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PC Staff Report 12-1-20PLANNING COMMISSION STAFF REPORT Tuesday,December 1,2020 Subject Consider a Request for an Amendment to the Chanhassen Gateway PUD,Modification to PUD- Specific Design Features,and Amendment to Crossroads of Chanhassen Site Plan with Variances for Construction of a 5,100 SF Automotive Repair Shop Located at 8941 Crossroads Boulevard Section PUBLIC HEARINGS Item No:C.1. Prepared By Sharmeen Al-Jaff,Senior Planner File No:Planning Case No.2020-21 PROPOSED MOTION: The Chanhassen Planning Commission recommends the City Council approve the site plan consisting of a 5,100 square-foot automotive repair shop,Planning Case 2020-21 as shown in plans dated received October 30,2020, including the attached Findings of Fact and Recommendation,subject to conditions .” SUMMARY OF REQUEST Planned Unit Development amendment to allow auto repair facilities,amendments to design standards and a site plan for the construction of a 5,100 square-foot automotive repair shop (Christian Brothers Automotive). APPLICANT Kimley-Horn Assoc.,Inc.Christian Jones 767 Eustis Street,Suite 100 St.Paul,MN 55114 Christian.Jones@kimley-horn.com 763-251-1016 SITE INFORMATION PRESENT ZONING:Planned Unit Development,Mixed Use PUD,Mixed Use LAND USE:Mixed Use ACREAGE:0.79 acres DENSITY:NA APPLICATION REGULATIONS Chapter 20,Article II,Division 2,Amendments Chapter 20,Article II,Division 6,Site Plan Review Chapter 20,Article VII,Planned Unit Development District Chapter 20,Article XXIII,Division 7,Design Standards for Commercial,Industrial,and Office Institutional PLANNING COMMISSIONSTAFFREPORTTuesday,December 1,2020SubjectConsideraRequest for an Amendment to the Chanhassen Gateway PUD,Modification to PUD-Specific Design Features,and Amendment to Crossroads of Chanhassen Site PlanwithVariancesforConstructionofa5,100 SF Automotive Repair Shop Located at 8941CrossroadsBoulevardSectionPUBLICHEARINGSItemNo:C.1.Prepared By Sharmeen Al-Jaff,Senior Planner File No:Planning Case No.2020-21PROPOSEDMOTION:“The Chanhassen Planning Commission recommends the City Council approve the site plan consisting of a 5,100square-foot automotive repair shop,Planning Case 2020-21 as shown in plans dated received October 30,2020,including the attached Findings of Fact and Recommendation,subject to conditions .”SUMMARY OFREQUESTPlannedUnitDevelopmentamendment to allow auto repair facilities,amendments to design standards and a siteplanfortheconstructionofa5,100 square-foot automotive repair shop (Christian Brothers Automotive).APPLICANTKimley-Horn Assoc.,Inc.Christian Jones 767 Eustis Street,Suite 100 St.Paul,MN55114Christian.Jones@kimley-horn.com 763-251-1016SITEINFORMATIONPRESENTZONING:Planned Unit Development,Mixed Use PUD,MixedUseLANDUSE:MixedUseACREAGE:0.79 acresDENSITY:NAAPPLICATIONREGULATIONSChapter20,Article II,Division 2,Amendments Chapter 20,Article II,Division 6,Site Plan Review Chapter 20,Article VII,Planned Unit Development District Chapter 20,Article XXIII,Division 7,Design Standards for Commercial,Industrial,and Office Institutional Developments BACKGROUND The Land Use Plan designates areas around the TH 101/TH 212 interchange as Mixed Use.This category has been established to accommodate either commercial or high-density residential developments.The high-density category, which includes units with a maximum net density of 16.0 units per acre,accommodates apartments and higher density condominium units,but would also permit the development of townhome-type units. The commercial use is intended to support or complement high-density residential development.Commercial uses may include convenience grocery stores,daycare facilities,etc.,or those uses that meet the daily needs of the residents. The Planned Unit Development governing this development needs to be amended and standards for the use developed in order for the site plan to be considered and approved. RECOMMENDATION The Chanhassen Planning Commission recommends the City Council approve the site plan consisting of a 5,100 square-foot automotive repair shop,Planning Case 2020-21 as shown in plans dated received October 30,2020, including the attached Findings of Fact and Recommendation,subject to conditions .” ATTACHMENTS: Staff Report Findings of Fact and Recommendation Approval Findings of Fact and Recommendation Denial Ordinance Amendment Development Review Application Narrative Landscaping Plans Letter from Riley Purgatory Bluff Creek Watershed District Letter from Carver County Email from Nancy Smith Email from Jeff Erpelding Letter from MnDOT Affidavit of Mailing Memo from Applicant dated October 30,2020 Architectural Plans Civil Plans Overall Development Colored Site Plan Stormwater Report Signage Plan Architectural Design Letter dated October 23,2020 Photometrics and Lighting Plan Colored Renderings Colored Exterior Elevations CITY OF CHANHASSEN PROPOSED MOTION: The Chanhassen Planning Commission recommends the City Council approve the site plan consisting of a 5,100 square-foot automotive repair shop, and Planned Unit Development amendment for Chanhassen Gateway allowing Automotive Repair shops with standards, Planning Case 2020-21 as shown in plans dated received October 30 , 2020, including the attached Findings of Fact and Recommendation, subject to conditions.” Note: A motion for denial and appropriate Findings of Fact are also included at the end of the report.) PC DATE: December 1, 2020 CC DATE: December 14, 2021 REVIEW DEADLINE: Waived CASE #: 2020-21 BY: SJ, ET, EH, MU, DJ, JS SUMMARY OF REQUEST: Planned Unit Development amendment to allow auto repair facilities, amendments to design standards and a site plan for the construction of a 5,100 square foot automotive repair shop (Christian Brothers Automotive). LOCATION: SE of Crossroads Boulevard, 8941 Crossroads Boulevard (Lot 3, Block 1, Crossroads of Chanhassen). APPLICANT: PROPERTY OWNER: Kimley-Horn & Assoc., Inc. Kraus-Anderson Inc. Christian Jones Chrystal Seelhammer 767 Eustis Street, Suite 100 525 S.8th Street St. Paul, MN 55114 Minneapolis, MN 55404-1030 Christian.Jones@kimley-horn.com chrystal.seelhammer@krausanderson.com 763-251-1016 612-255-2345 PRESENT ZONING: Planned Unit Development, Mixed Use - PUD, Mixed Use 2040 LAND USE PLAN: Mixed Use ACREAGE: 0.79 acres DENSITY: N/A LEVEL OF CITY DISCRETION IN DECISION-MAKING: The City has a relatively high level of discretion in approving amendments to PUDs because the City is acting in its legislative or policy-making capacity. A PUD amendment must be consistent with the City's Comprehensive Plan. The City's discretion in approving or denying a site plan is limited to whether or not the proposed project complies with Zoning Ordinance requirements. If it meets these standards, the City must then approve the site plan. This is a quasi-judicial decision. Notice of this public hearing has been mailed to all property owners within 500 feet. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 2 PROPOSAL/SUMMARY The request consists of two applications to facilitate the construction of an automotive facility. The request includes a Planned Unit Development amendment to existing standards, and Site Plan Approval for a 5,100 square foot automotive facility. The site is located southeast of Crossroads Boulevard. Access to the site will be gained off of Crossroads Boulevard. The site is zoned Planned Unit Development- Mixed Use. The following is a summary of the requests: 1. Planned Unit Development Amendment: The first request is to amend the permitted uses section to allow automotive repair shops. 2. Site Plan: The second request is for a site plan to construct a 5,100 square foot automotive repair shop. This use is not permitted under the PUD ordinance governing the site. If the requested amendment is not approved, the request for the site plan cannot proceed. The total permitted site coverage is 70 percent. The proposed development has a total hard coverage area of 43.8%. The design of the building is attractive and is proposed to be constructed of high-quality materials which include brick, concrete block and EIFS. The design of the building is harmonious with the surrounding buildings. Approval of this site plan is contingent upon amending the planned unit development to allow the use of automotive repair shops. Parking and nine garage doors have been screened properly. Access to the site is provided via internal curb cuts off of Crossroads Boulevard. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 3 APPLICABLE REGULATIONS Chapter 20, Article II, Division 2, Amendments Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article VII, Planned Unit Development District Chapter 20, Article XXIII, Division 7, Design Standards for Commercial, Industrial, and Office- Institutional Developments BACKGROUND The Land Use Plan designates areas around the TH 101/TH 212 interchange as Mixed Use. This category has been established to accommodate either commercial or high-density residential developments. The high-density category, which includes units with a maximum net density of 16.0 units per acre, accommodates apartments and higher density condominium units, but would also permit the development of townhome-type units. The commercial use is intended to support or complement high-density residential development. Commercial uses may include convenience grocery stores, daycare facilities, etc., or those uses that meet the daily needs of the residents. The Planned Unit Development governing this development needs to be amended and standards for the use developed in order for the site plan to be considered and approved. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 4 Concept Plan On January 4, 2005, the Planning Commission reviewed and approved the Concept PUD for the site not to be confused with site plan approval). This plan was later approved by City Council on January 24, 2005. This final concept layout reflected a residential component within the areas located north and south of Lake Susan Drive with the highest density concentration facing Highway 101. The portion of the site located south of Highway 212 consisted of a mix of commercial and residential uses. In that instance, the residential part encompassed the western portion of the site while the commercial part occupied the remainder of the site, and faced Highways 101, 212, and Lyman Boulevard. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 5 Development Plan On June 27, 2005, the City Council approved rezoning the property from Residential Single Family to Planned Unit Development-Mixed Use and adopted the Planned Unit Development ordinance that regulated and set standards for the development of this site including permitted uses, landscaping, setbacks, signage, building materials, architectural standards, parking, etc. On Februar y 27, 2006, the Chanhassen City Council approved a site plan for the construction of a three-story multi-family building containing 48 units, located northwest of the intersection of Highways 212/101 (north site). On January 24, 2008, the City requested the vacation of right-of-way along old Trunk Highway 101. A portion of the old highway occupies the westerly portion of the site. Development of the westerly portion of the site is contingent upon Minnesota Department of Transportation vacating the right-of-way. Amended Development Plan On March 10, 2008, the Chanhassen City Council approved the following: Planned Unit Development amendment clarifying setbacks, signage, and retail building size. Variance request to allow a 20-foot setback from Lyman Boulevard and a 20-foot setback from Highway 101. Preliminary plat for Planning Case 2008-01 for Crossroads of Chanhassen. Seven site plans consisting of a 5,300 square-foot convenience store with gas pumps and a 2,805 square-foot car wash (Building 4A), a multi-tenant building with an area of 11,000 square feet Building 4B), a two-story multi- tenant building with a first floor area of 13,800 square feet and second floor area of 15,000 square feet Building 4C), a one-story retail building with an area of 8,000 square feet (Building 4D), a 5,000 square-foot bank with drive-thru window (Building 4E), a 3,400 square -foot retail building (Building 4F), and a 10,000 square-foot Deli and Liquor Store (Building 4G). Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 6 On April 28, 2008, the City Council approved a final plat to subdivide 14.9 acres into three lots and one outlot - Crossroads of Chanhassen. On July 14 , 2008, the Chanhassen City Council granted final plat approval for Crossroads of Chanhassen 2nd Addition creating two lots and one outlot for the area of the development that is being reviewed as part of the development proposal for the daycare. That plat was never recorded. As part of the submittal, staff directed the applicant to conduct a traffic study to evaluate the trip generation and circulation of the site along with the impact to the intersection of Lyman Boulevard and Highway 101. A traffic study was performed by the applicant's engineer and reviewed by the City’s traffic consultant. Internally, the site has acceptable circulation. The only external site issue that was discovered is at the intersection of Lyman Boulevard and Crossroads Boulevard. Access spacing guidelines for Carver County do not allow a signal at this intersection. The possibility exists that the County could some day switch the access to Crossroads Boulevard to a right-in/right-out or block some of the turning movements. On March 26, 2012, the Chanhassen City Council approved a Planned Unit Developm ent amendment to the existing standards; Preliminary and Final Plat to subdivide 6.15 acres into one lot and one outlot (Crossroads of Chanhassen 2nd Addition); and Site Plan Approval for construction of a daycare facility (Primrose of Chanhassen). This request combined Buildings 4F and 4G into a single building. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 7 SITE PLAN In order to provide a better understanding of the overall development, staff will first review the site plan component , which in turn leads to the PUD amendment. The building must comply with the Development Design Standards for Chanhassen Gateway. A PUD is required to be developed to a higher quality than other projects. Site coverage is averaged over the entire development. This is permitted under the PUD ordinance (Section 20-505(e)). The total permitted site coverage is 70 percent. The proposed development has a total hard coverage area of 43.8%. The design of the 5,100 square foot building is attractive and is proposed to be constructed of high quality materials. They include br ick, EIFS accents, rough-face block, awnings, and glass. All elevations that can be viewed by the public have received equal attention. Shared parking is centrally located on the site. It is buffered from views by buildings and landscaping. Staff had multiple conversations with the applicant and explained that the proposed building should be unique yet be harmonious and complement the buildings on the block. The proposed design of the building, as well as the materials used, fit and complement existing structures. All 9 garage doors and parking lot are properly screened. Complimentary design elements include parapet walls, pronounced entryway and awnings around the windows to soften the look of the building. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 8 Below is a colored rendering with the proposed materials which will make the building architecturally a fitting element of the overall development. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 9 Parking is proposed along the southeast half of the site. Buffering/screening of the parking and the garage doors will be discussed in the L andscaping section of this report. The applicant is proposing a bench at the entrance of the building. The structure is proposed to be located on Lot 3, Block 1, Crossroads of Chanhassen. One monument sign is proposed along the northwest corner of the site. The sign must meet all sign ordinance requirements. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 10 The ordinance regulating this development limits signage to two elevations per building. The size of the individual letters may not exceed 30 inches and the sign must comply with ordinance. Wall signs are proposed above the three middle garage doors and the rear of the building. All signage (Monument and Wall signs) shall use individual dimension letters, at least one-half inch deep . The logo may not exceed 30% of the total sign area. All buildings within the development of Crossroads of Chanhassen must maintain a 20- foot setback from the right-of-way. To continue the vernacular perspective, the applicant will maintain this setback. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 11 LIGHTING The applicant has submitted a lighting and photometric plan. Light levels for site lighting shall be no more than one-half foot candle at the project perimeter property line. This does not apply to street lighting. All light fixtures must be consistent with the approved lighting plans. Staff is recommending that the lights be consistent with the approved fixtures in the development. Parking lot light fixtures may be 25 feet tall. All fixtures must be shielded. Monterey PARKING The ordinance requires auto repair shops to provide one parking space per 500 square feet of gross floor area. The entire Crossroads PUD shares parking spaces. The total required for the entire development is 247. The total proposed including the subject site is 278. ARCHITECTURAL COMPLIANCE Size, Portion and Placement Entries: The building has a pronounced entrance. Articulation: The building is part of a PUD. The buildings are intended to complement each other. The proposed building blends in and complements the architecture of the surrounding structures. It has unique features. All garage doors, parking and trash enclosure are properly screened. Signs: All signage must meet the sign criteria in the Planned Unit Development Design Standards for Chanhassen Gateway. W. 78th Street Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 12 Material and Detail High quality materials are being used on the building. Color The colors chosen for the building are earth tones. All materials are highly compatible with the existing buildings. Height and Roof Design The maximum building height in this PUD varies based on the use. The building meets the minimum set in the ordinance. The roofline is staggered, complements and is harmonious with the surrounding buildings. All rooftop equipment must be screened from views. Façade Transparency All facades viewed by the public contain more than 50 percent windows and/or doors except the southwest elevation. It is however properly screened. Loading Areas, Refuse Areas, Etc. The trash enclosure is located along the northeast corner of Lot 3, Block 1. The exterior material must be of the same exterior material as the building. Recycling space and other solid waste collection space should be contained within the same enclosure. SITE PLAN FINDINGS In evaluating a site plan and building plan, the City shall consider the development's compliance with the following: 1) Consistency with the elements and objectives of the City's development guides, including the Comprehensive Plan, official road mapping, and other plans that may be adopted; 2) Consistency with this division; 3) Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; 4) Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 13 5) Creation of a functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. 6) Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development creates a harmonious relationship with existing and future buildings. It does provide a compatible visual relationship. Approval of this building is contingent upon approval of the permitted uses of the Planned Unit Development ordinance to allow auto repair shops with standards. PUD AMENDMENT Allow an Auto Repair Shop: The language in the PUD currently does not permit any type of auto repair facilities. Staff has been working with the applicant and has had numerous discussions to prepare a plan that can meet the intent of the ordinance. The proposed location is the farthest from any residential development but staff still has concerns. This type of establishment can generate loud noises from power tools. In the summer, all garage doors remain open and the sound can carry to surrounding areas. Should the City approve this amendment, staff recommends adding the following language under permitted uses: Automotive Repair Shop on Lot 3, Block 1, with the following standards: o No unlicensed or inoperable vehicles shall be stored on-premises except in appropriately designed and screened storage areas. o All repair, assembly, disassembly and maintenance of vehicles shall occur Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 14 with closed building except minor maintenance including, but not limited to, tire inflation, addition oil and wiper replacement. o No public address system. o No sales, storage or display of used automobiles or other vehicles such as motorcycles, snowmobiles, or all-terrain vehicles. o Disposal of vehicle fluids shall comply with PCA regulations. o Facilities for the collection of waste oil must be provided. o All service/garage doors shall be screened. o The building architecture shall co mplement surrounding buildings. PLANNED UNIT DEVELOPMENT AMENDMENT 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 action has been considered in relation to the specific policies and provisions of and has been found to be consistent with the official City Comprehensive Plan. Finding: The site is guided Mixed U se (residential and neighborhood commercial). An auto repair shop can provide some convenience to neighboring properties. b) The proposed use is or will be compatible with the present and future land uses of the area. Finding: The proposed use can generate noise. The design and architecture of the proposed building is compatible with the surrounding buildings (design standards, landscaping, architecture, etc.). c) The proposed use conforms with all performance standards contained in the Zoning Ordinance. Finding: The proposed use will conform with all performance standards contained in the Zoning Ordinance such as design standards, signage, durable materials, uses, etc. d) The proposed use will not tend to or actually depreciate the area in which it is proposed. Finding: The proposed use is intended to meet the daily needs of the area. It could potentially add convenience to the homeowners in the area. e) The proposed use can be accommodated with existing public services and will not overburden the City's service capacity. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 15 Finding: The site is located within the Municipal Urban Service Area. The proposed use can be accommodated with existing public services and will not overburden the City's service capacity. f) Traffic generation by the proposed use is within capabilities of streets serving the property. Finding: Traffic generation by the proposed use is within capabilities of streets serving the property. ACCESS Vehicular access to the site was originally provided from Crossroads Boulevard, a public street designed and built to Municipal State Aid Standards, during the construction of the original build-out of Crossroads of Chanhassen in 2008. The applicant is proposing to remove and restore the single access from Crossroads Boulevard in order to facilitate the proposed site plan layout. The removal and restoration of the original access will be required to meet the City’s Standard Specifications and Detail Plates and will require a traffic control plan for review and approval prior to commencement of construction activities on-site. The applicant is proposing that the building be located at the western edge of the site, angled parallel to Crossroads Boulevard, with the customer facing side of the building internal to the development, with parking located directly east of the building. With the proposed layout, vehicular access will be had from two driveways connected by the internal, private roads of the Crossroads of Chanhassen to the north and south of the site (see image below). Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 16 The south driveway appears to propose no extraordinary issues, however , the north driveway entrance may negatively impact vehicular traffic on Crossroads Boulevard due to the spacing from the intersection with Crossroads Boulevard. The applicant was required to provide analysis that the proposed north driveway location is adequately spaced as to not create adverse impacts to Crossroads Boulevard and that the largest design vehicle accessing the site could turn into the north driveway access fr om Crossroads Boulevard (from both northbound and southbound movements). The provided analysis proved the north access feasible. Crossroads Boulevard intersections with Lyman Boulevard, a Carver County road, and Highway 101, which is governed by MnDOT. Plans were provided to both parties for review, and any applicable comments and conditions set by Carver County and MnDOT must be addressed. The applicant will be required to provide a brief traffic memo identifying changes to the PUD trip generation leve ls, traffic patterns, and impacts to the County and MnDOT intersections compared to the original PUD plan and traffic study as the site was not analyzed based on the intended use (previous trip generations were based on a drive-thru bank). EASEMENTS A 10-foot public drainage and utility easement along the western portion of the property was recorded with the original plat from 2008 for Crossroads of Chanhassen. As all utilities and Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 17 roads within the development are privately owned and maintained and covered under cross access agreements or private easements, no additional public easements are required from the proposed site plan. It is recommended that the applicant verify that all private easements and cross access agreements and their subsequent conditions are adhered to prior to construction. GRADING The first phase of the Crossroads of Chanhassen PUD completed mass grading of the site to achieve the relative elevations required for the site to be built-out. As such, the applicant is not proposing mass grading or major alterations to existing elevations of the site. However, as improvements are installed (underground and surface stormwater facilities, installation of utilities, paving and construction of parking areas, building pads, etc.) the site will expose soils and will be required to meet all erosion control measures as addressed under “Drainage and Erosion Control” of this report. DRAINAGE AND EROSION CONTROL The proposed development will exceed 5,000 square feet of land area disturbance, and as such, will require an erosion and sediment control plan submitted to the City. This shall be a stand along document that includes all required information listed in Chapter 19-145(a)(2) of the Chanhassen City Code. The applicant appears to have provided a sufficient erosion and sediment control plan, with minor amendments required. All erosion control shall be installed and inspected prior to initiation of site grading activities. The proposed erosion control measures and BMPs appear adequate. However, if at any time during the construction of the site prior to final stabilization, these measures are found to be inadequate, additional BMPs will be required to meet the NPDES permit. All exposed soil areas shall have temporary erosion protection or permanent cover year round. In the event that dewatering is needed, the city inspector shall be contacted prior to any dewatering activities. STORMWATER MANAGEMENT The proposed development consists of a new automotive repair building, parking lot, associated utilities, and an underground and surface stormwater management BMPs. The 0.80-acre site is subject to the requirements of the Riley Purgatory Bluff Creek Watershed District (RPBCWD). The existing site consists of a vacant grass area with slopes of 1% to 4% encompassing much of the site. Prior to the proposed development, stormwater from the northeastern portion of the site flows to an existing inlet to the north of the site along an internal road for the overall development and is conveyed to the public storm sewer system. The western and northwestern portion of the site flows west to Crossroads Boulevard, a paved public street. Stormwater from the eastern and southern portion of the site flows to an existing area drain inlet on the south portion of the site and connects to the existing underground stormwater system. After development, site improvements will maintain existing drainage patterns. Stormwater runoff from a portion of the roof and a majority of the paved parking surface will discharge to a proposed underground stormwater infiltration system, noted on the plans as BMP #2. The Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 18 underground stormwater infiltration system is proposed to be perforated 36” pipe. Overflow from this BMP is routed to the existing underground storm sewer network. Stormwater runoff from the western portion of the roof will discharge to an infiltration basin, noted on the plans as BMP #1, on the west side of the proposed building. Overflow from this BMP is routed to an existing catch basin within Crossroads Boulevard. These BMPs appear to be adequate to treat stormwater runoff from the site. All stormwater from the site eventually runs to MnDOTs BraeBurn Pond, which was constructed with the off ramp of Highway 212. The applicant has evaluated that the impervious surface from this site will not inundate or negatively impact the downstream MnDOT facility based on new rainfall requirements (TP-40 vs NOAA Atlas 14). 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 abstraction of runoff and water quality treatment resulting in the removal of 90% total suspended solids (TSS) and 60% total phosphorous (TP). In addition, the project will need a permit from the Riley Purgatory Bluff Creek Watershed District prior to beginning construction activities. The RPBCWD provided a memorandum outlining the need for a permit and listed potential District rules that this project might meet. These rules are not considered exhaustive of all potential RPBCWD rules or provisions that may apply. The City encourages the applicant to work directly with RPBCWD to obtain the necessary approvals and permit. UTILITIES (SANITARY/WATER) The developer of the Crossroads of Chanhassen installed private sanitary sewer and water main throughout the development during the 2008 build-out of the PUD, and the proposed site has adequate sanitary and water services which will be had from these private utility extensions. The applicant is proposing to abandon an existing water service stub located near the southwest corner and southeast corner of the site. These service laterals were installed with the Crossroads of Chanhassen and the proposed abandonment appears to be due to the proposed site layout. Abandonment of the existing water services shall meet the City’s Standard Specifications and Detail Plates (Specifications). The applicant is proposing to service the site with 1” PVC water service and a 6” PVC sanitary sewer service to be connected directly to the existing 8” stub. As required by Ordinance, the subject development is required to pay sanitary sewer and water hookup charges. These fees are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. The 2020 rates are $2,302.00/unit and 7,974.00/unit for sanitary sewer and water, respectively. LANDSCAPING AND TREE PRESERVATION Minimum requirements for landscaping at the proposed development include 1,484 sq. ft. of landscaped area around the parking lot, 3 landscape islands or peninsulas, and 6 trees for the Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 19 parking lot. The applicant’s proposed as compared to the requirements for landscape area and parking lot trees is shown in the following table. Required Proposed Vehicular use landscape area 1,484 sq. ft. 1,484 sq. ft. Trees/parking lot 6 trees 6 trees Islands or peninsulas/parking lot 3 islands/peninsulas 3 islands/peninsulas The applicant meets minimum requirements for landscaping. The applicant has proposed screening for the garage doors or parking spaces. Adequate screening of this area is provided by evergreen shrubs along the eastern property line. Boulevard trees are required along Crossroads Boulevard every 30 feet. The applicant has proposed additional trees to meet the current spacing of existing trees. The applicant is protecting seven existing trees on site. These trees will be covered by the same standards as the proposed landscaping and will require replacement if damaged or dead upon inspection. Compliance Table Boundary Building/Parking Setbacks feet) Proposed Lyman Boulevard 20/20 NA Highway 101 North of Highway 212 50/50 NA Highway 101 South of Highway 212 20/20 NA Highway 212 50/50 NA Northerly Project Property Line 50/20 NA Westerly Project Property Line 50/20 NA Internal Project property lines 0/0 N 20’ E 70’ S 37’ W20’ Internal Right-of-Way (Crossroads Boulevard) 20/20 20/20 Hard Surface Coverage-Residential 50% NA Commercial and Office Hard Surface Coverage 70% 68.1%. Maximum Commercial (Retail) Building/Structure Height 1 story 1 Story Maximum Office Building/Structure Height 2 stories NA Maximum Residential Building/Structure Height 35 or 3 stories, whichever is less NA Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 20 RECOMMENDATION Alternative 1: The Planning Commission recommends approval of: PLANNED UNIT DEVELOPMENT AMENDMENT The Planning Commission recommends the City Council approve the Planned Unit Development amendment in the attached ordinance for Chanhassen Gateway allowing Automotive Repair shops with the following standards: Automotive Repair Shop on Lot 3, Block 1, with the following standards: o No unlicensed or inoperable vehicles shall be stored on-premises except in appropriately designed and screened storage areas. o All repair, assembly, disassembly and maintenance of vehicles shall occur within closed building except minor maintenance including, but not limited to, tire inflation, adding oil and wiper replacement. o No public address system. o No sales, storage or display of used automobiles or other vehicles such as motorcycles, snowmobiles, or all-terrain vehicles. o Dispos al of vehicle fluids shall comply with PCA regulations. o Facilities for the collection of waste oil must be provided. o All service/garage doors shall be screened. o The building architecture shall complement surrounding buildings." SITE PLAN APPROVAL The Planning Commission recommends the City Council approve the site plan consisting of a 5,100 square -foot automotive repair shop, Planning Case 2020-21 as shown in plans dated received October 30, 2020, including the attached Findings of Fact and Recommendation, subject to the following conditions: Environmental Resources Conditions: 1. All existing trees on site to be saved during construction shall be protected at all times by tree preservation fencing. Trees that are damaged or dead will be replaced. Engineering: 1. The applicant shall provide a traffic control plan for review and approval for the removal and restoration of the original access had from Crossroads Boulevard prior to commencement of construction activities on-site. 2. The applicant shall pay the appropriate sanitary sewer and water trunk hook-up fees at the time of building permit issuance. These fees are based on the number of SAC units Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 21 assigned by the Met Council and are due at the time of building permit issuance. The 2020 rates are $2,302.00/unit and $7,974.00/unit for sanitary sewer and water, respectively. 3. Prior to commencement of any construction activities, a copy of all required permits from the appropriate regulatory agencies shall be provided to the City which shall include, but is not limited to: the Minnesota Department of Health, the Minnesota Department of Transportation, the Metropolitan Council Environmental Services, the Minnesota Pollution Control Agency, Riley Purgatory Bluff Creek Watershed, etc. Water Resources: 1. The applicant has provided an erosion and sediment control plan as required by Chapter 19-145 of the City Code. The applicant shall update the plans to include the City’s Water Resources Coordinator as the contact on the plans (Matt Unmacht, Water Resources Coordinat or, 952-227-1168). 2. The applicant shall evaluate and analyze that the impervious surface from this site will not inundate or negatively impact the downstream MnDOT facility based on new rainfall requirements (TP-40 vs NOAA Atlas 14). This analysis must be provided to the City under separate cover. Planning: 1. Approval of the site plan shall be contingent upon approval of the Planned Unit Development amendment to allow Automotive Repair shops. 2. All rooftop and ground equipment must be screened from views. 3. Sign illumination and design shall comply with ordinance. 4. The exterior material for the trash enclosure must be of the same exterior material as the building. Recycling space and other solid waste collection space should be contained within the same enclosure. 5. The monument sign may not exceed 24 square feet in area nor be higher than five feet. The sign shall be located 10 feet from the property line. A sign permit is required before construction of the sign. 6. Sign illumination and design shall comply wit h ordinance. 7. Recycling space and other solid waste collection space should be contained within the same enclosure as the trash. 8. Any prior approvals for a bank building on the subject site shall be null and void. 9. No unlicensed or inoperable vehicles shall be stored on-premises except in appropriately designed and screened storage areas. Christian Brothers Automotive Planning Case No. 2020-21 December 1, 2020 Page 22 10. All repair, assembly, disassembly and maintenance of vehicles shall occur within closed building except minor maintenance including, but not limited to, tire inflation, adding oil and wiper replacement. 11. No public address system. 12. No sales, storage or display of used automobiles or other vehicles such as motorcycles, snowmobiles, or all-terrain vehicles. 13. Disposal of vehicle fluids shall comply with PCA regulations. 14. Facilities for the collection of waste oil must be provided. 15. All service/garage doors shall be screened. Alternative 2: The Planning Commission recommends denial of the Planned Unit Development Amendment to allow an Automotive Repair Shop and denial of a site plan consisting of a 5,100 square -foot automotive repair shop, Planning Case 2020 -21 as shown in plans dated received October 30, 2020, and including the attached Findings of Fact and Recommendation. ATTACHMENTS 1. Findings of Fact and Recommendation – Approval 2. Findings of Fact and Recommendation – Denial 3. Ordinance Amendment 4. Application and Narrative 5. Reduced Copy of Plans dated "Received October 30, 2020 " 6. Landscaping Plans 7. Letter from Riley Purgatory Watershed District dated September 12, 2020 8. Letter from Carver County Public Works dated September 25, 2020 9. E-mail from Ms. Nancy Smith dated September 28, 2020 10. E-mail from Mr. Jeff Erpelding dated September 17, 2020 11. Letter from MnDOT 12. Public Hearing Notice and Affidavit of Mailing g:\plan\2020 planning cases\20 -21 8941 crossroads blvd (christian bros automotive)\revised documents 10-30-20\staff report december 1, pc.doc 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION APPROVAL) IN RE: Application of Kimley-Horn & Assoc. Inc. for the following: 1. Planned Unit Development Amendment to the existing standards – Chanhassen Gateway. 2. Site Plan Review for the construction of a 5,100 square foot Automotive Repair Shop (Building 4E). On December 1, 2020, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Kimley-Horn & Assoc. Inc. for a Planned Unit Development Amendment and Site Plan Review (Planning Case 2020-21). The Planning Commission conducted a public hearing on the proposed Site Plan and Planned Unit Development Amendment 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 Planned Unit Development-Mixed Use, PUD-Mixed Use. 2. The property is guided in the Land Use Plan for Mixed Use. 3. The legal description of the property is Lot 3, Block 1, Crossroads of Chanhassen. 