’ property or surrounding ecosystem from these changes? Q: What are the risk levels??? Q: Whom are the parties liable if “the plan” does not work out? …the City, RPBCWD, the developer, the builder, Civil Site Group, others??? Page 8-9 STREET Q: What specifically will be done with the existing “dead-end turnaround” road to upgrade it for heavier vehicles to access the new home and driveway? Q: What “guarantee” is there, and from whom, that such new development construction of an upgraded turnaround road will not cause the ecosystem to change with water now draining onto neighbors’ property and causing damage? Page 13 FINDINGS Q: With so many detailed requirements laid out in the approved Conditional Approval from the RPBCWD and the recently issued City Staff Recommendation Report: How will the City enforce compliance in order to avoid the implementation being fraught with potential errors and mistakes by City Staff and others which has happened in other cases (For Example Case #00-8 VAR June 20, 2000) Q: How will this all get tracked to ensure that and future development complies with all such requirements? Q: Will the RPBCWD and/or the City enforce the CA conditions or issue “variances” to accommodate the developer/builder to the detriment of the neighboring homeowners and larger community? 380 7 Q: What visibility and transparency will the City and other involved agencies allow for the public to monitor the process? Q: What circumstances and conditions would cause the City to stop the development of this project? Q: Is the City aware of the Bald Eagle nesting on or in extremely close proximity to the Morin property? Is the City aware of the legal ramifications of disturbing a Bald Eagle’s habitat? Has the City done a study to ensure no Bald Eagle habitat will be disturbed or destroyed during construction or after? 381