4. 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 action has been considered in relation to the specific policies and provisions of and has been found to be consistent with the official City Comprehensive Plan. Finding: The site is guided mixed use (residential and neighborhood commercial). An Automotive Repair Shop will add a convenience to the area. The architectural design of the structure complements and blends well with surrounding buildings. b) The proposed use is or will be compatible with the present and future land uses of the area. Finding: The proposed use is and will be compatible with the present and future land uses of the area through the implementation of the design standards, landscaping, architecture, etc. 2 c) The proposed use conforms to all performance standards contained in the Zoning Ordinance. Finding: The proposed use will conform to all performance standards contained in the Zoning Ordinance such as design standards, signage, durable materials, uses, etc. d) The proposed use will not tend to or actually depreciate the area in which it is proposed. Finding: The proposed use is intended to meet the daily needs of the area. It could potentially add convenience to the homeowners in the area. e) The proposed use can be accommodated with existing public services and will not overburden the city's service capacity. Finding: The site is located within the Municipal Urban Service Area. The proposed use can be accommodated with existing public services and will not overburden the city's service capacity. f) Traffic generation by the proposed use is within capabilities of streets serving the property. Finding: Traffic generation by the proposed use is within capabilities of streets serving the property. 5. In evaluating a site plan and building plan, the City shall consider the development's compliance with the following: 1) Consistency with the elements and objectives of the City's development guides, including the Comprehensive Plan, official road mapping, and other plans that may be adopted; 2) Consistency with this division; 3) Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; 4) Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; 5) Creation of functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; 3 b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. 6) Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development creates a harmonious relationship with existing and future buildings. It provides a compatible visual relationship. Approval of this site plan is contingent upon approval of the permitted uses of the Planned Unit Development ordinance to allow auto repair shops with standards. 6. The planning report #2020-21, dated December 1, 2020, prepared by Sharmeen Al-Jaff, et al, is incorporated herein. RECOMMENDATION The Planning Commission recommends that the City Council approve the Planned Unit Development Amendment to the Chanhassen Gateway PUD and Site Plan for an automotive repair shop (Building 4E). ADOPTED by the Chanhassen Planning Commission this 1st day of December 2020. CHANHASSEN PLANNING COMMISSION BY: Steven Weick, Chairman g:\plan\2020 planning cases\20-21 8941 crossroads blvd (christian bros automotive)\revised documents 10-30-20\findings of fact approval.doc 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION DENIAL) IN RE: Application of Kimley-Horn & Assoc. Inc. for the following: 1. Planned Unit Development Amendment to the existing standards – Chanhassen Gateway. 2. Site Plan Review for the construction of a 5,100 square foot Automotive Repair Shop (Building 4E). On December 1, 2020, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Kimley-Horn & Assoc. Inc. for a Planned Unit Development Amendment and Site Plan Review (Planning Case 2020-21). The Planning Commission conducted a public hearing on the proposed Site Plan and Planned Unit Development Amendment 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 Planned Unit Development-Mixed Use, PUD-Mixed Use. 2. The property is guided in the Land Use Plan for Mixed Use. 3. The legal description of the property is Lot 3, Block 1, Crossroads of Chanhassen. 4. 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 action 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. Finding: The site is guided Mixed Use (residential and neighborhood commercial). An Automotive Repair Shop will add a convenience to the area, however, it will generate noise. b) The proposed use is or will be compatible with the present and future land uses of the area. Finding: The proposed use is and will be compatible with the present and future land uses of the area through the implementation of the design standards, landscaping, architecture, etc. c) The proposed use conforms to all performance standards contained in the Zoning Ordinance. 2 Finding: The proposed does not conform to all performance standards contained in the Zoning Ordinance such as potential noise generated from the building. d) The proposed use will not tend to or actually depreciate the area in which it is proposed. Finding: The proposed use is intended to meet the daily needs of the area. It could potentially add convenience to the homeowners in the area but can generate noise. e) The proposed use can be accommodated with existing public services and will not overburden the city's service capacity. Finding: The site is located within the Municipal Urban Service Area. The proposed use can be accommodated with existing public services and will not overburden the city's service capacity. f) Traffic generation by the proposed use is within capabilities of streets serving the property. Finding: Traffic generation by the proposed use is within capabilities of streets serving the property. 5. In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: 1) Consistency with the elements and objectives of the city's development guides, including the Comprehensive Plan, official road mapping, and other plans that may be adopted; 2) Consistency with this division; 3) Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; 4) Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; 5) Creation of functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; b. The amount and location of open space and landscaping; 3 c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. 6) Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development creates a harmonious relationship with existing and future buildings. It does provide a compatible visual relationship. Approval of this building is contingent upon approval of the permitted uses of the Planned Unit Development ordinance to allow auto repair shops with standards. 7) The planning report #2020-21, dated December 1, 2020, prepared by Sharmeen Al-Jaff, et al, is incorporated herein. RECOMMENDATION The Planning Commission recommends that the City Council approve the Planned Unit Development Amendment to the Chanhassen Gateway PUD and Site Plan for an Automotive Repair Shop (Building 4E). ADOPTED by the Chanhassen Planning Commission this 1st day of December 2020. CHANHASSEN PLANNING COMMISSION BY: Steven Weick, Chairman g:\plan\2020 planning cases\20-21 8941 crossroads blvd (christian bros automotive)\revised documents 10-30-20\findings of fact denial.doc 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA ORDINANCE NO. AN ORDINANCE AMENDING CHAPTER 20 OF THE CHANHASSEN CITY CODE, THE CITY'S ZONING ORDINANCE, BY AMENDING A PLANNED UNIT DEVELOPMENT THE CITY COUNCIL OF THE CITY OF CHANHASSEN ORDAINS: Section 1. Chapter 20 of the Chanhassen City Code, the City's zoning ordinance, is hereby amended by amending the Chanhassen Gateway Planned Unit Development Design Standards in its entirety as follows: CHANHASSEN GATEWAY PUD DEVELOPMENT DESIGN STANDARDS a. Intent The purpose of this zone is to create a MIXED USE PUD including a Neighborhood Commercial, office and Residential. The use of the PUD zone is to allow for more flexible design standards while creating a higher quality and more sensitive development. Each structure proposed for development shall proceed through site plan review based on the development standards outlined below. The Neighborhood Business District regulations shall apply to Lots 1- 3, Block 1 and Outlot A, Crossroads of Chanhassen , except as modified by this ordinance. The R-16 District regulations shall apply to Outlot C, except as modified by this ordinance. Exhibit A, as revised herein to reflect the changes to the commercial portion, reflects the site layout and buildings as referenced herein. 2 b. Permitted Uses The permitted uses in this zone should be limited to appropriate commercial and service uses consistent with meeting the daily needs of the neighborhood. The uses shall be limited to those as defined herein. If there is a question as to whether or not a use meets the definition, the Community Development Director shall make that interpretation. The type of uses to be provided on these lots shall be low intensity neighborhood oriented retail and service establishments to meet daily needs of residents. Commercial and office uses shall be limited to the area located south of Highway 212. Residential uses shall be located north of Highway 212 and along the western portion of the southern half. Small to medium-sized restaurant-not to exceed 8,000 square feet per building. Fast food restaurants with a drive-thru is limited along the north end of Building 4B. It must be part of and attached to the multi-use building. The drive-thru lane shall be screened and the exterior wall of the drive-thru shall contain the same level of architectural detail as any other elevation visible by the public. Banks with a drive-in service window Office Day care Neighborhood scale commercial up to 8,000 square feet per tenant with the exception of building 4C. A tenant may occupy up to 10,000 square feet of said building and building 4G for a daycare to occupy 12,000 square feet. No individual service component of a retail building shall occupy more than 8,000 square feet of a building. Convenience store with or without gas pumps and car wash. Specialty retail (Book Store, Jewelry, Sporting Goods Sale/Rental, Retail Sales, Retail Shops, Apparel Sales, etc.) Personal Services (an establishment or place of business primarily engaged in providing individual services generally related to personal needs, such as a Tailor Shop, Shoe Repair, Self-Service Laundry, Laundry Pick-up Station, Dry Cleaning, Dance Studios, etc). Residential High Density (8-16 units per net acre). The total number of units for the entire site may not exceed 150 units. Automotive Repair Shop on Lot 3, Block 1, with the following standards: o No unlicensed or inoperable vehicles shall be stored on-premises except in appropriately designed and screened storage areas. o All repair, assembly, disassembly and maintenance of vehicles shall occur within closed building except minor maintenance including, but not limited to, tire inflation, adding oil and wiper replacement. o No public address system. o No sales, storage or display of used automobiles or other vehicles such as motorcycles, snowmobiles, or all-terrain vehicles. o Disposal of vehicle fluids shall comply with PCA regulations. o Facilities for the collection of waste oil must be provided. o All service/garage doors shall be screened. o The building architecture shall complement surrounding buildings." c. Building Area Commercial/Office – Not to exceed 75,000 square feet for the entire development Maximum Commercial/Office lot usage is a Floor Area Ratio of 0.3 3 Maximum office/commercial building area per tenant may not exceed 8,000 square feet Maximum residential units may not exceed 150 units. d. Prohibited Ancillary Uses Drive-thru Windows except banks, coffee shops, fast food restaurants or pharmacies. Outdoor storage and display of merchandise such as propane, salt, window washer fluid, etc. except on the sidewalk surrounding the convenience store 4A. The outdoor display of merchandise shall not impede nor interfere with pedestrian traffic. e. Setbacks The PUD ordinance requires setbacks from roadways and exterior property lines. The following table displays those setbacks. Boundary Building/ Parking Setbacks (feet) Lyman Boulevard 20/20 Highway 101 North of Highway 212 50/50 Highway 101 South of Highway 212 20/20 Highway 212 50/50 Northerly Project Property Line 50/20 Westerly Project Property Line 50/20 Internal Project property lines 0/0 Internal Right-of-Way (Crossroads Boulevard) 20/20 Hard Surface Coverage-Residential 50 % Commercial and Office Hard Surface Coverage 70 % Maximum Commercial (Retail) Building/Structure Height 1 story Maximum Office Building/Structure Height 2 stories Maximum Residential Building/Structure Height 35 or 3 stories, whichever is less f. Non-Residential Building Materials and Design There shall not be underdeveloped backsides of buildings. All elevations shall receive nearly equal treatment and visual qualities. Buildings and site design shall comply with design standards outlined in Article XXIII. General Supplemental Regulations, Division 7 of the Zoning Ordinance. g. Residential Standards Buildings and site design shall comply with design standards outlined in Article XXIII. General Supplemental Regulations, Division 9 of the Zoning Ordinance. 1. All units shall have access onto an interior private street. 4 2. A design palette shall be approved for the entire project. The palette shall include colors for siding, shakes, shutters, shingles, brick, stone, etc. 3. All foundation walls shall be screened by landscaping or retaining walls. h. Site Landscaping and Screening The intent of this section is to improve the appearance of vehicular use areas and property abutting public rights-of-way; to require buffering between different land uses; and to protect, preserve and promote the aesthetic appeal, character and value of the surrounding neighborhoods; to promote public health and safety through the reduction of noise pollution, air pollution, visual pollution and glare. 1. The landscaping standards shall provide for screening for visual impacts associated with a given use, including but not limited to, truck loading areas, trash storage, parking lots, Large unadorned building massing, etc. 2. Each lot for development shall submit a separate landscaping plan as a part of the site plan review process. 3. All open spaces and non-parking lot surfaces, except for plaza areas, shall be landscaped, rockscaped, or covered with plantings and/or lawn material. Tree wells shall be included in pedestrian areas and plazas. 4. Undulating berms, north of Lyman Boulevard, north and south of Highway 312 and west of Highway 101 shall be sodded or seeded at the conclusion of grading and utility construction. The required buffer landscaping may be installed where it is deemed necessary to screen any proposed development. All required boulevard landscaping shall be sodded. 5. Loading areas shall be screened from public right-of-ways. Wing walls may be required where deemed appropriate. 6. Native species shall be incorporated into site landscaping, whenever possible. i. Street Furnishings Benches, kiosks, trash receptacles, planters and other street furnishings should be of design and materials consistent with the character of the area. Wherever possible, street furnishings should be consolidated to avoid visual clutter and facilitate pedestrian movement. j. Signage The intent of this section is to establish an effective means of communication in the development, maintain and enhance the aesthetic environment and the business’s ability to attract sources of economic development and growth, to improve pedestrian and traffic safety, to minimize the possible adverse effect of signs on nearby public and private property, and to enable the fair and consistent enforcement of these sign regulations. It is the intent of this section, to promote the health, safety, general welfare, aesthetics, and image of the community by regulating signs that are intended to communicate to the public, and to use signs which meet 5 the city's goals: a. Establish standards which permit businesses a reasonable and equitable opportunity to advertise their name and service; b. Preserve and promote civic beauty, and prohibit signs which detract from this objective because of size, shape, height, location, condition, cluttering or illumination; c. Ensure that signs do not create safety hazards; d. Ensure that signs are designed, constructed, installed and maintained in a manner that does not adversely impact public safety or unduly distract motorists; e. Preserve and protect property values; f. Ensure signs that are in proportion to the scale of, and are architecturally compatible with, the principal structures; g. Limit temporary commercial signs and advertising displays which provide an opportunity for grand opening and occasional sales events while restricting signs which create continuous visual clutter and hazards at public right-of-way intersections. j.1. Project Identification Sign One project identification sign for the commercial portion of the development located at the entrance off of Highway 101. Project identification signs shall not exceed 80 square feet in sign display area nor be greater than eight feet in height. The sign shall be setback a minimum of 10 feet from the property line. As an alternative, the project identification sign may be located at the southeast corner of Lot 2, Block 1. If the sign is located in the right-of-way, an encroachment agreement must be obtained. Otherwise, the sign must maintain a 10 foot setback from property lines and may not exceed 24 square feet nor be higher than 5 feet. j.2. Monument Sign One monument sign shall be permitted at the entrance to the development off of Lake Susan Drive. One monument sign per lot shall be permitted for the commercial portion of the site. One multi-tenant sign shall be permitted at the entrance into the development off of Highway 101 and two signs off of Lyman Boulevard. These signs shall not exceed 24 square feet in sign display area nor be greater than 5 feet in height except Kwik Trip, located on Lot 1, Block 1, shall be permitted a 48 square-foot, 8-foot high monument sign. These signs must comply with all ordinances pertaining to size and percent of sign area dedicated to gas prices as well as any other applicable regulations. These signs shall be set back a minimum of 10 feet from the property line. j.3. Wall Signs 6 a. The location of letters and logos shall be restricted to the approved building sign bands, the tops of which shall not extend above parapet height. The letters and logos shall be restricted to a maximum of 30 inches in height. All individual letters and logos comprising each sign shall be constructed of wood, metal, or translucent facing. b. Second story illuminated signs that can be viewed from neighborhoods outside the PUD site, are prohibited. c. Tenant signage shall consist of store identification only. Copy is restricted to the tenant’s proper name and major product or service offered. Corporate logos, emblems and similar identifying devices are permitted provided they are confined within the signage band and do not occupy more than 15% of the sign area unless the logo is the sign. d. Wall signs are limited to two elevations per building. j.4. Festive Flags/Banners a. Flags and banners shall be permitted on approved standards attached to the building facade and on standards attached to pedestrian area lighting. b. Flags and banners shall be constructed of fabric or vinyl. c. Banners shall not contain advertising for individual users, businesses, services, or products. d. Flags and banners shall project from buildings a maximum of two feet. e. Flags and banners shall have a maximum area of 10 square feet. f. Flags and banners which are torn or excessively worn shall be removed at the request of the city. j.5. Building Directory a. In multi-tenant buildings, one building directory sign may be permitted. The directory sign shall not exceed eight square feet. j.6 Directional Signs a. On-premises signs shall not be larger than four (4) square feet. The maximum height of the sign shall not exceed five (5) feet from the ground. The placement of directional signs on the property shall be so located such that the sign does not adversely affect adjacent properties including site lines or confusion of adjoining ingress or egress) or the general appearance of the site from public rights-of-way. No more than four (4) signs shall be allowed per lot. The city council may allow additional signs in situations where access is confusing or traffic safety could be jeopardized. b. Off-premises signs shall be allowed only in situations where access is confusing and traffic safety could be jeopardized or traffic could be inappropriately routed through residential 7 streets. The size of the sign shall be no larger than what is needed to effectively view the sign from the roadway and shall be approved by the city council. c. Bench signs are prohibited except at transit stops as authorized by the local transit authority. d. Signs and Graphics. Wherever possible, traffic control, directional and other public signs should be consolidated and grouped with other street fixtures and furnishings to reduce visual clutter and to facilitate vehicular and pedestrian movement. A system of directional signs should also be established to direct traffic within the commercial area and away from residential areas. j.7. Prohibited Signs Pylon signs are prohibited. Back lit awnings are prohibited. Window Signs are prohibited except for company logo/symbol and not the name. Such logo shall not exceed 10% of a window area. Menu Signs are prohibited. j.8. Sign Design and Permit Requirements a. The sign treatment is an element of the architecture and thus should reflect the quality of the development. The signs should be consistent in color, size, and material and height throughout the development. A common theme will be introduced at the development's entrance monument and will be used throughout. b. All signs require a separate sign permit. c. Wall business signs shall comply with the city’s sign ordinance for the Neighborhood business district for determination of maximum sign area. Wall signs may be permitted on the “street” front and primary parking lot front of each building. k. Lighting 1. Lighting for the interior of the development shall be consistent throughout the development. High pressure sodium vapor lamps or LED with decorative natural colored pole shall be used throughout the development parking lot area for lighting. Decorative, pedestrian scale lighting shall be used in plaza and sidewalk areas and may be used in parking lot areas. Parking lot light poles may not exceed 25 feet in height. 2. Light fixtures in areas other than parking lots should be kept to a pedestrian scale (12 to 18 feet). Street light fixtures should accommodate vertical banners for use in identifying the commercial area. 3. All light fixtures shall be shielded. Light level for site lighting shall be no more than ½ foot candle at the project perimeter property line. This does not apply to street lighting. 4. Lighting for parking areas shall minimize the use of lights on pole standards in the parking area. Rather, emphasis should be placed on building lights and poles located in close proximity to 8 buildings. l. Non-Residential Parking 1. Parking shall be provided based on the shared use of parking areas whenever possible. Cross access easements and the joint use of parking facilities shall be protected by a recorded instrument acceptable to the city. 2. The development shall be treated as an integrated shopping center and provide a minimum of one space per 200 square feet of commercial/retail area. The office/personal service component shall be treated as an integrated office building and provide 4.5 space per 1,000 square feet for the first 49,999 square feet, four per thousand square feet for the second 50,000 square feet, and 3.5 per thousand square feet thereafter. m. Residential Parking shall comply with city code requirements.” Section 2. This ordinance shall be effective immediately upon its passage and publication. PASSED AND ADOPTED this -----th day of October, 2020, by the City Council of the City of Chanhassen, Minnesota Heather Johnston, City Manager Elise Ryan, Mayor Published in the Chanhassen Villager on ) kimley-horn.com 767 Eustis Street, Suite 100, St. Paul, MN 55114 651 645 4197 September 4, 2020 City of Chanhassen 7700 Market Boulevard, P.O. Box 147 Chanhassen, MN 55317 Attention: Sharmeen Al-Jaff, City Planner RE: Proposed Christian Brothers Automotive – Project Narrative Christian Brothers Automotive is requesting the proposed site to be considered for approval within the existing PUD. The parcel is legally described as: Lot 3, Block 1, Crossraods of Chanhassen, Carver County, Minnesota. Proposed Development Overview Christian Brothers Automotive is proposing to construct an approximately 5,100 SF, 9 -bay automotive repair center located at 8941 Crossroads Boulevard in Chanhassen. The customer facing portion of the building will face the internal road of the Crossroads of Chanhassen development. The proposed development is within the Crossroads of Chanhassen PUD which was approved in 2008. The two lots east of the proposed site have been previously developed as retail and a gas station/convenience store, a child care facility is located to the south and west of the proposed site, and the rest of the PUD is currently undeveloped. Proposed Concept Plan & Development Stage Christian Brothers Automotive is proposing an amendment to the existing planned unit development PUD). The PUD is designated as mixed use PUD including neighborhood commercial, office and residential. Christian Brothers provides light automotive repair and the scope of repairs provided by Christian Brothers has been included within the submittal package. Overnight parking only occurs when customers have a conflict retrieving their vehicle during business hours or to drop off their vehicles. Long term exterior storage is not permitted at Christian Brothers Automotive. Consultants: Civil Engineer – Christian Jones, Brandon R. Elegert, P.E. – Kimley-Horn Architecture – Dana King – Cortland Morgan Architect Landscape Architecture – Evergreen Design Group, Inc. – Rodney McNabb Photometrics – City Lighting Products Company – Mike Hohl Page 2 kimley-horn.com 767 Eustis Street, Suite 100, St. Paul, MN 55114 651 645 4197 Site Design The site currently vacant land with water and sanitary sewer utilities provided as part of the Crossroads of Chanhassen Development to the south. Gas, communications, and electric utilities are provided to the west along Crossroads Boulevard. The proposed building is to be located at the western edge of the site angled parallel to Crossroads Boulevard, with the customer facing side of the building internal to the development. The surface parking will be located directly east of the building. Access is proposed to be east of the building and at both the north and south side of the parking lot, with two proposed driveways connecting the internal roads of the Crossroads of Chanhassen. The existing site is currently vegetated with no impervious area; the proposed site will be comprised of approximately 70% impervious area. Above ground and underground stormwat er management will be provided adhering to City and Watershed treatment and rate control requirements. Architecture Architectural elevations and site photometric plans are provided within the submission. The proposed building is to be constructed of primarily brick and limestone. The trash enclosure is also to be constructed in materials similar to the building and will have gates to screen the trash from the public right-of-way. Landscape Architecture A landscape plan is included within the submission to comply with the city code. Trees, shrubs, and other plantings will complement the site. Christian Brothers Automotive is seeking a landscape variance for screening of the vehicular area. Please contact me at (763) 251-1016 or christian.jones@kimley-horn.com should you have any questions or comments. Sincerely, Christian Jones Project Manager C R O S S R O A D S B O U L E V A R D C C Scale 1" = 20' 10' 40'20' 0'PLANTING LEGENDTHE CONTRACTOR SHALL INSTALL ROOT BARRIERS NEAR ALLNEWLY- PLANTED TREES THAT ARELOCATED WITHIN FIVE (5) 4X2X3215674123SHRUB, PERENNIAL, ORORNAMENTAL GRASS. MULCH, TYPE AND DEPTH PER PLANS. PLACE NOMORE THAN 1" OF MULCH WITHIN 6" OF PLANTCENTER.FINISH GRADE. BACKFILL. AMEND AND FERTILIZE ONLY ASRECOMMENDED C R O S S R O A D S B O U L E V A R D C C Scale 1" = 20' 10' 40'20' 0'SHEET NUMBER(800) 680-66301200 US Highway 22 E Suite 2000- 2248Bridgewater, NJ08807www. EvergreenDesignGroup.comEVERGREEND C R O S S R O A D S B O U L E V A R D C CCR MFQCQCFFFSSSS17. 11"A65. 61" A517.41" A4A31"17. 14.11" A1WS1-1/ 4"3/ 4"3/ 4"3/ 4" 3/4" 3/4" SHEET NUMBER(800) 680- 66301200 US Highway 22 E Suite 2000-2248Bridgewater, NJ 08807www. EvergreenDesignGroup.comEVERGREEND E S I GN G R O U PI HEREBY CERTIFY THATTHIS PLAN, SPECIFICATION, OR REPORT WAS PREPAREDBY SHEET NUMBER(800) 680- 66301200 US Highway 22 E Suite 2000-2248Bridgewater, NJ 08807www. EvergreenDesignGroup.comEVERGREEND E S I GN GR O U PI HEREBY CERTIFY THATTHIS PLAN, SPECIFICATION,OR REPORT WAS PREPAREDBY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AMA DULY LICENSEDLANDSCAPE ARCHITECTUNDER THE LAWS OF Carver County Public Works 11360 Highway 212, Suite 1 Cologne, MN 55322 Office (952) 466-5200 | Fax (952) 466-5223 | www.co.carver.mn.us CARVER COUNTY September 25, 2020 City of Chanhassen c/o Sharmeen Al-Jaff Senior Planner 952-227-1134 saljaff@ci.chanhassen.mn.us Re: Development / Access Review Comments: Amendment to the Chanhassen Gateway Planned Unit Development (PUD) and Conditional Use Permit for Christian Brothers Automotive at 8941 Crossroads Blvd – Located near the intersections of CSAH 101 Great Plains Blvd.)/Crossroads Blvd. and CSAH 18 (Lyman Blvd.)/Crossroads Blvd. Thank you for the opportunity to review the subject development in the City of Chanhassen. Please reference the Public Works Development Review Process document on the County’s website for detailed instructions. The County assumes compliance with State Statute 505.03 Subdivision 2 regarding road authority review. Consistent with the County Comprehensive Plan and County Codes, the following are comments and recommended conditions of approval and potential requirements for any necessary permits to be issued for the project: 1. Impacts to County Right of Way and Access to County Highways a. The subject site is not adjacent to County right of way and no direct access to County Highways is proposed. Additional County review and approval will be required if this condition changes. 2. Traffic Impacts a. It is recommended to provide a brief traffic memo identifying changes to PUD trip generation levels, traffic patterns, or impacts to the County highway intersections of CSAH 101 (Great Plains Blvd.)/Crossroads Blvd. and CSAH 18 (Lyman Blvd.)/Crossroads Blvd. compared to the original PUD plan and traffic study. The memo should note the expected level of service at these intersections and any findings that impact future traffic operation needs. 3. Required Permits a. Prior to any work affecting or on County highways or in County right of way (none currently proposed), the applicant shall coordinate plans with the County Engineer and obtain a Utility or Excavating/Filling/Grading Permit(s) from Carver County Public Works: (http://www.co.carver.mn.us/how-do-i/apply-for/a-permit). Final details of locations, grades, and profiles affecting County roads as well as any utility connections will need to be reviewed and approved prior to any permits. b. Any damages, modifications, or changes incurred on County highways from current or approved conditions will need to remedied or updated at development expense, including costs incurred by the County. These are the County’s comments at this time. If you have any questions or need further assistance, please contact staff noted below: Joan Guthmiller Administrative Technician Carver County Public Works 952.466.5201 jguthmiller@co.carver.mn.us Angie Stenson AICP Sr. Transportation Planner Carver County Public Works 952.466.5273 astenson@co.carver.mn.us Dan McCormick, P.E. PTOE Traffic Services Supervisor Carver County Public Works 952.466.5208 dmccormick@co.carver.mn.us CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ss. COLNTYOFCARVER ) I, Kim T. Meuwissen, being first duly sworn, on oath deposes that she is and was on November 19,2020, the duly qualified and acting Deputy Clerk ofthe City ofChanhassen' Minnesota; that on said date she caused to be mailed a copy ofthe attached notice ofa Public Hearing to consider a request for an amendment to the chanhassen Gateway PUD to allow Automotive Repair Shops; and an amendment to the Crossroads of chanhassen site Plan with variances for the construction of a 51100 sf automotive repair shop @uilding 4E) located at 8941 Crossroads Boulevard. Zoned Planned Unit Development @UD). Planning Case No. 2020-21to 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 names and addresses ofsuch ownets were those appearing as such by the records of the County Treasurer, Carver County, Minnesota, and by other appropriate records. Kim T. Meuwissen, Deputy Cl Subscribed and swom to be me JEAiI M SIECI(LJI{G ilmry n..Io.ilfnt€.ota ry*i3rar..Lltr,r@1 t thisRlh day of 2020. Notary Public Seal) 2 Disclaiire, This map is rErther a legally rccorded map nor a survey and is not intendd lo be used as one. This map is a comFilaton of reco.ds, informatron and data located in various city, county, state and tederal offices and other sources regading the area shown and is to be ud for refeence purposs only The City does not wanant thal the Geographic lniormatbn System (GlS) Data used to prepare this map are eror free, ancl the City does not represent that the GIS Data can be used for navioatjonal. tracking or any other Durpose requidng exacting measurement of distance or dareclion or precision in the depiction of geoOhphic features. The prerceding disclaimer is provided pu6uant to Minnesota stalutes s466.03, Subd. 21 (2000), and lhe uger of this map acknowledges that the City shall not be liable for any damag€s, and expressly waives all claims, and agrees to defend, andemnify. and hold hamless the City ftom any and all daams blought by User, its employees or agents. or third parties which ads€ out of the use/s access or use of data provrded. TAX_NAMEI cTAX_ADD-LI r cTAX_ADD_L2l Next RecordD(TAX-NA lEr I<TAX_ADD_Llr ITAX_ADD_L2r This map is nejther a leoally recorded map nor a survey and is not intended to b€ used as one. This mep is a compilaton of records, informatlon and data located in vaious crty, county, state and federal offices and other sources regarding the area shown, and is to b€ used for reference purposes only. The Crty does not wanant that the Geographic lniormaton System (GlS) Data used to prepare tiis map are enor free. and the City does not represenl thal the GIS Oata can be used for navigat,onal, t acking or any other purpose requiring exactng measurernenl of distance or directon or precision in the deprcton ol geographic features. The preceding d6daamer is provrded pulsuant to Minnesota Stat es y66.03. Subd. 21 (2000), and tne user of this map acknowledge5 Ulat tie City shall not be liaue for any damages, and e)Q.essly waives all daims, and agrees to defend, indemnify, and hold hamless lhe Crty from any and allclaims b.ought by User, its employees or agents. or thard partres whici atise out of the use/s acaess or use of dala provided. rv ID I ; E-.tIF-: J tl. EI I z J r :":ri.:--7 I ti r I o, E q E P EI 2 F E cioIF. oNoN o) o Eoo IDotoE o) fF 2( I) o ooF. F- u; tu. o E o c oo r o olc o Eo. 9o o,)o c5rF SE ca :c(!< : r! h }EEE€ O ., YE s! gEs otl Q o_-;? xesk >, --, I ar EX:fE66: E: 39EE:; T€ EP-. e* 6; I 9E c E I rE;!: 6 o ;a E acorlrr Ee54ii!.=-E':b 88ts tr EEO(, o E 6q) rn'6 o 06 c oI 9 Ev q) g o 06 o o! 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'.J \.r .'l {{ !:r>l:lEdddo' or oi oi oi oi or or o\ o1 ororootolqoro!oo1 or(^ol EHEEEddEHEEdEEHEd$EdddHdEHE5EXEEEEEsEsEtsgg838336ts38838 Page 1 October 30, 2020 Sharmeen Al-Jaff Senior Planner City of Chanhassen 7700 Market Boulevard, P.O. Box 147 Chanhassen, MN 55317 RE: Kimley Horn and Associates- Case No. 2020-21 Dear Ms. Al-Jaff, Kimley-Horn has reviewed the comments provided by City of Chanhassen, dated September 30, 2020, and has modified the plans accordingly. The comments and responses are listed below. Responses to comments are in bold italics. ENVIRONMENTAL RESOURCES 1. The applicant shall plant a minimum of six trees in the parking lot. Two trees have been provided within the parking lot islands to provide screening of the garage doors as well as 5 additional trees throughout the rest of the site. In addition to the two trees provided in the parking lot, and to provide additional screening, tall shrubs have been placed along the east property line and southwest of the parking lot to screen the parking area and service garage doors. Please refer to Landscape Plan for details. 2. The applicant shall meet the minimum 10’ interior width for all landscaped islands and peninsulas. Island widths have been revised to provide a minimum interior width of 10’. Please refer to Sheet C2.0. 3. The applicant shall include landscaping along the eastern property line that screens the parking area and garage door. Tall shrub landscaping has been provided along the east property line to provide screening of the garage service doors. Please refer to Sheet LP-1. 4. The applicant shall include a minimum of two over story trees to be planted along Crossroads Boulevard. Two over story trees have been provided along Crossroads Boulevard. Please refer to Sheet LP-1. 5. All existing trees on site to be saved during construction shall be protected at all times by tree preservation fencing. Trees that are damaged or dead will be replaced. Existing trees on site and within the limits of disturbance are to be protected in place through the duration of construction. Please refer to Sheet C1.0 for tree protection location and Sheet C1.1 for tree protection detail. Page 2 ENGINEERING 1. The applicant shall provide a traffic control plan for review and approval for the remo val and restoration of the original access had from Crossroads Boulevard prior to commencement of construction activities on-site. Traffic control plans shall be prepared by the Contractor for work completed within the public right-of-way. The Contractor shall submit a traffic control plan to the City for review prior to construction activity onsite. 2. The applicant shall provide analysis that the proposed north driveway location is adequately spaced as to not create adverse impacts to Crossroads Boulevard and that the largest design vehicle accessing the site can turn into the north driveway access from Crossroads Boulevard from both northbound and southbound movements) prior to permits being issued. The northern access to the proposed project is aligned with the curb line with the existing gas station, and is spaced approximately 55 feet from Crossroads Blvd. Vehicles entering the site will have a free right turn movement into the site, so impacts on Crossroads Blvd from cars entering the site shall be minimal. The preliminary PUD plans show a direct access to Crossroads Blvd, to us direct access to Crossroads Blvd would have a greater impact to traffic flow on Crossroad Blvd. By moving the access to the north side of the property, vehicles will only enter and exit the development in three locations, allowing Crossroads Blvd to have a better traffic flow pattern. Additionally, by removing the parking from the southerly access road that was shown in Preliminary Plans, the southern drive to Crossroads Blvd functions much better as well. A vehicle access exhibit (EX-1) included in the proposed civil documents is provided displaying the vehicle access route for a design vehicle entering the site from Crossroads Boulevard. 3. The water service lateral located on the existing condition survey near the southeast corner of the site shall be abandoned by removing the stub to the main and capping per City Standards. Noted. The existing water service on the southeast corner of the property shall be removed to the main and capped per City Standards and Specification. Please refer to Sheet C1.0. 4. The water service lateral shall meet current City specifications, which shall include a 1” plastic service lateral. Noted. The proposed water service lateral shall be a 1” plastic service lateral per City Standard Plate 1005. Please refer to Sheet C4.0 and C4.1. 5. The sanitary service lateral shall connect to the existing manhole via a core and boot connec tion. Noted. A note on the utility plan has been added to direct the contractor on how to make this connection. 6. The applicant shall pay the appropriate sanitary sewer and water trunk hook-up fees at the time of building permit issuance. These fees are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. The 2020 rates are $2,302.00/unit and 7,974.00/unit for sanitary sewer and water, respectively. Noted. Applicable fees shall be paid prior to permit issuance. CONSTRUCTION PLANS 1. Sheet C0.1: Page 3 a. Grading and drainage note 5 shall be updated to require placement of 6” of topsoil, and not 4”, in accordance with City Standards This note has been modified on Sheet C0.1. b. Note 10 shall be updated to also require coordination with the City’s Water Resources Coordinator (952-227-1168) This note has been modified on Sheet C0.1. 2. Sheet C1.0: a. Add note that any construction outside the property limits of the site shall be coordinated with the other owners of the PUD (typ.) This note has been added on Sheet C1.0. b. Add note to remove stub to main for existing water service stub near southeast corner of the site This note has been added on Sheet C1.0. c. Update erosion control plan note 7 to “remove” and not “removal” This note has been updated on Sheet C1.0. d. Update erosion control plan note 10 requiring the use of bio logs in the event of frozen soils as a temporary measure and requires approval from the City’s erosion control inspector This note has been updated on Sheet C1.0. e. Update erosion control note 11 to eliminate “at City Hall” and replace “City Engineer” with “Water Resources Coordinator” This note has been updated on Sheet C1.0. f. The sequencing of construction indicates the use of wheel washes, Porta-Pottys, trailers, etc. and all proposed locations shall be located on the plans, update accordingly An area for these construction-related items has been added to the Erosion Control Phase 1 and Phase 2 plans, please refer to Sheets C1.0 and C3.0. g. Add to notes the requirement that a traffic control plan shall be adhered to during the removal and replacement of the driveway access off Crossroads Boulevard and coordination shall be had through the City’s Public Works Department (952-227-1300) prior to commencement of construction operations This note has been added on Sheet C1.0. 3. Sheet C1.1: a. Add concrete washout detail (#5304) as the use of a concrete wash-out was called out for on subsequent plan sheets Concrete washout detail (5304) has been added to sheet C1.1. b. Verify all details are the most recent versions (typ.) The most recent versions of City standard details are incorporated into the civil plan set. Page 4 4. Sheet C3.0: a. Call out for BP-1 indicates storage volume of 1,645 square feet, update unit of measurement accordingly The volume now has a unit of CF, cubic feet. b. Existing stormwater conveyance system is showing incorrect flow directions, adjust accordingly for clarity The conveyance direction of existing infrastructure has been updated to reflect correct flow direction. c. Update grading plan note 13 to require 6” of topsoil This note has been updated on Sheet C3.0. 5. Sheet C3.1: a. Note 5 discusses that no excavation equipment shall travel within underground infiltration system area; it is recommended that this area be called out on all plan sheets that will require construction equipment to travel near the underground system or add a note to applicable sheets Underground BMP limits have been added to construction sheets. 6. Sheet C4.0: a. Verify the call-out for the existing 27” storm sewer is HDPE as City records indicate it as RCP Existing 27” storm sewer callout has been revised to reflect RCP material. b. Consider adding insulation where water services cross existing and proposed storm sewer pipes Minimum 4” thick rigid polystyrene installation has been added between proposed and existing storm sewer and proposed water main. Please refer to sheet C4.0. c. Relocate the curb stop to the property line, update plans accordingly The curb stop has been relocated to the property line. Please refer to sheet C4.0. d. Update note for sanitary sewer service connection to be “core and boot” We are proposing to connect to the existing sanitary sewer service using an 8”x6” reducer; a “core and boot” connection is not needed for the sanitary sewer service connection e. Clarify the method for the removal of the existing 8” sanitary stub either on the call -out or in the notes Since the stub is already in place, we are proposing to install an 8” X 6” reducer connection right outside of the manhole to preserve the watertight connection to the manhole and then extend the service. f. In the upper left corner of the plan sheet there is a call out for “Water” and “Sanitary” with contact information for Ashley McGovern the City Finance Clerk responsible for billing; however, the Public Works Department or the Engineering Department would be the departments to assist with construction, specifications, and detail questions as it relates to build-out, update accordingly This note has been updated to reference the correct City of Chanhassen contacts for construction. Page 5 g. Utility plan note 3 shall be updated as to eliminate the use of type “k” copper tubing and reflect current City Standards, see detail #1005 for water services or the City’s Standard Specifications The note has been updated to use PE/HDPE or PEX piping per City Standard detail 1005. Please refer to Sheet C4.0. h. Update keynote legend to eliminate the use of type “K” copper tubing and ¾” sizing, see detail #1005 for water services or the City’s Standard Specifications The keynote has been updated to use PE/HDPE or PEX piping per City Standard detail 1005. Please refer to Sheet C4.0. 7. Sheet LI-1 a. No private irrigation lines shall be located within public ROW, adjust plans accordingly Irrigation design is diagrammatic. All piping, valves, and other equipment shown within paved areas or out of property boundaries are for design clarification only, and shall be installed in planting areas within the property lines or limits indicated on plan. Please see Irrigation Disclaimer on Sheet LI-1. WATER RESOURCES 1. The applicant has provided an erosion and sediment control plan as required by Chapter 19-145 of the City Code. The applicant shall update the plans to include the City’s Water Resources Coordinator as the contact on the plans (Matt Unmacht, Water Resources Coordinator, 952-227- 1168). The point of contact has been updated and provided on Sheets C1.0 and C3.0. 2. The applicant shall evaluate and analyze that the impervious surface from this site will not inundate or negatively impact the downstream MnDOT facility based on new rainfall requ irements (TP-40 vs. NOAA Atlas 14). This analysis must be provided to the City under separate cover. It is our understanding the downstream MnDOT facility was designed utilizing the TP -40 rainfall data. The stormwater report has been revised to analyze the proposed development using Atlas-14 rainfall data in comparison to the originally designed MnDOT drainage facility using TP-40. Based on this analysis, the stormwater retention BMPs proposed for the project release stormwater at a rate that is less than the rate that is assumed to be accounted for in the previous TP-40 event. This project does not adversely impact the downstream stormwater system. PLANNING 1. Approval of the site plan shall be contingent upon approval of the Planned Unit Development amendment to allow Automotive Repair shops. Noted. It is understood that amendment of the Planned Unit Development to allow for automotive repair use is required for site plan approval. 2. All rooftop and ground equipment must be screened from views. Noted. All rooftop and ground mechanical equipment shall be screened from public view. Any roof-mounted mechanical equipment is screened by proposed building parapet. Additionally, the pad-mounted transformer is proposed to be screened to the extent feasible with plant materials. 3. Sign illumination and design shall comply with ordinance. Page 6 The proposed monument sign meets the required ordinance of a maximum of 24 square feet and maximum 5’ height and set back a minimum from all property line. The building mounted signage meets the required ordinances for both the street frontage and internal road view. The building mounted signs comply with the maximum allowed percentage of wall area. All sign illumination and sizing comply with the city ordinances, please see included monument sign design plans. 4. The exterior material for the trash enclosure must be of the same exterior material as the building. Recycling space and other solid waste collection space should be contained within the same enclosure. Recycling and trash shall be located within the same enclosure. The trash enclosure attached to the building utilizes the same materials as the building for uniformity. 5. The design of the building shall be modified to complement surrounding buildings. The design of the building has been modified to complement surrounding buildings . Colors, materials and textures, and key design elements have been incorporated to complement the surrounding buildings within the Planned Unit Development. Please refer to Architectural Elevations. 6. The applicant must prepare a lighting plan and include photometrics. Light levels for site lighting shall be no more than one-half foot candle at the project perimeter property line. This does not apply to street lighting. The applicant has not submitted a light fixture design. This fixture must meet the light fixture specified in the Planning Unit Development governing the subject site. A photometrics plan has been included within the architectural plans. Light levels ar e less than one-half foot candles at the project perimeter property line . 7. The monument sign may not exceed 24 square feet in area nor be higher than 5 feet. The sign shall be located 10 feet from the property line. A sign permit is required before constr uction of the sign. Sign design conforms to the maximum 24 square feet in area and height restriction of 5 feet. The sign is located 10 feet from the western property line. Please refer to Monument Design sheet included in this submittal and Sheet C2.0 for monument sign location. A sign permit shall be obtained prior to construction. 8. Recycling space and other solid waste collection space should be contained within the same enclosure as the trash. Recycling and trash shall be contained within one enclosure located on the north side of the building. 9. Any prior approvals for a bank building on the subject site shall be null and void. Noted. Prior approvals for a proposed bank building as part of the initial planned unit development 10. No unlicensed or inoperable vehicles shall be stored on-premises except in appropriately designed and screened storage areas. Inoperable or unlicensed vehicles shall be stored indoors or screened storage areas. Vehicles which are inoperable, or while being prepared for multiple consecutive days shall be stored indoors. 11. All repair, assembly, disassembly and maintenance of vehicles shall occur within closed building except minor maintenance including, but not limited to, tire inflation, adding oil and wiper Page 7 replacement. Noted. Repairs, assembly, disassembly and maintenance of vehicles shall all occur within closed building. 12. No public address system. A public address of 8941 Crossroads Boulevard per Carver County GIS is assigned to the subject property. 13. No sales, storage or display of used automobiles or other vehicles such as motorcycles, snowmobiles, or all-terrain vehicles. Noted. The proposed Christian Brothers development does not sell, store, display used automobiles or other vehicles such as motorcycles, snowmobiles, or all-terrain vehicles. 14. Disposal of vehicle fluids shall comply with PCA regulations. All vehicle fluids are collected interior to the building and disposed of in accordance with MPCA guidelines and regulations. 15. Facilities for the collection of waste oil must be provided. All vehicle oil is collected interior to the building and disposed of in accordance with MPCA guidelines and regulations. 16. All service/garage doors shall be screened. Service/garage doors are screened from neighboring development view utilizing trees within the parking lot and perimeter landscaping along the east property line and southwest of the proposed parking lot. 17. The building architecture shall complement surrounding buildings." The design of the building has been modified to complement surrounding buildings. Colors, materials and textures, and key design elements have been incorporated to complement the surrounding buildings within the Planned Unit Development. Please refer to Architectural Elevations. Thank you for the thorough review of the layout. Please contact me with any questions regarding the responses. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. Christian Jones – Project Manager This document, togetherwith the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.SHEET NUMBER 2020 KIMLEY-HORN AND ASSOCIATES, INC.767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114PHONE: 651-645-4197WWW.KIMLEY-HORN. COMK:\TWC_LDEV\CHRISTIAN BROTHERS AUTOMOTIVE\Chanhassen, MN\3 Design\CAD\ PlanSheets\C0-COVER SHEET.dwg October 29, 2020 - 1:59pmBYREVISIONSNo. DATE1CITY COMMENTS10/16/ 2020CJJPRELIMINARY - NOT FOR CONSTRUCTIONPREPARED FORCOVER SHEETC0.08941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATE:I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.BRANDON R. ELEGERT, P.E.10/29/202050387DATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/ 2020AS SHOWNCJJKAMBRENORTH VICINITY N.T.S.SITE CHANHASSEN, CARVER COUNTY, MN 1.CONTRACTOR SHALL CONFIRM THAT THE EXISTING CONDITIONS FOR THE SITE MATCH WHAT IS SHOWN ON THE DRAWINGS INCLUDED PRIOR TO CONSTRUCTION. 2.IF REPRODUCED, THE SCALES SHOWN ON THESE PLANS ARE BASED ON A 22X34 SHEET.3. ALL NECESSARY INSPECTIONS AND/ OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICES COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICES.4.ALL GENERAL CONTRACTOR WORK TO BE COMPLETED ( EARTHWORK, FINAL UTILITIES,AND FINAL GRADING) BY THE MILESTONE DATE IN PROJECT DOCUMENTS.NOTES:LANDSCAPE ARCHITECT EVERGREEN DESIGN GROUP, INC.PO BOX 2193 GARNER, NC 27529 TELEPHONE: ( 800) 680-6630 FAX: (866) 579-8452 CONTACT: RODNEY MCNABB PROJECT TEAM:SURVEYOR EGAN, FIELD & NOWAK, INC.1229 TAYLOR STREET NE, SUITE 100 MINNEAPOLIS, MN 55413 TELEPHONE: (612) 466-3300 CONTACT: ERIC ROESER ENGINEER KIMLEY-HORN AND ASSOCIATES, INC.PREPARED BY: BRANDON R. ELEGERT,P.E.767 EUSTIS STREET, SUITE 100 ST. PAUL, MN 55114 TELEPHONE ( This document, togetherwith the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.SHEET NUMBER 2020 KIMLEY-HORN AND ASSOCIATES, INC.767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114PHONE: 651-645-4197WWW.KIMLEY-HORN.COMK:\ TWC_LDEV\CHRISTIAN BROTHERS AUTOMOTIVE\Chanhassen, MN\3 Design\CAD\PlanSheets\C1-GENERAL NOTES.dwg October 29, 2020 - 1:59pmBYREVISIONSNo.DATE1CITY COMMENTS10/16/2020CJJPRELIMINARY - NOT FOR CONSTRUCTIONPREPARED FORGENERAL NOTESC0.18941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATE:I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.BRANDON R. ELEGERT, P.E. 10/29/202050387DATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/2020AS SHOWNCJJKAMBREGENERAL CONSTRUCTION NOTES 1.THE CONTRACTOR AND SUBCONTRACTORS SHALL OBTAIN A COPY OF THE MN DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR CONSTRUCTION" (LATEST EDITION) AND BECOME FAMILIAR WITH THE CONTENTS PRIOR TO COMMENCING WORK, AND, UNLESS OTHERWISE NOTED, ALL WORK SHALL CONFORM AS APPLICABLE TO THESE STANDARDS AND SPECIFICATIONS.2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING ALL MATERIAL AND LABOR TO CONSTRUCT THE FACILITY AS SHOWN AND DESCRIBED IN THE CONSTRUCTION DOCUMENTS IN ACCORDANCE WITH THE APPROPRIATE APPROVING AUTHORITIES, SPECIFICATIONS AND REQUIREMENTS. CONTRACTOR SHALL CLEAR AND GRUB ALL AREAS UNLESS OTHERWISE INDICATED, REMOVING TREES, STUMPS, ROOTS, MUCK,EXISTING PAVEMENT AND ALL OTHER DELETERIOUS MATERIAL.3.THE EXISTING SUBSURFACE UTILITY INFORMATION IN THIS PLAN IS QUALITY LEVEL "D" UNLESS OTHERWISE NOTED. THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF CI/ACSE 38/02,ENTITLED STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF SUBSURFACE QUALITY DATA BY THE FHA. EXISTING UTILITIES SHOWN ARE LOCATED ACCORDING TO THE INFORMATION AVAILABLE TO THE ENGINEER AT THE TIME OF THE TOPOGRAPHIC SURVEY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR THE ENGINEER. GUARANTEE IS NOT MADE THAT ALL EXISTING UNDERGROUND UTILITIES ARE SHOWN OR THAT THE LOCATION OF THOSE SHOWN ARE ENTIRELY ACCURATE. FINDING THE ACTUAL LOCATION OF ANY EXISTING UTILITIES IS THE CONTRACTOR'S RESPONSIBILITY AND SHALL BE DONE BEFORE COMMENCING ANY WORK IN THE VICINITY. FURTHERMORE,THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES DUE TO THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES.THE OWNER OR ENGINEER WILL ASSUME NO LIABILITY FOR ANY DAMAGES SUSTAINED OR COST INCURRED BECAUSE OF THE OPERATIONS IN THE VICINITY OF EXISTING UTILITIES OR STRUCTURES, NOR FOR TEMPORARY BRACING AND SHORING OF SAME. IF IT IS NECESSARY TO SHORE, BRACE, SWING OR RELOCATE A UTILITY, THE UTILITY COMPANY OR DEPARTMENT AFFECTED SHALL BE CONTACTED AND THEIR PERMISSION OBTAINED REGARDING THE METHOD TO USE FOR SUCH WORK.4.IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE VARIOUS UTILITY COMPANIES WHICH MAY HAVE BURIED OR AERIAL UTILITIES WITHIN OR NEAR THE CONSTRUCTION AREA BEFORE COMMENCING WORK. THE CONTRACTOR SHALL PROVIDE 48 HOURS MINIMUM NOTICE TO ALL UTILITY COMPANIES PRIOR TO BEGINNING CONSTRUCTION.5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED CONSTRUCTION PERMITS AND BONDS IF REQUIRED PRIOR TO CONSTRUCTION.6.THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE AT ALL TIMES ONE COPY OF THE CONSTRUCTION DOCUMENTS INCLUDING PLANS, SPECIFICATIONS, GEOTECHNICAL REPORT AND SPECIAL CONDITIONS AND COPIES OF ANY REQUIRED CONSTRUCTION PERMITS. 7.ANY DISCREPANCIES ON THE DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER AND ENGINEER BEFORE COMMENCING WORK. NO FIELD CHANGES OR DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIOR APPROVAL OF THE OWNER AND NOTIFICATION TO THE ENGINEER.8.ALL COPIES OF COMPACTION, CONCRETE AND OTHER REQUIRED TEST RESULTS ARE TO BE SENT TO THE OWNER DIRECTLY FROM THE TESTING AGENCY.9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR DOCUMENTING AND MAINTAINING AS-BUILT INFORMATION WHICH SHALL BE RECORDED AS CONSTRUCTION PROGRESSES OR AT THE COMPLETION OF APPROPRIATE CONSTRUCTION INTERVALS AND SHALL BE RESPONSIBLE FOR PROVIDING AS-BUILT DRAWINGS TO THE OWNER FOR THE PURPOSE OF CERTIFICATION TO JURISDICTIONAL AGENCIES AS REQUIRED. ALL AS-BUILT DATA SHALL BE COLLECTED BY A STATE OF MN PROFESSIONAL LAND SURVEYOR WHOSE SERVICES ARE ENGAGED BY THE CONTRACTOR.10.ANY WELLS DISCOVERED ON SITE THAT WILL HAVE NO USE MUST BE PLUGGED BY A LICENSED WELL DRILLING CONTRACTOR IN A MANNER APPROVED BY ALL JURISDICTIONAL AGENCIES. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY WELL ABANDONMENT PERMITS REQUIRED.11.ANY WELL DISCOVERED DURING EARTH MOVING OR EXCAVATION SHALL BE REPORTED TO THE APPROPRIATE JURISDICTIONAL AGENCIES WITHIN 24 HOURS AFTER DISCOVERY IS MADE.12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS DO NOT CONFLICT WITH ANY KNOWN EXISTING OR OTHER PROPOSED IMPROVEMENTS. IF ANY CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITE WORK THAT WOULD BE AFFECTED. FAILURE TO NOTIFY OWNER OF AN IDENTIFIABLE CONFLICT PRIOR TO PROCEEDING WITH INSTALLATION RELIEVES OWNER OF ANY OBLIGATION TO PAY FOR A RELATED CHANGE ORDER.13.SHOULD CONTRACTOR ENCOUNTER ANY DEBRIS LADEN SOIL, STRUCTURES NOT IDENTIFIED IN THE DOCUMENTS, OR OTHER SOURCE OF POTENTIAL CONTAMINATION, THEY SHALL IMMEDIATELY CONTACT THE ENGINEER AND OWNER.TYPICAL OWNER/ENGINEER OBSERVATIONS CONTRACTOR SHALL NOTIFY OWNER AND/OR ENGINEER 48 HOURS IN ADVANCE OF THE FOLLOWING ACTIVITIES: PRE-CONSTRUCTION MEETING, SUBGRADE PREPARATION, BASE INSTALLATION ASPHALT INSTALLATION, UNDERGROUND PIPING AND UTILITIES INSTALLATION,INSTALLATION OF STRUCTURES, CHECK VALVES, HYDRANTS, METERS, ETC., SIDEWALK INSTALLATION, CONNECTIONS TO WATER AND SEWER MAINS, TESTS OF UTILITIES 3RD PARTY TEST REPORTS REQ'D TEST REPORTS REQUIRED FOR CLOSE OUT INCLUDE, BUT ARE NOT LIMITED TO: DENSITY TEST REPORTS BACTERIOLOGICAL TESTS OF WATER SYSTEM PRESSURE TEST OF WATER/SEWER LEAK TESTS ON SEWER SYSTEM AND GREASE TRAPS ANY OTHER TESTING REQUIRED BY THE AGENCY/ MUNICIPALITY WATER STORM SEWER & SANITARY SEWER NOTES 1.THE CONTRACTOR SHALL CONSTRUCT GRAVITY SEWER LATERALS, MANHOLES, GRAVITY SEWER LINES,AND DOMESTIC WATER AND FIRE PROTECTION SYSTEM AS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL FURNISH ALL NECESSARY MATERIALS, EQUIPMENT, MACHINERY, TOOLS, MEANS OF TRANSPORTATION AND LABOR NECESSARY TO COMPLETE THE WORK IN FULL AND COMPLETE ACCORDANCE WITH THE SHOWN, DESCRIBED AND REASONABLY INTENDED REQUIREMENTS OF THE CONTRACT DOCUMENTS AND JURISDICTIONAL AGENCY REQUIREMENTS. IN THE EVENT THAT THE CONTRACT DOCUMENTS AND THE JURISDICTIONAL AGENCY REQUIREMENTS ARE NOT IN AGREEMENT, THE MOST STRINGENT SHALL GOVERN.2.ALL EXISTING UNDERGROUND UTILITY LOCATIONS SHOWN ARE APPROXIMATE. THE CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS FOR UTILITY LOCATION AND COORDINATION IN ACCORDANCE WITH THE NOTES CONTAINED IN THE GENERAL CONSTRUCTION SECTION OF THIS SHEET.3.THE CONTRACTOR SHALL RESTORE ALL DISTURBED VEGETATION IN KIND, UNLESS SHOWN OTHERWISE.4. DEFLECTION OF PIPE JOINTS AND CURVATURE OF PIPE SHALL NOT EXCEED THE MANUFACTURER'S SPECIFICATIONS. SECURELY CLOSE ALL OPEN ENDS OF PIPE AND FITTINGS WITH A WATERTIGHT PLUG WHEN WORK IS NOT IN PROGRESS. THE INTERIOR OF ALL PIPES SHALL BE CLEAN AND JOINT SURFACES WIPED CLEAN AND DRY AFTER THE PIPE HAS BEEN LOWERED INTO THE TRENCH. VALVES SHALL BE PLUMB AND LOCATED ACCORDING TO THE PLANS.5. ALL PIPE AND FITTINGS SHALL BE CAREFULLY STORED FOLLOWING MANUFACTURER'S RECOMMENDATIONS. CARE SHALL BE TAKEN TO AVOID DAMAGE TO THE COATING OR LINING IN ANY D.I.PIPE FITTINGS. ANY PIPE OR FITTING WHICH IS DAMAGED OR WHICH HAS FLAWS OR IMPERFECTIONS WHICH, IN THE OPINION OF THE ENGINEER OR OWNER, RENDERS IT UNFIT FOR USE, SHALL NOT BE USED.ANY PIPE NOT SATISFACTORY FOR USE SHALL BE CLEARLY MARKED AND IMMEDIATELY REMOVED FROM THE JOB SITE, AND SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE.6.WATER FOR FIRE FIGHTING SHALL BE MADE AVAILABLE FOR USE BY THE CONTRACTOR PRIOR TO COMBUSTIBLES BEING BROUGHT ON SITE.7.ALL UTILITY AND STORM DRAIN TRENCHES LOCATED UNDER AREAS TO RECEIVE PAVING SHALL BE COMPLETELY BACK FILLED IN ACCORDANCE WITH THE GOVERNING JURISDICTIONAL AGENCY' S SPECIFICATIONS. IN THE EVENT THAT THE CONTRACT DOCUMENTS AND THE JURISDICTIONAL AGENCY REQUIREMENTS ARE NOT IN AGREEMENT, THE MOST STRINGENT SHALL GOVERN. 8.UNDERGROUND LINES SHALL BE SURVEYED BY A STATE OF MN PROFESSIONAL LAND SURVEYOR PRIOR TO BACK FILLING.9.CONTRACTOR SHALL PERFORM, AT HIS OWN EXPENSE, ANY AND ALL TESTS REQUIRED BY THE SPECIFICATIONS AND/OR ANY AGENCY HAVING JURISDICTION. THESE TESTS MAY INCLUDE, BUT MAY NOT BE LIMITED TO, INFILTRATION AND EXFILTRATION, TELEVISION INSPECTION AND A MANDREL TEST ON GRAVITY SEWER. A COPY OF THE TEST RESULTS SHALL BE PROVIDED TO THE UTILITY PROVIDER, OWNER AND JURISDICTIONAL AGENCY AS REQUIRED.10.CONTRACTOR SHALL PROVIDE FOR A MINIMUM HORIZONTAL CLEARANCE OF 10' AND A VERTICAL CLEARANCE OF 18" BETWEEN WATER AND SANITARY SEWER MANHOLES AND LINES.11.IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR AND/ OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER.12.ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE CONNECTION AT STRUCTURE IS WATERTIGHT UNLESS OTHERWISE STATED BY CITY AND STATE DESIGN STANDARDS AND SPECIFICATIONS.13.UNLESS OTHERWISE STATED IN CITY AND STATE DESIGN STANDARDS AND SPECIFICATIONS, ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING & COVERS. MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS SHALL BE LABELED "STORM SEWER". EXISTING CASTINGS AND STRUCTURES WITHIN PROJECT LIMITS SHALL BE ADJUSTED TO MEET THESE CONDITIONS AND THE PROPOSED FINISHED GRADE.14. TOPOGRAPHIC INFORMATION IS TAKEN FROM A TOPOGRAPHIC SURVEY BY LAND SURVEYORS. IF THE CONTRACTOR DOES NOT ACCEPT EXISTING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, THEN THE CONTRACTOR SHALL SUPPLY, AT THEIR EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR TO THE OWNER FOR REVIEW.15.CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. 16.ALL STORM STRUCTURES SHALL HAVE A SMOOTH UNIFORM POURED MORTAR FROM INVERT IN TO INVERT OUT.17.ROOF DRAINS SHALL BE CONNECTED TO STORM SEWER BY PREFABRICATED WYES OR AT STORM STRUCTURES. ROOF DRAINS AND TRUCK WELL DRAIN SHALL RUN AT A MINIMUM 1% SLOPE, UNLESS NOTED OTHERWISE, AND TIE IN AT THE CENTERLINE OF THE STORM MAIN.18.ALL ROOF AND SANITARY SEWER DRAINS SHALL BE INSULATED IF 7' OF COVER CANNOT BE PROVIDED.19.THE CONTRACTOR SHALL PROTECT EXISTING UNDERGROUND UTILITIES AND APPURTENANCES THAT ARE TO REMAIN FROM DAMAGE DURING CONSTRUCTION OPERATIONS.20.THE LOCATION OF EXISTING UTILITIES, STORM DRAINAGE STRUCTURES AND OTHER ABOVE AND BELOW-GRADE IMPROVEMENTS ARE APPROXIMATE AS SHOWN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT LOCATION, SIZE AND INVERT ELEVATIONS OF EACH PRIOR TO THE START OF CONSTRUCTION.21.A MINIMUM OF 5' SEPARATION IS REQUIRED BETWEEN UTILITIES AND TREES UNLESS A ROOT BARRIER IS UTILIZED.22.GAS, PHONE AND ELECTRIC SERVICES SHOWN FOR INFORMATIONAL PURPOSES ONLY. DRY UTILITY COMPANIES MAY ALTER THE DESIGN LAYOUT DURING THEIR REVIEW. CONTRACTOR TO COORDINATE FINAL DESIGN AND INSTALLATION WITH UTILITY COMPANIES.23.COORDINATE UTILITY INSTALLATION WITH IRRIGATION DESIGN AND INSTALLATION.24.ALL DIMENSIONS ARE TO FLOW LINE OF CURB UNLESS OTHERWISE NOTED. PERIMETER WALL DIMENSIONS ARE TO INSIDE WALL FACE. REFERENCE ARCHITECTURAL PLANS FOR EXACT WALL WIDTH AND SPECIFICATIONS.25.REFERENCE ARCHITECTURAL PLANS (BY OTHERS). FOR EXACT BUILDING DIMENSIONS, AND MATERIALS SPECIFICATIONS.26.REFERENCE M.E.P. PLANS ( BY OTHERS) FOR MECHANICAL EQUIPMENT DIMENSIONS AND SPECIFICATIONS.27.CONTRACTOR SHALL REFERENCE STRUCTURAL PLANS (BY OTHERS) FOR MECHANICAL EQUIPMENT DIMENSIONS AND PAD PREPARATION SPECIFICATIONS.28.CONTRACTOR SHALL REFERENCE M.E.P PLANS (BY OTHERS) FOR LIGHT POLE WIRING.GRADING AND DRAINAGE NOTES 1.PRIOR TO GRADING AND DURING THE GRADING OF THE SITE THE CONTRACTOR SHALL COORDINATE WITH THE CITY OF CHANHASSEN'S WATER RESOURCES COORDINATOR AT 952-227-1168.2.GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY THE SUITABILITY OF ALL EXISTING AND PROPOSED SITE CONDITIONS INCLUDING GRADES AND DIMENSIONS BEFORE START OF CONSTRUCTION.THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES. 3.THE CONTRACTOR SHALL GRADE THE SITE TO THE ELEVATIONS INDICATED AND SHALL ADJUST BMP'S AS NECESSARY AND REGRADE WASHOUTS WHERE THEY OCCUR AFTER EVERY RAINFALL UNTIL A GRASS STAND IS WELL ESTABLISHED OR ADEQUATE STABILIZATION OCCURS.4.CONTRACTOR SHALL ENSURE THERE IS POSITIVE DRAINAGE FROM THE PROPOSED BUILDINGS SO THAT SURFACE RUNOFF WILL DRAIN BY GRAVITY TO NEW OR EXISTING DRAINAGE OUTLETS. CONTRACTOR SHALL ENSURE NO PONDING OCCURS IN PAVED AREAS AND SHALL NOTIFY ENGINEER IF ANY GRADING DISCREPANCIES ARE FOUND IN THE EXISTING AND PROPOSED GRADES PRIOR TO PLACEMENT OF PAVEMENT OR UTILITIES.5.CONTRACTOR SHALL PROTECT ALL MANHOLE COVERS, VALVE COVERS, VAULT LIDS, FIRE HYDRANTS,POWER POLES, GUY WIRES, AND TELEPHONE BOXES THAT ARE TO REMAIN IN PLACE AND UNDISTURBED DURING CONSTRUCTION. EXISTING CASTINGS AND STRUCTURES TO REMAIN SHALL BE ADJUSTED TO MATCH THE PROPOSED FINISHED GRADES.6.BACKFILL FOR UTILITY LINES SHALL BE PLACED PER DETAILS, STANDARDS, AND SPECIFICATIONS SO THAT THE UTILITY WILL BE STABLE. WHERE UTILITY LINES CROSS THE PARKING LOT, THE TOP 6 INCHES SHALL BE COMPACTED SIMILARLY TO THE REMAINDER OF THE LOT. UTILITY DITCHES SHALL BE VISUALLY INSPECTED DURING THE EXCAVATION PROCESS TO ENSURE THAT UNDESIRABLE FILL IS NOT USED.7.CONTRACTOR IS RESPONSIBLE FOR THE REMOVAL AND REPLACEMENT OF 6" OF TOPSOIL AT COMPLETION OF WORK. ALL UNPAVED AREAS IN EXISTING RIGHTS-OF- WAY DISTURBED BY CONSTRUCTION SHALL BE REGRADED AND SODDED.8.AFTER PLACEMENT OF SUBGRADE AND PRIOR TO PLACEMENT OF PAVEMENT, CONTRACTOR SHALL TEST AND OBSERVE PAVEMENT AREAS FOR EVIDENCE OF PONDING. ALL AREAS SHALL ADEQUATELY DRAIN TOWARDS THE INTENDED STRUCTURE TO CONVEY STORM RUNOFF. CONTRACTOR SHALL IMMEDIATELY NOTIFY OWNER AND ENGINEER IF ANY DISCREPANCIES ARE DISCOVERED.9.WHERE EXISTING PAVEMENT IS INDICATED TO BE REMOVED AND REPLACED, THE CONTRACTOR SHALL SAW CUT FULL DEPTH FOR A SMOOTH AND STRAIGHT JOINT AND REPLACE THE PAVEMENT WITH THE SAME TYPE AND DEPTH OF MATERIAL AS EXISTING OR AS INDICATED.10. THE CONTRACTOR SHALL INSTALL PROTECTION OVER ALL DRAINAGE STRUCTURES FOR THE DURATION OF CONSTRUCTION AND UNTIL ACCEPTANCE OF THE PROJECT BY THE OWNER. ALL DRAINAGE STRUCTURES SHALL BE CLEANED OF DEBRIS AS REQUIRED DURING AND AT THE END OF CONSTRUCTION TO PROVIDE POSITIVE DRAINAGE FLOWS.11. IF DEWATERING IS REQUIRED, THE CONTRACTOR SHALL OBTAIN ANY APPLICABLE REQUIRED PERMITS.THE CONTRACTOR IS TO COORDINATE WITH THE OWNER, THE DESIGN ENGINEER, AND THE CITY'S WATER RESOURCE COORDINATOR (952-227-1168) PRIOR TO ANY EXCAVATION.12.FIELD DENSITY TESTS SHALL BE TAKEN AT INTERVALS IN ACCORDANCE WITH THE LOCAL JURISDICTIONAL AGENCY OR TO MN/DOT STANDARDS. IN THE EVENT THAT THE CONTRACT DOCUMENTS AND THE JURISDICTIONAL AGENCY REQUIREMENTS ARE NOT IN AGREEMENT, THE MOST STRINGENT SHALL GOVERN.13. ALL SLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE GRADED AS PER PLANS. THE AREAS SHALL THEN BE SODDED OR SEEDED AS SPECIFIED IN THE PLANS, FERTILIZED, MULCHED, WATERED AND MAINTAINED UNTIL HARDY GRASS GROWTH IS ESTABLISHED IN ALL AREAS. ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE JOB SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. ALL EARTHEN AREAS WILL BE SODDED OR SEEDED AND MULCHED AS SHOWN ON THE LANDSCAPING PLAN.14.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF DUST AND DIRT RISING AND SCATTERING IN THE AIR DURING CONSTRUCTION AND SHALL PROVIDE WATER SPRINKLING OR OTHER SUITABLE METHODS OF CONTROL. THE CONTRACTOR SHALL COMPLY WITH ALL GOVERNING REGULATIONS PERTAINING TO ENVIRONMENTAL PROTECTION.15.SOD, WHERE CALLED FOR, MUST BE INSTALLED AND MAINTAINED ON EXPOSED SLOPES WITHIN 48 HOURS OF COMPLETING FINAL GRADING, AND AT ANY OTHER TIME AS NECESSARY, TO PREVENT EROSION, SEDIMENTATION OR TURBID DISCHARGES.16.THE CONTRACTOR SHALL ENSURE THAT LANDSCAPE ISLAND PLANTING AREAS AND OTHER PLANTING AREAS ARE NOT COMPACTED AND DO NOT CONTAIN ROAD BASE MATERIALS. THE CONTRACTOR SHALL ALSO EXCAVATE AND REMOVE ALL UNDESIRABLE MATERIAL FROM ALL AREAS ON THE SITE TO BE PLANTED AND PROPERLY DISPOSED OF IN A LEGAL MANNER.17.THE CONTRACTOR SHALL INSTALL ALL UNDERGROUND STORM WATER PIPING PER MANUFACTURER'S RECOMMENDATIONS AND MN/ DOT SPECIFICATION.18.ALL CONCRETE/ASPHALT SHALL BE INSTALLED PER GEOTECH REPORT, CITY OF CHANHASSEN AND MN/ DOT SPECIFICATIONS.19.SPOT ELEVATIONS ARE TO FLOWLINE OF CURB UNLESS OTHERWISE NOTED.20.LIMITS OF CONSTRUCTION ARE TO THE PROPERTY LINE UNLESS OTHERWISE SPECIFIED ON THE PLAN.21.IMMEDIATELY REPORT TO THE OWNER ANY DISCREPANCIES FOUND BETWEEN ACTUAL FIELD CONDITIONS AND CONSTRUCTION DOCUMENTS.22.THE CONTRACTOR IS RESPONSIBLE FOR LOCATING AND PROTECTING EXISTING UTILITIES, AND SHALL REPAIR ALL DAMAGE TO EXISTING UTILITIES THAT OCCUR DURING CONSTRUCTION WITHOUT COMPENSATION.23.BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK TO EXISTING GRADE.24.ALL PROPOSED GRADES ONSITE SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE INDICATED ON THE PLANS.ANY SLOPES STEEPER THAN 4: 1 REQUIRE EROSION AND SEDIMENT CONTROL BLANKET.25.ADHERE TO ALL TERMS AND CONDITIONS AS NECESSARY IN THE GENERAL N.P.D.E.S. PERMIT AND STORMWATER POLLUTION PREVENTION PLAN FOR STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES.26.ADJUST AND/ OR CUT EXISTING PAVEMENT AS NECESSARY TO ASSURE A SMOOTH FIT AND CONTINUOUS GRADE.27.CONTRACTOR SHALL ENSURE MINIMUM GRADES ARE MET WITHIN PAVED AREAS, 1.2% FOR ASPHALT PAVING AND 0.6% FOR CONCRETE PAVING.EROSION CONTROL NOTES 1.THE STORM WATER POLLUTION PREVENTION PLAN ("SWPPP") IS COMPRISED OF THE EROSION CONTROL PLAN, THE STANDARD DETAILS, THE PLAN NARRATIVE, ATTACHMENTS INCLUDED IN THE SPECIFICATIONS OF THE SWPPP, PLUS THE PERMIT AND ALL SUBSEQUENT REPORTS AND RELATED DOCUMENTS.2.ALL CONTRACTORS AND SUBCONTRACTORS INVOLVED WITH STORM WATER POLLUTION PREVENTION SHALL OBTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION PLAN AND THE STATE OF MN NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM GENERAL PERMIT (NPDES PERMIT) AND BECOME FAMILIAR WITH THEIR CONTENTS.3.BEST MANAGEMENT PRACTICES (BMP'S) AND CONTROLS SHALL CONFORM TO FEDERAL, STATE, OR LOCAL REQUIREMENTS OR MANUAL OF PRACTICE, AS APPLICABLE. THE CONTRACTOR SHALL IMPLEMENT ADDITIONAL CONTROLS AS DIRECTED BY THE PERMITTING AGENCY OR OWNER.4. SITE ENTRY AND EXIT LOCATIONS SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT THE TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC ROADWAYS. ALL SEDIMENT SPILLED, DROPPED,WASHED, OR TRACKED ON A PUBLIC ROADWAY MUST BE REMOVED IMMEDIATELY. WHEN WASHING IS REQUIRED TO REMOVE SEDIMENT PRIOR TO ENTRANCE ONTO A PUBLIC ROADWAY, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN. ALL FINES IMPOSED FOR DISCHARGING SEDIMENT ONTO PUBLIC AREAS SHALL BE PAID BY THE CONTRACTOR.5.TEMPORARY SEEDING OR OTHER APPROVED METHODS OF STABILIZATION SHALL BE INITIATED WITHIN 7 DAYS OF THE LAST DISTURBANCE ON ANY AREA OF THE SITE.6.THE CONTRACTOR SHALL MINIMIZE CLEARING TO THE MAXIMUM EXTENT PRACTICAL OR AS REQUIRED BY THE GENERAL PERMIT.7.CONTRACTOR SHALL DENOTE ON PLAN THE TEMPORARY PARKING AND STORAGE AREA WHICH SHALL ALSO BE USED AS THE EQUIPMENT MAINTENANCE AND CLEANING AREA, EMPLOYEE PARKING AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES.8.ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EQUIPMENT CLEANING, ETC.) SHALL BE DETAINED AND PROPERLY TREATED OR DISPOSED.9.SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS SHALL BE MAINTAINED ON SITE OR READILY AVAILABLE TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL SPILLS AND LEAKS.10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR DUST CONTROL ON SITE. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED.11.RUBBISH, TRASH, GARBAGE, LITTER, OR OTHER SUCH MATERIALS SHALL BE DEPOSITED INTO SEALED CONTAINERS. MATERIALS SHALL BE PREVENTED FROM LEAVING THE PREMISES THROUGH THE ACTION OF WIND OR STORM WATER DISCHARGE INTO DRAINAGE DITCHES OR WATERS OF THE STATE.12.ALL STORM WATER POLLUTION PREVENTION MEASURES PRESENTED ON THE PLAN SHALL BE INITIATED AS SOON AS IS PRACTICABLE.13. ALL STAGING AREAS, STOCKPILES, SPOILS, ETC. SHALL BE LOCATED SUCH THAT THEY WILL NOT ADVERSELY AFFECT STORM WATER QUALITY. OTHERWISE, COVERING OR ENCIRCLING THESE AREAS WITH SOME PROTECTIVE MEASURE WILL BE NECESSARY.14.CONTRACTOR SHALL BE RESPONSIBLE FOR RE-ESTABLISHING ANY EROSION CONTROL DEVICE WHICH THEY DISTURB. EACH CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE OF ANY DEFICIENCIES IN THE ESTABLISHED EROSION CONTROL MEASURES THAT MAY LEAD TO UNAUTHORIZED DISCHARGE OR STORM WATER POLLUTION, SEDIMENTATION, OR OTHER POLLUTANTS. UNAUTHORIZED POLLUTANTS INCLUDE (BUT ARE NOT LIMITED TO) EXCESS CONCRETE DUMPING OR CONCRETE RESIDUE, PAINTS,SOLVENTS, GREASES, FUEL AND LUBRICANT OIL, PESTICIDES, AND ANY SOLID WASTE MATERIALS.15.EROSION CONTROL DEVICES SHOWN ON THESE PLANS SHALL BE INSTALLED PRIOR TO THE START OF LAND-DISTURBING ACTIVITIES ON THE PROJECT.16.ALL EROSION CONTROL DEVICES ARE TO BE INSTALLED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS FOR THIS PROJECT. CHANGES ARE TO BE APPROVED BEFORE CONSTRUCTION BY THE DESIGN ENGINEER AND THE CITY OF CHANHASSEN ENGINEERING DIVISION.17.IF THE EROSION CONTROL PLAN AS APPROVED CANNOT CONTROL EROSION AND OFF-SITE SEDIMENTATION FROM THE PROJECT, THE EROSION CONTROL PLAN WILL HAVE TO BE REVISED AND/OR ADDITIONAL EROSION CONTROL DEVICES WILL BE REQUIRED ON SITE. ANY REVISIONS TO THE EROSION CONTROL PLAN MADE BY THE CONTRACTOR MUST BE APPROVED BY THE ENGINEER.EROSION CONTROL MAINTENANCE ALL MEASURES STATED ON THE EROSION AND SEDIMENT CONTROL PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION AS REQUIRED BY ALL JURISDICTIONS UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABILIZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY A CERTIFIED PERSON AT LEAST ONCE EVERY 7 CALENDAR DAYS AND WITHIN 24 HOURS OF THE END OF A 0.5" RAINFALL EVENT, AND CLEANED AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING:INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING, OR DETERIORATION.1.ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED, WATERED AND RESEEDED AS NEEDED. FOR MAINTENANCE REQUIREMENTS REFER TO THE STANDARD SPECIFICATIONS.2.SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES ONE-THIRD THE HEIGHT OF THE SILT FENCE.3.THE CONSTRUCTION ENTRANCE(S) SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION ENTRANCES AS CONDITIONS DEMAND.4.THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AS CONDITIONS DEMAND.5.ALL MAINTENANCE OPERATIONS SHALL BE DONE IN A TIMELY MANNER BUT IN NO CASE LATER THAN 2 CALENDAR DAYS FOLLOWING THE INSPECTION.PAVING AND STRIPING NOTES 1. ALL PAVING, CONSTRUCTION, MATERIALS, AND WORKMANSHIP WITHIN JURISDICTION'S RIGHT-OF- WAY SHALL BE IN ACCORDANCE WITH LOCAL OR COUNTY SPECIFICATIONS AND STANDARDS (LATEST EDITION) OR MN/DOT SPECIFICATIONS AND STANDARDS (LATEST EDITION) IF NOT COVERED BY LOCAL OR COUNTY REGULATIONS.2.ALL SIGNS, PAVEMENT MARKINGS, AND OTHER TRAFFIC CONTROL DEVICES SHALL CONFORM TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (M.U.T.C.D) AND CITY STANDARDS. 3.CONTRACTOR SHALL FURNISH ALL PAVEMENT MARKINGS FOR FIRE LANES, ROADWAY LANES, PARKING STALLS, ACCESSIBLE PARKING SYMBOLS, ACCESS AISLES, STOP BARS AND SIGNS, AND MISCELLANEOUS STRIPING WITHIN THE PARKING LOT AS SHOWN ON THE PLANS.4.ALL EXPANSION JOINTS SHALL EXTEND THROUGH THE CURB.5.THE MINIMUM LENGTH OF OFFSET JOINTS AT RADIUS POINTS SHALL BE 2 FEET.6.ALL JOINTS, INCLUDING EXPANSION JOINTS WITH REMOVABLE TACK STRIPS, SHALL BE SEALED WITH JOINT SEALANT.7.THE MATERIALS AND PROPERTIES OF ALL CONCRETE SHALL MEET THE APPLICABLE REQUIREMENTS IN THE A.C.I. (AMERICAN CONCRETE INSTITUTE) MANUAL OF CONCRETE PRACTICE.8.CONTRACTOR SHALL APPLY A SECOND COATING OVER ALL PAVEMENT MARKINGS PRIOR TO ACCEPTANCE BY OWNER FOLLOWED BY A COAT OF GLASS BEADS AS APPLICABLE PER THE PROJECT DOCUMENTS.9.ANY EXISTING PAVEMENT, CURBS AND/OR SIDEWALKS This document, togetherwith the concepts and designs presented herein, EXISTING SIGN TO BE REMOVED 921 921 922 922 922 922923924921 922 923924924924921922 9231.70% 1.00% 2. 261. 17%0. 30%3. 69% 2. 89 0. 82%1. 4 5 4.51% 0.86%2.35 1.75%A A A A 50. 0'20.0'PROTECT IN PLACE EXISTING8" PVC SANITARY SEWER PROTECT IN PLACE EXISTING 10" DIP WATERMAIN PROTECT IN PLACE EXISTING 27" HDPE STORM SEWERCROSSROADS BOULEVARDPROTECT IN PLACE EXISTING UTILITIES (TYP.) SFSFSFSFSFSFSFSFSFSFSFSFPROTECT IN PLACE EXISTING TREE ( TYP.)PROTECT IN PLACE EXISTING TREES, TYP.)PROTECT IN PLACE EXISTING TREE ( TYP.)PROTECT IN PLACE EXISTING TREES AND PLANTER, TYP.PROTECT IN PLACE EXISTING STORM SEWER 4. 6 8 SF SF SFSFSFREMOVE EX. WATER STUB TO MAIN,CAP PER CITY OF CHANHASSEN STANDARDS AND SPECIFICATIONS REMOVE EX. WATER STUB TO MAIN,CAP PER CITY OF CHANHASSEN STANDARDS AND SPECIFICATIONS REMOVE EXISTING CURB RAMP REMOVE EXISTING CURB RAMP PROTECT IN PLACE EX. STORM SEWER CONCRETE WASHOUT AREA WATER FROM THE SITE DRAINS VIA SURFACE SHEET FLOW TO THE EXISTING PUBLIC STORM SEWER SYSTEM, WHICH FLOWS NORTH AND EAST TO PUBLIC STORM SEWER SYSTEM AT THE INTERSECTION OF MN-101 AND CROSSROADS BOULEVARD AND EVENTUALLY TO LAKE RILEY SOUTHEAST OF THE SITE CONSTRUCTION RELATED ITEMS PROTECT IN PLACE EXISTING8" SANITARY SEWER CONTRACTOR TO PROVIDE PEDESTRIAN DETOUR ROUTE DURING REMOVAL OF SIDEWALK AND DRIVEWAY This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.SHEET NUMBER 2020 KIMLEY-HORN AND ASSOCIATES, INC.767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114PHONE: 651-645-4197WWW.KIMLEY-HORN.COMK:\ TWC_LDEV\CHRISTIAN BROTHERS AUTOMOTIVE\Chanhassen, MN\3 Design\CAD\PlanSheets\C2-DEMO PLAN. dwg October 29, 2020 - 2:01pmBYREVISIONSNo.DATE1CITY COMMENTS10/ 16/2020CJJPRELIMINARY - NOT FOR CONSTRUCTIONPREPARED FORDEMOLITION ANDEROSIONCONTROL - PH.1PLANC1.08941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATE:I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.BRANDON R. ELEGERT, P.E.10/ 29/202050387DATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/2020AS SHOWNCJJKAMBRE1.THE CONTRACTOR IS RESPONSIBLE FOR THE DEMOLITION, REMOVAL, AND DISPOSAL (IN A LOCATION APPROVED BY ALL GOVERNING AUTHORITIES) ALL STRUCTURES, PADS, WALLS, FLUMES, FOUNDATIONS, PARKING, DRIVES,DRAINAGE STRUCTURES, UTILITIES, ETC. SUCH THAT THE IMPROVEMENTS ON THE PLANS CAN BE CONSTRUCTED. ALL FACILITIES TO BE REMOVED SHALL BE UNDERCUT TO SUITABLE MATERIAL AND BROUGHT TO GRADE WITH SUITABLE COMPACTED FILL MATERIAL PER THE PROJECT DOCUMENTS.2.THE CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL DEBRIS FROM THE SITE AND DISPOSING THE DEBRIS IN A LAWFUL MANNER. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION AND DISPOSAL. CONTRACTOR SHALL PROVIDE COPIES OF THE PERMIT AND RECEIPTS OF DISPOSAL OF MATERIALS TO THE OWNER AND OWNERS REPRESENTATIVE.3.THE CONTRACTOR SHALL MAINTAIN ALL UTILITY SERVICES TO ADJACENT PROPERTIES AT ALL TIMES. UTILITY SERVICES SHALL NOT BE INTERRUPTED WITHOUT APPROVAL FROM THE CONSTRUCTION MANAGER AND COORDINATION WITH THE ADJACENT PROPERTIES AND/OR THE CITY.4.THE CONTRACTOR SHALL COORDINATE WITH RESPECTIVE UTILITY COMPANIES PRIOR TO THE REMOVAL AND/OR RELOCATION OF UTILITIES. THE CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANY CONCERNING PORTIONS OF WORK WHICH MAY BE PERFORMED BY THE UTILITY COMPANY'S FORCES AND ANY FEES WHICH ARE TO BE PAID TO THE UTILITY COMPANY FOR THEIR SERVICES. THE CONTRACTOR IS RESPONSIBLE FOR PAYING ALL FEES AND CHARGES.5.THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THE PLAN HAVE BEEN DETERMINED FROM THE BEST INFORMATION AVAILABLE AND ARE GIVEN FOR THE CONVENIENCE OF THE CONTRACTOR. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THEIR ACCURACY. PRIOR TO THE START OF ANY DEMOLITION ACTIVITY, THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANIES FOR LOCATIONS OF EXISTING UTILITIES WITHIN ALL AREAS OF PROPOSED WORK.6.ALL EXISTING SEWERS, PIPING AND UTILITIES SHOWN ARE NOT TO BE INTERPRETED AS THE EXACT LOCATION,OR AS ANY OBSTACLES THAT MAY OCCUR ON THE SITE. VERIFY EXISTING CONDITIONS AND PROCEED WITH CAUTION AROUND ANY ANTICIPATED FEATURES. GIVE NOTICE TO ALL UTILITY COMPANIES REGARDING DESTRUCTION AND REMOVAL OF ALL SERVICE LINES AND CAP ALL LINES BEFORE PRECEDING WITH THE WORK.7.ELECTRICAL, TELEPHONE, CABLE, WATER, FIBER OPTIC, AND/OR GAS LINES NEEDING TO BE REMOVED OR RELOCATED SHALL BE COORDINATED WITH THE AFFECTED UTILITY COMPANY. ADEQUATE TIME SHALL BE PROVIDED FOR RELOCATION AND CLOSE COORDINATION WITH THE UTILITY COMPANY IS NECESSARY TO PROVIDE A SMOOTH TRANSITION IN UTILITY SERVICE. CONTRACTOR SHALL PAY CLOSE ATTENTION TO EXISTING UTILITIES WITHIN ANY ROAD RIGHT-OF-WAY DURING CONSTRUCTION.8.CONTRACTOR MUST PROTECT THE PUBLIC AT ALL TIMES WITH FENCING, BARRICADES, ENCLOSURES, ETC. (AND OTHER APPROPRIATE BEST MANAGEMENT PRACTICES) AS APPROVED BY THE CONSTRUCTION MANAGER.MAINTENANCE OF TRAFFIC CONTROL SHALL BE COORDINATED IN ACCORDANCE WITH CHANHASSEN, CARVER COUNTY AND MN/DOT.9.CONTRACTOR SHALL MAINTAIN ACCESS TO ALL ADJACENT PROPERTIES DURING CONSTRUCTION, AND SHALL NOTIFY ALL PROPERTIES IF ACCESS WILL BE INTERRUPTED OR ALTERED AT ANY TIME DURING CONSTRUCTION.10.PRIOR TO DEMOLITION OCCURRING, ALL EROSION CONTROL DEVICES ARE TO BE INSTALLED.11.CONTRACTOR MAY LIMIT SAW-CUT AND PAVEMENT REMOVAL TO ONLY THOSE AREAS WHERE IT IS REQUIRED AS SHOWN ON THESE CONSTRUCTION PLANS BUT IF ANY DAMAGE IS INCURRED ON ANY OF THE SURROUNDING PAVEMENT, ETC. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ITS REMOVAL AND REPAIR.12.THE CONTRACTOR SHALL COORDINATE WATER MAIN WORK WITH THE FIRE DEPT. AND THE CITY WATER DEPARTMENT TO PLAN PROPOSED IMPROVEMENTS AND TO ENSURE ADEQUATE FIRE PROTECTION IS CONSTANTLY AVAILABLE TO THE SITE THROUGHOUT THIS SPECIFIC WORK AND THROUGH ALL PHASES OF CONSTRUCTION. CONTRACTOR WILL BE RESPONSIBLE FOR ARRANGING/PROVIDING ANY REQUIRED WATER MAIN SHUT OFFS WITH THE CITY OF CHANHASSEN DURING CONSTRUCTION. ANY COSTS ASSOCIATED WITH WATER MAIN SHUT OFFS WILL BE THE RESPONSIBILITY OF THE CONTRACTOR AND NO EXTRA COMPENSATION WILL BE PROVIDED.13.REFER TO SURVEY FOR ALL EXISTING INVERT AND RIM ELEVATIONS. 14.ALL UTILITIES SHOWN ARE EXISTING UTILITIES.15.IN THE EVENT A WELL IS FOUND, THE CONTRACTOR SHALL CONTACT THE ENGINEER AND OWNER IMMEDIATELY.ALL WELLS SHALL BE SEALED BY A LICENSED WELL CONTRACTOR IN ACCORDANCE WITH ALL STATE OF MN REQUIREMENTS.16. IN THE EVENT THAT UNKNOWN CONTAINERS OR TANKS ARE ENCOUNTERED, THE CONTRACTOR SHALL CONTACT THE OWNER AND/ OR OWNERS REPRESENTATIVE IMMEDIATELY. ALL CONTAINERS SHALL BE DISPOSED OF AT A PERMITTED LANDFILL PER THE PROJECT DOCUMENTS.17.CONTRACTOR SHALL NOTIFY THE ENGINEER IF ANY EXISTING DRAINTILE IS ENCOUNTERED ON SITE. NO ACTIVE DRAINTILE SHALL BE REMOVED WITHOUT APPROVAL FROM THE ENGINEER. 18.ANY CONSTRUCTION WITHIN NEIGHBORING PROPERTIES SHALL REQUIRE WRITTEN APPROVAL BY THE OWNER OF THE PROPERTY AND PLANNED UNIT DEVELOPMENT PRIOR TO CONSTRUCTION.19.A TRAFFIC CONTROL PLAN SHALL BE ADHERED TO DURING THE REMOVAL AND REPLACEMENT OF THE DRIVEWAY ACCESS OFF CROSSROADS BOULEVARD AND COORDINATION SHALL BE HAD THROUGH THE CITY'S PUBLIC WORKS DEPARTMENT ( 952-227-1300) PRIOR TO COMMENCEMENT OF CONSTRUCTION OPERATIONS.DEMOLITION PLAN NOTES NORTH KEYNOTE LEGEND INLET PROTECTION SILT FENCE A B LIMITS OF CONSTRUCTION (OFFSET FOR CLARITY)REMOVE BITUMINOUS SURFACE REMOVE CONCRETE SURFACE REMOVE CONCRETE CURB & GUTTER PROPERTY LINE EXISTING OVERHEAD POWER LINE EXISTING CHAINLINK FENCE EXISTING J-BARRIER EXISTING RETAINING WALL EXISTING SANITARY SEWER EXISTING STORM SEWER EXISTING WATERMAIN EXISTING GAS MAIN EXISTING UNDERGROUND TELEPHONE EXISTING UNDERGROUND CABLE EXISTING CONTOUR EXISTING SIGN EXISTING FLARED END SECTION EXISTING STORM MANHOLE EXISTING STORM CATCHBASIN EXISTING GAS METER EXISTING ROOF DRAIN EXISTING GATE VALVE EXISTING HYDRANT EXISTING ELECTRICAL METER EXISTING GUY WIRE EXISTING POWER POLE EXISTING LIGHT POLE EXISTING TREE CLEARING & GRUBBING EXISTING TREE LINE EXISTING CURB & GUTTER LEGEND FULL DEPTH SAWCUT EROSION CONTROL PLAN NOTES 1.ALL PERIMETER SILT FENCE AND ROCK CONSTRUCTION ENTRANCES SHALL BE INSTALLED PRIOR TO CONSTRUCTION.2.THE CONTRACTOR SHALL INSTALL CATCH BASIN EROSION CONTROL MEASURES.3.WITHIN TWO WEEKS (14 DAYS) OF SITE GRADING, ALL DISTURBED AREAS SHALL BE STABILIZED WITH SEED, SOD, OR ROCK BASE. REFER TO LANDSCAPE PLANS FOR MATERIALS.4.ALL EROSION CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH CITY,STATE, AND WATERSHED DISTRICT PERMITS.5.THE CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL MEASURES, INCLUDING THE REMOVAL OF SILT IN FRONT OF SILT FENCES DURING THE DURATION OF THE CONSTRUCTION.6.ANY EXCESS SEDIMENT IN PROPOSED BASINS SHALL BE REMOVED BY THE CONTRACTOR.7.REMOVE ALL EROSION CONTROL MEASURES AFTER VEGETATION IS ESTABLISHED.8.THE CONTRACTOR SHALL REMOVE ALL SOILS AND SEDIMENT TRACKED ONTO EXISTING STREETS AND PAVED AREAS AND SHALL SWEEP ADJACENT STREETS AS NECESSARY IN ACCORDANCE WITH CITY REQUIREMENTS.9.IF BLOWING DUST BECOMES A NUISANCE, THE CONTRACTOR SHALL APPLY WATER FROM A TANK TRUCK TO ALL CONSTRUCTION AREAS.10.IN THE EVENT OF FROZEN SOILS, THE CONTRACTOR MAY UTILIZE BIO LOGS WITH THE APPROVAL FROM THE CITY'S EROSION CONTROL INSPECTOR. THE CONTRACTOR IS TO PROHIBIT SEDIMENT DISCHARGE FROM THE SITE.11.A PRE-CONSTRUCTION MEETING SHALL BE HELD WITH THE CITY WATER RESOURCES COORDINATOR AND EROSION CONTROL SHALL BE INSTALLED AND INSPECTED BY THE WATER RESOURCES COORDINATOR PRIOR TO COMMENCING WORK UNDER THIS AGREEMENT. A PLAN SHOWING HAUL ROUTES WILL BE REQUIRED FOR APPROVAL AT THIS MEETING AS OUTLINED IN THE IMPROVEMENT AGREEMENT.UPON IMPLEMENTATION AND INSTALLATION OF THE FOLLOWING AREAS: TRAILER, PARKING,LAYDOWN, PORTA-POTTY, WHEEL WASH, CONCRETE WASHOUT, FUEL AND MATERIAL STORAGE CONTAINERS, SOLID WASTE CONTAINERS, ETC., THE CONTRACTOR SHALL IMMEDIATELY DENOTE THEM ON THE SITE MAPSAND NOTE ANY CHANGES IN LOCATION AS THEY OCCUR THROUGHOUT THE CONSTRUCTION PROCESS.BMP AND EROSION CONTROL INSTALLATION SEQUENCE SHALL BE AS FOLLOWS: 1.INSTALL INLET PROTECTION AT EXISTING STORMWATER CULVERTS. 2. CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE (1), CONCRETE WASHOUT PIT (1) AND INSTALL SILT FENCE.3. PREPAREDFOREROSIONANDSEDIMENTCONTROLDETAILSC1. 18941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATE: I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.BRANDON R. ELEGERT, P.E.10/ 29/202050387DATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/2020AS SHOWNCJJKAMBREThis document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.SHEET NUMBER 2020 KIMLEY-HORN AND ASSOCIATES, INC.767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114PHONE: 651-645-4197WWW.KIMLEY-HORN.COMK:\TWC_LDEV\CHRISTIAN BROTHERS AUTOMOTIVE\Chanhassen, MN\3 Design\CAD\PlanSheets\C3-EROS DETAILS.dwg October 29, 2020 - 2:01pmBYREVISIONSNo.DATE1CITY COMMENTS10/16/2020CJJPRELIMINARY - NOT FOR CONSTRUCTION1 3B 3A 4 5 2 1.PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.2.BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" DEEP X 6" WIDE TRENCH WITH APPROXIMATELY 12" OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH.ANCHOR THE BLANKET WITH A ROW OF STAPLES/ STAKES APPROXIMATELY 12" APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" APART ACROSS THE WIDTH OF THE BLANKET.3.ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDEAGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE CROSSROADS BOULEVARDCCPROPOSED CHRISTIAN BROTHERS AUTOMOTIVE 5,100 SF FFE: 923. 00'26.0'26. 0'9. 0' TYP.18.0'18. 0'9. 0' TYP. 9. 0' TYP. EX. 20' BUILDING AND PARKING SETBACK PROPOSED STORMWATER MANAGEMENT AREA BB C D H F F F G G G G EX. PROPERTY LINE EX. 10' DRAINAGE AND UTILITY EASEMENT EX. PROPERTY LINE 10. 0' A A E 26. 0' 8 16 2 5 G B B 18 0 16 0 20.0 PROPOSED MONUMENT SIGN SEE ARCH PLANS FOR DETAILS PROPOSED TRANSFORMER PAD EX. LANDSCAPING TO REMAIN 5.0'14. 5'6.0'= 55°42'56"R= 270.00' L=262.55'CB= N28°21' 12"E C=252. 33'S55° 34' 14" E 96.19' S0°00'00" E 170. 67'N90° 00' 00" W 199.20'26 0 PROPOSED10' DRAINAGE AND UTILITY EASEMENT 20. 0'PROPOSED COMPACT PARKING STALL 56.1' 30 3 K PR. "NO PARKING" SIGN WITH BOLLARDPR. STOP SIGN PR. STOP SIGN PROPOSED APPROXIMATE LIMITS OF UNDERGROUND INFILTRATION SYSTEM 20 7 10.0' 20.5'16. 6' 11. 4'11.4' 20 0 R=20.00'R=20.00'R= 34.33' R=12.00'R=4.00'R= 10.00' PR. SITE BENCH 18 0 DATE: I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.BRANDON R. ELEGERT, P.E. 10/29/202050387DATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/ 2020AS SHOWNCJJKAMBREBUILDING DATA SUMMARY AREAS PROPOSED PROPERTY 34,691 SF ( 0.80 AC)BUILDING AREA 5,100 SF (14.7% OF TOTAL PROPERTY AREA) PUD ALLOWABLE MAXIMUM HARD SURFACE COVERAGE 34,691 SF * 70%24,284 SF PROPOSED HARD SURFACE COVERAGE 23, 656 SF PARKING REQUIRED PARKING 22 SPACES PROPOSED PARKING 30 SPACES ADA STALLS REQ'D / PROVIDED 2 STALLS / 2 STALLS EXISTING OVERALL PUD PARKING 247 SPACES PROPOSED OVERALL PUD PARKING 277 SPACES PROPERTY SUMMARY 8941 CROSSROADS BLVD ZONING SUMMARY EXISTING ZONING PLANNED UNIT DEVELOPMENT PROPOSED ZONING PLANNED UNIT DEVELOPMENT PARKING SETBACKS CROSSROADS BLVD = 20' INTERNAL PROJECT ROADS = 0' BUILDING SETBACKS CROSSROADS BLVD = 20'INTERNAL PROJECT ROADS = 0'PROPOSED CURB AND GUTTER PROPERTY LINE LIMITS OF DISTURBANCE SETBACK LINE PROPOSED HEAVY DUTY ASPHALT PAVEMENTPROPOSED HEAVY DUTY CONCRETE PAVEMENT PROPOSED STORMWATER MANAGEMENT AREA LEGEND KEYNOTE LEGENDCONCRETE SIDEWALK MATCH EXISTING EDGE OF PAVEMENT/ CURB & GUTTER ACCESSIBLE PREPAREDFORSITEDETAILSC2.18941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATE:I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.BRANDON R. ELEGERT, P.E. 10/29/202050387DATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/2020AS SHOWNCJJKAMBREThis document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document withoutwritten authorization and adaptation by Kimley- Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.SHEET NUMBER 2020 KIMLEY-HORN AND ASSOCIATES, INC.767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114PHONE: 651-645-4197WWW.KIMLEY-HORN.COMK:\TWC_LDEV\CHRISTIAN BROTHERS AUTOMOTIVE\Chanhassen, MN\3 Design\ CAD\PlanSheets\C4-SITE DETAILS.dwg October 29, 2020 - 2:03pm©BYREVISIONSNo.DATE1CITY COMMENTS10/16/ 2020CJJPRELIMINARY - NOT FOR CONSTRUCTION9'9'9'18.0'(PER PLAN)HANDICAP ACCESSIBLE SIGN 4" PAINTED WHITE STRIPING 4" WHITE STRIPE AT 2'-0" O.C.NOTE: REFER TO PLAN FOR DETAILED LAYOUT AND DIMENSIONS FLUSH CURB NO PARKING" SIGN, CENTERED AT HEAD OF SPACE, 2' MIN. AND 8' MAX FROM FACE OF CURB. NO SIGN REQUIRED IF THE SIGN OBSTRUCTS A CURB RAMP OR PEDESTRIAN ROUTE. NO PARKING PAINT THE WORDS "NO PARKING" WITHIN EACH 9'-0" ACCESS AISLE WHERE SHOWN USE12" MINIMUMHIGHWHITELETTERSHANDICAPACCESSIBLE SIGN 1/ 2" 6"12" FIN. GRADE60"- 66"' 18"WHITESYMBOLON BLUE BACKGOUND LEGEND & BORDER: WHITE BACKGROUND: BLUE NOTES:1.ALL LETTERS ARE 1" AERIES "C" PER MUTCD.2. SIGN SHALL HAVE A REFLECTORIZED ( ENGINEERING GRADE) BLUE BACKGROUND WITH WHITE REFLECTORIZED LEGEND AND BORDER. 3.FINE NOTIFICATION SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING GRADE) WITH WHITE LEGEND AND BORDER.4.CONTRACTOR SHALL VERIFY FINE AMOUNT.5. ONE(1) SIGN REQUIRED FOR EACH PARKING SPACE.6. INSTALLED HEIGHTOF SIGN SHALL BE IN ACCORDANCEWITH SECTION 24-23 OF THE MANUAL ONUNIFORMTRAFFICCONTROL DEVICES (MUTCD) ANDSTATE OF MINNESOTA ACCESSIBILITY CODE.7.ALL ACCESSIBLE FEATURES TO BE IN STRICT ACCORDANCE WITHA. D.A STANDARDS AND LOCAL LAWS. SIGNAGE K-1479 12"x6" PLAQUE TYPICAL AT ALL VAN ACCESSIBLE PARKING SPACES PARKING VEHICLE ID REQUIRED UP TO $200 FINE FOR VIOLATION 2'-9"3'-0"WHITE LEGEND RED BACKGROUND30" 30"CURB TAPER B612 CURB AND GUTTER TR A N S I T I O N LE N G T H V A R I E S SE E P L A N 20"PAVEMENT SECTIONS ARE PROVIDED AS A COURTESY ONLY. REFER TO GEOTECHNICAL REPORTFOR ALL PAVEMENT, SUBGRADE PREPARATION, AND COMPACTION REQUIREMENTS 7" 4, 000 PSI CONCRETE PER MNDOT 2301 4" AGGREGATE BASE PER MNDOT CLASS V IN SECTION 3138 APPROVED SUBGRADE HEAVY DUTY CONCRETE PAVEMENT DETAIL N. T.S.PAVEMENT DETAILS (FOR REFERENCE ONLY)7 N. T.S.ACCESSIBLE PARKING SIGNAGE3 N.T.S.ACCESSIBLE PARKING SYMBOL4 N.T. S. ADA ACCESS AISLE NO PARKING6N.T.S.TYPICAL ACCESSIBLE STALL PARKING5 N. T.S.CONCRETE CURB TRANSITION8 N.T.S.R1- 1 30"X30" "STOP" SIGN91. PREPAREDFORSITEDETAILSC2.28941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/2020AS SHOWNCJJKAMBREThis document, together with the concepts and designs presented herein, as an instrument of service, is DCROSSROADS BOULEVARDLP:922.04 ME:921.27 ME:923.58 ME:921.95 922.00 923.00 922.87 922.25 922.16 922.25 922.40 922.19 922.05 922.23 922.90 922.48 922.60 922.60 922.47 921.75 921.85 921.88 HP:923.20 EOF:922.40 922.53 922.95 922.79 2.29% 1.10% 1.76% 2. 061. 13% 2.2 0 1. 7 6 1.73% 1. 66% 2. 90%9 2 3 924922922922 923924922 921 921921922 922 922 922 923 922PROPOSED CHRISTIAN BROTHERS AUTOMOTIVE 5, 100 SF FFE: 923. 00'ROCK CONSTRUCTION ENTRANCE 923.00 923.00 923. 00 923. 00 922. 95 922. 89 A A A A A A B B B 50. 0'20. 0'B B B 1.61%1. 23% 1. 54%922.72 922.66 922.23 LP:921.85 2.49 3.38%BP- 1: STORMWATER INFILTRATION BASIN BOTTOM OF BASIN: 919.50 TOP OF BASIN: 921.50 100- YR HWL: 920. 78 STORAGE VOLUME: 3, 519 CF TREATMENT VOLUME: 2, 470 CF LP:922. 15 10 LF - 12" HDPE @ 2.00% ST-17 CONNECT TO U/G INFILTRATION SYSTEM IE:917. 51 W ST-18 CONNECT TO U/ G INFILTRATION SYSTEM IE:917.60 SE ST- 16 CONNECT TO U/ G STORMWATER MANAGEMENT SYSTEM IE:917.92 N ST-9 CBMH W/ 3' SUMP RE:922. 04 IE:917.66 W IE:917.66 E OCS-1 OUTLET CONTROL STRUCTURE PROVIDE 6" WIDE WEIR WALL TOP OF WEIR WALL: 918.50 RE: 922.56 IE: 915.40 S ST- 11 CB 24"X36"W/ 3' SUMP RE:921.83 IE:917.80 NW ST- 8 CATCH BASIN, CONNECT TO U/G STORM SEWER RE: 921.85 ST-20 CONNECT TO EX. STORM STRUCTURE CONTRACTOR TO VERIFY INV. PRIOR TO CONSTRUCTION IE:915.20 N IE: 915. 40 S ME: 921. 68 EOF: 922.80 EOF:921.50 2.5 5 2 5 0%2. 6 1 ST-26 CORE DRILL AND CONNECT TO EX. STORM STRUCTURE PER CITY OF CHANHASSEN STANDARDS AND SPECIFICATIONS IE: 913.29 NW IE: 917.52 SE 19 LF - 12" HDPE @ 1.06% 56 LF - 12" HDPE @ 0. 50%922.25 ST- 7 CB 27" DIA. W/ 3' SUMP RE:922.15 IE: 918.20 S 56 LF - 12" HDPE @ 0. 50%31 LF - 12" HDPE @ 0. 50% 922. 50 922. 50 922. 50 922.50 923.00 923.00 A 9 2 3 922922 92292192092 1 922922923923922 ST-25 24" RISER PIPE W/ DOME GRATE TOP OVERFLOW ELEV = 921.20 IE:918.00 NW 6" EXPOSED FOUNDATION 7.83 EOF:920.81 ST- 29 CB 27" DIA.W/ 3' SUMP RE: 919.99 IE:917.94 E ADJUST RIM TO PROPOSED GRADE LP: 921.95 PROPOSED APPROXIMATE LIMITS OF UNDERGROUND INFILTRATION SYSTEM BMP 2: UNDERGROUND INFILTRATION SYSTEM ADS 36" N-12 PERFORATED HDPE PIPE OR APPROVED EQUAL TOTAL STORAGE VOLUME: 6,420 CF TREATMENT VOLUME: 5,669 CF TOP OF PIPE: 918.90 PIPE INV.: 915. 90 BOTTOM OF STONE: 915.40100-YR HWL: 918.80 ME:923.52 ME:923.20 ME:922.61ME:922.11 CONSTRUCTION RELATED ITEMS ME:921.34 ME:921.43 WATER FROM THE SITE DRAINS VIA SURFACE SHEET FLOW TO THE EXISTING PUBLIC STORM SEWER SYSTEM, WHICH FLOWS NORTH AND EAST TO PUBLIC STORM SEWER SYSTEM AT THE INTERSECTION OF MN-101 AND CROSSROADS BOULEVARD AND EVENTUALLY TO LAKE RILEYSOUTHEAST OF THE SITE 24 LF - 12" RCP @ 2.00%This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.SHEET NUMBER 2020 KIMLEY-HORN AND ASSOCIATES, INC.767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114PHONE: 651-645-4197WWW.KIMLEY- HORN.COMK:\TWC_LDEV\CHRISTIAN BROTHERS AUTOMOTIVE\Chanhassen, MN\3 Design\CAD\PlanSheets\C5-GRADING PLAN.dwg October 29, 2020 - 2:05pm©BYREVISIONSNo.DATE1CITY COMMENTS10/16/2020CJJPRELIMINARY - NOT FOR CONSTRUCTIONPREPARED FORGRADING,DRAINAGE &EROSION CONTROLPH. 2 PLANC3.08941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATE:I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.BRANDON R. ELEGERT, P.E.10/29/202050387DATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/2020AS SHOWNCJJKAMBRENORTH GRADING PLAN NOTES 1.ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE CITY OF CHANHASSEN,SPECIFICATIONS AND BUILDING PERMIT REQUIREMENTS.2.CONTRACTOR TO CALL GOPHER STATE CALL ONE @ 1- 800-252-1166 AT LEAST TWO WORKING DAYS PRIOR TO EXCAVATION/CONSTRUCTION FOR UTILITY LOCATIONS.3.STORM SEWER PIPE SHALL BE AS FOLLOWS: RCP PER ASTM C-76 HDPE: 0" - 10" PER AASHTO M-252 HDPE: 12" OR GREATER PER ASTM F-2306 PVC SCH. 40 PER ASTM D-3034 STORM SEWER FITTINGS SHALL BE AS FOLLOWS:RCP PER ASTM C-76, JOINTS PER ASTM C-361, C-990, AND C-443 HDPE PER ASTM 3212 PVC PER ASTM D-3034, JOINTS PER ASTM D-3212 4.CONTRACTOR TO FIELD VERIFY THE LOCATIONS AND ELEVATIONS OR EXISTING UTILITIES AND TOPOGRAPHIC FEATURES PRIOR TO THE START OF SITE GRADING. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE PROJECT ENGINEER OF ANY DISCREPANCIES OR VARIATIONS.5.SUBGRADE EXCAVATION SHALL BE BACKFILLED IMMEDIATELY AFTER EXCAVATION TO HELP OFFSET ANY STABILITY PROBLEMS DUE TO WATER SEEPAGE OR STEEP SLOPES.WHEN PLACING NEW SURFACE MATERIAL ADJACENT TO EXISTING PAVEMENT, THE EXCAVATION SHALL BE BACKFILLED PROMPTLY TO AVOID UNDERMINING OF EXISTING PAVEMENT. 6.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL HORIZONTAL AND VERTICAL CONTROL.7.CONTRACTOR SHALL EXCAVATE DRAINAGE TRENCHES TO FOLLOW PROPOSED STORM SEWER ALIGNMENTS.8.GRADES SHOWN ARE FINISHED GRADES. CONTRACTOR SHALL ROUGH GRADE TO SUBGRADE ELEVATION AND LEAVE STREET READY FOR SUBBASE.9.ALL EXCESS MATERIAL, BITUMINOUS SURFACING, CONCRETE ITEMS, ANY ABANDONED UTILITY ITEMS, AND OTHER UNSTABLE MATERIALS SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF OFF THE CONSTRUCTION SITE.10.REFER TO THE UTILITY PLAN FOR SANITARY SEWER MAIN, WATER MAIN SERVICE LAYOUT AND ELEVATIONS AND CASTING / STRUCTURE NOTATION.11. CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION OF PAVEMENTS AND CURB AND GUTTER WITH SMOOTH UNIFORM SLOPES TO PROVIDE POSITIVE DRAINAGE.12.INSTALL A MINIMUM OF 4" CLASS 5 AGGREGATE BASE UNDER CURB AND GUTTER AND CONCRETE SIDEWALKS.13.UPON COMPLETION OF EXCAVATION AND FILLING, CONTRACTOR SHALL RESTORE ALL STREETS AND DISTURBED AREAS ON SITE. ALL DISTURBED AREAS SHALL BE RE-VEGETATED WITH A MINIMUM OF 6" OF TOPSOIL.14.ALL SPOT ELEVATIONS/CONTOURS ARE TO GUTTER / FLOW LINE UNLESS OTHERWISE NOTED.15.GRADING FOR ALL SIDEWALKS AND ACCESSIBLE ROUTES INCLUDING CROSSING DRIVEWAYS SHALL CONFORM TO CURRENT ADA STATE/ NATIONAL STANDARDS. IN NO CASE SHALL ACCESSIBLE RAMP SLOPES EXCEED 1 VERTICAL TO 12 HORIZONTAL. IN NO CASE SHALL SIDEWALK CROSS SLOPES EXCEED 2% . IN NO CASE SHALL LONGITUDINAL SIDEWALK SLOPES EXCEED 5%. IN NO CASE SHALL ACCESSIBLE PARKING STALLS OR AISLES EXCEED 2% (1. 5% TARGET) IN ALL DIRECTIONS. SIDEWALK ACCESS TO EXTERNAL BUILDING DOORS AND GATES SHALL BE ADA COMPLIANT. CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY IF ADA CRITERIA CANNOT BE MET IN ANY LOCATION PRIOR TO PAVING. NO CONTRACTOR CHANGE ORDERS WILL BE ACCEPTED FOR A.D. A COMPLIANCE ISSUES. 16.MAINTAIN A MINIMUM OF 0.5% GUTTERSLOPE TOWARDS LOWPOINTS.17. CONTRACTOR TO PROVIDE 3" INSULATION BY 5' WIDE CENTERED ON STORM PIPE IF LESS THAN 4' OF COVER IN PAVEMENT AREAS AND LESS THAN 3' OF COVER IN LANDSCAPE AREAS.18. ROOF DRAIN INVERT CONNECTIONS AT THE BUILDING SHALL BE AT ELEVATION 918.50 OR LOWER UNLESS NOTED OTHERWISE. REFERENCE MEP PLANS FOR ROOF DRAIN CONNECTION. 19.ALL STORM SEWER CONNECTIONS SHALL BE GASKETED AND WATER TIGHT INCLUDING MANHOLE CONNECTIONS.20.ALL STORM SEWER PIPE SHALL BE AIR TESTED IN ACCORDANCE WITH THE CURRENT PLUMBING CODE.21.MAINTAIN A MINIMUM OF 1.25% SLOPE IN BITUMINOUS PAVEMENT AREAS, 0.5% SLOPE IN CONCRETE PAVEMENT AREAS.22.CONTRACTOR SHALL REVIEW PAVEMENT GRADIENT AND CONSTRUCT "INFALL CURB"WHERE PAVEMENT DRAINS TOWARD GUTTER, AND "OUTFALL" CURB WHERE PAVEMENT DRAINS AWAY FROM GUTTER.23.ALL PORTIONS OF THE STORM SEWER SYSTEM LOCATED WITHIN 10' OF THE BUILDING OR WATER SERVICE LINE MUST BE TESTED IN ACCORDANCE WITH MINNESOTA RULES,CHAPTER 474, SECTION 1109.PROPOSED STORM SEWER PROPOSED STORM SEWER PROPERTY LINE EXISTING CONTOUR PROPOSED CONTOUR925 PROPOSED SPOT ELEVATION100.00 LEGEND PROPOSED HIGH POINT ELEVATION HP:0.0 PROPOSED LOW POINT ELEVATION LP:0.0 0.0%PROPOSED DRAINAGE DIRECTION 0.00%PROPOSED ADA SLOPE ME:0.0 MATCH EXISTING ELEVATION PROPOSED STORM MANHOLE (SOLID CASTING)PROPOSED STORM MANHOLE (ROUND INLET CASTING)PROPOSED STORM MANHOLE/ CATCH BASIN (CURB INLET CASTING)PROPOSED STORM SEWER CLENOUT PROPOSED RIPRAP PROPOSED FLARED END SECTION CO D EROSION CONTROL PLAN NOTES 1.ALL PERIMETER SILT FENCE AND ROCK CONSTRUCTION ENTRANCES SHALL BE INSTALLED PRIOR TO CONSTRUCTION.2.THE CONTRACTOR SHALL INSTALL CATCH BASIN EROSION CONTROL MEASURES.3.WITHIN TWO WEEKS (14 DAYS) OF SITE GRADING, ALL DISTURBED AREAS SHALL BE STABILIZED WITH SEED,SOD, OR ROCK BASE. REFER TO LANDSCAPE PLANS FOR MATERIALS.4.ALL EROSION CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH CITY,STATE, AND WATERSHED DISTRICT PERMITS.5.THE CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL MEASURES, INCLUDING THE REMOVAL OF SILT IN FRONT OF SILT FENCES DURING THE DURATION OF THE CONSTRUCTION.6.ANY EXCESS SEDIMENT IN PROPOSED BASINS SHALL BE REMOVED BY THE CONTRACTOR.7.REMOVAL ALL EROSION CONTROL MEASURES AFTER VEGETATION IS ESTABLISHED.8.THE CONTRACTOR SHALL REMOVE ALL SOILS AND SEDIMENT TRACKED ONTO EXISTING STREETS AND PAVED AREAS AND SHALL SWEEP ADJACENT STREETS AS NECESSARY IN ACCORDANCE WITH CITY REQUIREMENTS.9.IF BLOWING DUST BECOMES A NUISANCE, THE CONTRACTOR SHALL APPLY WATER FROM A TANK TRUCK TO ALL CONSTRUCTION AREAS.10.IN THE EVENT OF FROZEN SOILS, THE GC MAY UTILIZE BIO LOG ( EROS-11). THE GC IS TO PROHIBIT SEDIMENT DISCHARGE FROM THE SITE.UPON IMPLEMENTATION AND INSTALLATION OF THE FOLLOWING AREAS: TRAILER, PARKING, LAYDOWN,PORTA-POTTY, WHEEL WASH, CONCRETE WASHOUT, FUEL AND MATERIAL STORAGE CONTAINERS, SOLID WASTE CONTAINERS, ETC., IMMEDIATELY DENOTE THEM ON THE SITE MAPS AND NOTE ANY CHANGES IN LOCATION AS THEY OCCUR THROUGHOUT THE CONSTRUCTION PROCESS. BMP AND EROSION CONTROL INSTALLATION SEQUENCE SHALL BE AS FOLLOWS:1. TEMPORARILY SEED, THROUGHOUT CONSTRUCTION, DENUDED AREAS THAT WILL BE INACTIVE FOR 7 DAYS OR MORE.2. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, UNDERGROUND SYSTEM, CURBS AND GUTTERS. 3.INSTALL APPROPRIATE INLET PROTECTION AT ALL STORM SEWER STRUCTURES AS EACH INLET STRUCTURE IS INSTALLED.4. PREPAREDFORGRADINGANDDRAINAGEDETAILSC3.18941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATE:I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.BRANDON R. ELEGERT, P.E.10/29/202050387DATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/2020AS SHOWNCJJKAMBREThis document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.SHEET NUMBER 2020 KIMLEY-HORN AND ASSOCIATES, INC.767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114PHONE: 651-645-4197WWW.KIMLEY-HORN.COMK:\TWC_LDEV\CHRISTIAN BROTHERS AUTOMOTIVE\Chanhassen, MN\3 Design\ CAD\PlanSheets\C5-GRADING DETAILS.dwg October 29, 2020 - 2:06pmBYREVISIONSNo.DATE1CITY COMMENTS10/16/ 2020CJJPRELIMINARY - NOT FOR CONSTRUCTIONUNDERGROUND STORMWATER MANAGEMENT NOTES 1.CONTRACTOR TO PROVIDE (2) DOUBLE RING INFILTROMETER TESTS WITHIN THE UNDERGROUND SYSTEM EXCAVATION PRIOR TO INSTALLATION OF THE UNDERGROUND SYSTEM. THE CONTRACTOR SHALL PROVIDE THE RESULTS TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION OF THE UNDERGROUND SYSTEM.2.CONTRACTOR SHALL OVER-EXCAVATE ALL TOPSOIL AND FILL AS NECESSARY TO NATIVE FREE DRAINING SOILS. EXCAVATION SHALL BE REPLACED WITH SUITABLE ENGINEERED FILL MEETING THE MNDOT SPECIFICATION FOR COARSE FILTER AGGREGATE PER SECTION 3149.2H. DEPTHS OF FILL/URBAN FILL EXPECTED TO VARY, CONTRACTOR SHALL VERIFY DEPTHS OF EXCAVATION AND PERFORM INFILTROMETER TESTS PRIOR TO INSTALLING UNDERGROUND SYSTEM.3.IF NATIVE SUBGRADE SOILS BELOW FILL ARE DETERMINED TO NOT BE CONDUCIVE TO THE DESIGN INFILTRATION REQUIREMENTS,THE CONTRACTOR SHALL REMOVE AND REPLACE THE POORLY INFILTRATING SOILS TO A DEPTH WHERE THE EXISTING NATIVE SUBGRADE SOILS MEET OR EXCEED THE DESIGN INFILTRATION RATE AS REVIEWED BY THE ENGINEER.4.UPON COMPLETION OF THE STORMWATER BMP AND FINAL STABILIATION OF THE TRIBUTARY DRAINAGE AREA, THE CONTRACTOR SHALL PROVIDE DOCUMENTATION THE BMP AFTER A SIGNIFICAT RAIN EVENT THAT SHOWS THE BMPS DRAWS DOWN WITHIN 48 HOURS.5.NO CONSTRUCTION EQUIPMENT SHALL TRAVEL WITHIN THE UNDERGROUND INFILTRATION SYSTEM AREA. USE EXCAVATOR WITH TOOTHED BUCKET FOR INFILTRATION BASIN EXCAVATION TO AVOID COMPACTING OR SMEARING OF SOILS.6. FINAL EXCAVATION OF UNDERGROUND INFILTRATION SYSTEM AREA AND INSTALLATION OF OF ENGINEERED SOIL MUST OCCUR IN DRY SOIL CONDITIONS TO PREVENT SMEARING AND COMPACTION. DO NOT WORK IN INFILTRATION SYSTEM AREA IF SOIL CONDITIONS ARE WET.7.IMMEDIATELY FOLLOWING SYSTEM CONSTRUCTION, THE EXCAVATION FOR THE TRENCH SHALL BE IMMEDIATELY BACKFILLED WITH APPROVED BACKFILL MATERIAL PER MANUFACTURER'S RECOMMENDATION, OR THE EXCAVATION SHALL BE PROTECTED WITH SILT FENCE AND OR BIO- ROLLS SUCH THATON- SITE SOILSDONOTENTER THE TRENCH EXCAVATION AND CLOG UP THE BOTTOM/SIDES OF THETRENCHLIMITINGTHE INFILTRATION CAPACITY OF THE UNDERGROUND SYSTEM.8.IF ANY CROSSROADS BOULEVARDD A A F A A F E H G F D I J PR. TRANSFORMER PAD, SEE PLANS BY OTHERS FOR DETAILS K PR. GAS METER, SEE MEP PLANS FOR DETAILS A C CONNECT TO EXISTING BY OTHERS) B L RIM: 922. 55 INV: 912. 08 RIM:922. 74 INV: 912. 51 D WYE CONNECTION INV: 912. 50 REMOVE EX. 8" SANITARY SEWER STUB PER CITY OF CHANHASSEN STANDARDS AND SPECIFICATIONS,CONSTRUCT PR 6" SANITARY SEWER SERVICE. CORE AND BOOT CONNECTION PER CITY OF CHANHASSEN STANDARDS AND SPECIFICATIONS RIM: 921. 95 INV: 910.8 N INV: 910.7 W INV: 910.8 E RIM: 922. 75 INV: 912. 50 D CONNECT TO EXISTING BY OTHERS)WYE CONNECTION INV: 912. 08 21 LF @ 2. 0%44 LF @ 2. 0%UTILITY CROSSING EX. 27" STRM BOTTOM: 912. 60 6" SSWR TOP: 911. 18 CLEARANCE: 1. 42'WATERMAIN CROSSING,MAINTAIN 1.5' VERTICAL CLEARANCE 95 LF WATERMAIN CROSSING, MAINTAIN 1.5' VERTICAL CLEARANCE UTILITY CROSSING 12" STRM BOTTOM: 918. 90 6" SSWR TOP: 911. 40 CLEARANCE: 7. 50'PROPOSED CHRISTIAN BROTHERS AUTOMOTIVE 5,100 SF FFE: 923. 00'RIM:922. 65 INV: 913. 06 INV: 913. 19 PR. STORM SEWER, SEE GRADING AND DRAINAGE PLAN FOR DETAILS UNDERGROUND STORMWATER MANAGEMENT SYSTEM, SEE GRADING AND DRAINAGE PLAN FOR DETAILS 10. 0'PR. POWER, SEE MEP PLANS FOR DETAILS PR. 10' DRAINAGE AND UTILITY EASEMENT EX. 27" RCP STORM SEWER INV: 912. 71 PROPOSED APPROXIMATE LIMITS OF UNDERGROUND INFILTRATION SYSTEM 8' WIDE X MIN 4" THICK RIGID POLYSTYRENE 8. 0'19. 9'ADJUST MANHOLE ELEVATION TO PROPOSED GRADES RE: 921.95 CONNECT TO EXISTING 8"SSWR STUB WITH A 6"X8"REDUCER INV: 911.20 S INV: 911.30 NThis document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.SHEET NUMBER 2020 KIMLEY-HORN AND ASSOCIATES, INC.767 EUSTIS STREET, SUITE 100, ST. PAUL, MN 55114PHONE: 651- 645-4197WWW.KIMLEY-HORN.COMK:\TWC_LDEV\CHRISTIAN BROTHERS AUTOMOTIVE\ Chanhassen, MN\3 Design\CAD\PlanSheets\C6-UTILITY PLAN.dwg October 29, 2020 - 2:07pm©BYREVISIONSNo.DATE1CITY COMMENTS10/16/2020CJJPRELIMINARY - NOT FOR CONSTRUCTIONPREPARED FORUTILITY PLANC4.08941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATE:I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION OR REPORT WAS PREPARED BYME OR UNDER MY DIRECT SUPERVISION ANDTHAT I AM A DULY LICENSED PROFESSIONALENGINEER UNDER THE LAWS OF THE STATE OFMINNESOTA.MNLIC. NO.BRANDON R. ELEGERT, P.E.10/29/202050387DATECHECKED BYSCALEDESIGNED BYDRAWN BYKHA PROJECT16068400510/16/2020AS SHOWNCJJKAMBREUTILITY PLAN NOTES 1.ALL FILL MATERIAL IS TO BE IN PLACE, AND COMPACTED BEFORE INSTALLATION OF PROPOSED UTILITIES.2.SANITARY SEWER PIPE SHALL BE AS FOLLOWS:8" PVC SDR35 PER ASTM D-3034, FOR PIPES LESS THAN 16' DEEP 8" PVC SDR26 PER ASTM D-3034, FOR PIPES MORE THAN 16'- 26' DEEP 6" PVC SCHEDULE 40 PER ASTM D-3034 DUCTILE IRON PIPE PER AWWA C150 3.WATER LINES SHALL BE AS FOLLOWS:6" AND LARGER, PVC C-900 PER ASTM D 2241 CLASS 200 UNDER COUNTY ROADS, OTHERWISE CLASS 150 4" AND LARGER DUCTILE IRON PIPE PER AWWA C150 SMALLER THAN 3" PIPING SHALL BE 1" ID PE/HDPE OR PEX PIPE 200 PSI RATING ANSI 816.22 OR PVC, 200 P.S.I., PER ASTM D1784 AND D2241.4.MINIMUM TRENCH WIDTH SHALL BE 2 FEET.5.ALL WATER JOINTS ARE TO BE MECHANICAL JOINTS WITH RESTRAINTS SUCH AS THRUST BLOCKING, WITH STAINLESS STEEL OR COBALT BLUE BOLTS, OR AS INDICATED IN THE CITY SPECIFICATIONS AND PROJECT DOCUMENTS.6.ALL UTILITIES SHOULD BE KEPT TEN ( 10') APART (PARALLEL) OR WHEN CROSSING 18"VERTICAL CLEARANCE (OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE OR STRUCTURE).7.CONTRACTOR SHALL MAINTAIN A MINIMUM OF 7'-5" COVER ON ALL WATERLINES. 8.IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATER LINES, SANITARY LINES,STORM LINES AND GAS LINES, OR ANY OBSTRUCTION (EXISTING AND PROPOSED), THE SANITARY LINE SHALL BE SCH. 40 OR C900 WITH MECHANICAL JOINTS AT LEAST 10 FEET ON EITHER SIDE OF THE CENTER LINE OF THE CROSSING. THE WATER LINE SHALL HAVE MECHANICAL JOINTS WITH APPROPRIATE FASTENERS AS REQUIRED TO PROVIDE A MINIMUM OF 18" VERTICAL SEPARATION. MEETING REQUIREMENTS OF ANSI A21.10 OR ANSI 21. 11 (AWWA C-151) (CLASS 50).9.LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED BEFORE BACKFILLING.10.TOPS OF MANHOLES SHALL BE RAISED AS NECESSARY TO BE FLUSH WITH PROPOSED PAVEMENT ELEVATIONS, AND TO BE ONE FOOT ABOVE FINISHED GROUND ELEVATIONS, IN GREEN AREAS, WITH WATERTIGHT LIDS.11. ALL CONCRETE FOR ENCASEMENTS SHALL HAVE A MINIMUM 28 DAY COMPRESSION STRENGTH AT 3000 P.S.I.12.EXISTING UTILITIES SHALL BE VERIFIED IN FIELD PRIOR TO INSTALLATION OF ANY NEW LINES.13.REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES.14.CONTRACTOR IS RESPONSIBLE FOR COMPLYING TO THE SPECIFICATIONS OF THE CITY OF CHANHASSEN AND/OR STATE OF MN WITH REGARDS TO MATERIALS AND INSTALLATION OF THE WATER AND SEWER LINES.15. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS.16.CONTRACTOR IS RESPONSIBLE FOR ALL NECESSARY INSPECTIONS AND/ OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES. 17. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS.18.CONTRACTOR SHALL REFERENCE ARCH / MEP PLANS FOR SITE LIGHTING AND ELECTRICAL PLAN. 19. BACKFLOW DEVICES ( DDCV AND PRZ ASSEMBLIES) AND METERS ARE LOCATED IN THE INTERIOR OF THE BUILDING. REF. ARCH / MEP PLANS. 20. ALL ONSITE WATERMAINS AND SANITARY SEWERS SHALL BE PRIVATELY OWNED ANDMAINTAINED. 21.ALL WATERMAIN STUBOUTS SHALL BE MECHANICALLY RESTRAINEDWITH REACTION BLOCKING. NORTH KEYNOTE LEGEND POINT OF CONNECTION, REFER TO MEP PLANS FOR CONTINUATION TAP EXISTING 10" DIP WATERMAIN WITH 1" CORP 1" DOMESTIC PVC WATER SERVICE PER CITY OF CHANHASSEN SPECIFICATIONS INSTALL CLEANOUT CONNECT TO EXISTING SANITARY SERVICE INSTALL 6" PVC SDR40 SANITARY SEWER SERVICE, LENGTH AND SLOPE PER PLAN PROPOSED GREASE INTERCEPTOR LOCATION, REFER TO MEP PLANS FOR DETAILS AND SIZING PROPOSED SAMPLING WELL, SEE PLANS BY OTHERS INSTALL ELECTRIC LINE, PLANS BY OTHERS, SEE MEP PLANS FOR CONTINUATION INSTALL COMMUNICATIONS LINE, PLANS BY OTHERS, SEE MEP PLANS FOR CONTINUATION INSTALL GAS LINE, PLANS BY OTHERS, SEE MEP PLANS FOR CONTINUATION INSTALL 1" CURB CORP STOP PER CITY OF CHANHASSEN STANDARDS AND SPECIFICATIONS PREPAREDFORUTILITYDETAILSC4.18941 CROSSROADSBLVDCHRISTIAN BROTHERSAUTOMOTIVECHANHASSENMNDATE:I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION OR REPORTWAS PREPARED BYME OR UNDER MY DIRECT CROSSROADS BOULEVARDCCPROPOSED CHRISTIAN BROTHERS AUTOMOTIVE 5,100 SF FFE: 923. 00'Lock to Lock Time Wayne Royal GT16 Width Track Steering Angle feet 8. 04 8. 00 48. 0:6. 017.423. 39 28. 22 DATECHECKED BYSCALEDESIGNED BYDRAWNBYKHAPROJECT16068400510/16/2020AS SHOWNCJJKAMBREThis document, togetherwith the CROSSROADS BOULEVARDCCThis document, togetherwith CROSSROADS BOULEVARDCCNORTH LEGEND EX- CCOLOR SITE PLANEXHIBIT10/16/ Stormwater Management Plan Christian Brothers Automotive Chanhassen, MN City of Chanhassen Riley Purgatory Bluff Creek Watershed District Prepared for: Christian Brothers Automotive Corporation 17725 Katy Freeway Houston, TX 77094 Contact: Jonathan Wakefield Prepared by: Kimley-Horn 767 Eustis Street, Suite 100 St. Paul, MN 55114 Contact: Christian Jones, Project Manager. Brandon Elegert, P.E. Prepared On: September 18, 2020 Revised On: October 29, 2020 Christian Brothers Automotive - Stormwater Report Page 2 Chanhassen, MN Stormwater Management Report for Christian Brothers Automotive – Chanhassen, MN Prepared for: Christian Brothers Automotive Corporation October 29, 2020 Prepared By: Kimley-Horn and Associates, Inc. 767 Eustis Street, Suite 100 St. Paul, MN 55114 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. Brandon R. Elegert, P.E. Date: October 29, 2020 Registration No. 50387 Christian Brothers Automotive - Stormwater Report Page 3 Chanhassen, MN Table of Contents 1.0 Introduction ............................................................................................... 4 2.0 Pre-development Conditions ..................................................................... 4 3.0 Post-development Conditions .................................................................... 4 4.0 Rate Attenuation Summary ....................................................................... 5 5.0 Volume Reduction Summary ...................................................................... 6 6.0 Water Quality Summary ............................................................................ 6 Exhibits ............................................................................................................... 8 Exhibit 1. Existing Drainage Exhibit ....................................................................................................... 9 Exhibit 2. Proposed Drainage Exhibit .................................................................................................. 10 Appendices ....................................................................................................... 11 Appendix 1. Pre-Development HydroCAD Model Analysis (TP-40) .................................................... 12 Appendix 2. Pre-Development HydroCAD Model Analysis (Atlas-14) ................................................ 13 Appendix 3. Post-Development HydroCAD Model Analysis (TP-40) ................................................... 14 Appendix 4. Post-Development HydroCAD Model Analysis (Atlas-14) ............................................... 15 Appendix 5. Water Quality Calculations (MIDS) ................................................................................. 16 Appendix 6. Operations and Maintenance Plan ................................................................................. 17 Christian Brothers Automotive - Stormwater Report Page 4 Chanhassen, MN 1.0 Introduction The proposed development consists of a new ±5,100 square foot automotive repair building, parking lot, associated utilities, and an underground and surface stormwater management BMPs. The 0.80- acre site is located at 8941 Crossroads Boulevard in Chanhassen, MN, and is part of the Crossroads of Chanhassen planned unit development. The Site is subject to the requirements of the Riley-Purgatory- Bluff Creek Watershed District (furthermore referred to as RPBCWD). This report is to provide information for the pre-development drainage conditions, the post-development drainage conditions, and the stormwater management system(s) designed to meet the RPBCWD storm water requirements for the proposed development. Kimley-Horn has analyzed the drainage conditions of the site and provides computations for applicable RPBCWD stormwater requirements in this report. The analysis of the pre-development and post- development drainage models was completed using HydroCAD, Version 10.00, a computer aided design system for modeling the hydrology and hydraulics of stormwater runoff. These calculations are largely based on the hydrology techniques developed by the Soil Conservation Service (SCS/NRCS), combined with other hydrology and hydraulics calculations. All calculations, hydrographs, and drainage area maps are provided in the appendix of this report. 2.0 Pre-development Conditions The existing site consists of a vacant grass area, with slopes of 1% to 4% encompassing much of the Site. Although a Geotechnical report has not been completed for this site, soil conditions referenced from the USDA NRCS Web Soil Survey outline a large majority of the site being encompassed by sandy loam and loamy sand from the surface to a depth of at least 6’ below finished grade. Based on this data, an infiltration rate of 0.80 in/hr is assumed for design calculations. In the existing conditions, stormwater from the northeastern portion of the site (V-DA-2) flows to an existing inlet to the north of the site along an internal road for the overall development and is conveyed to the public storm sewer system. The western and northwestern portion of the Site (V-DA-1 and V- DA-3) flows west to Crossroads Boulevard, a paved public street. Stormwater from the eastern and southern portion of the site (V-DA-4) flows to an existing area drain inlet on the south portion of the site and connects to the existing public underground stormwater system offsite. A summary of the pervious and impervious coverage for existing conditions is included below: Drainage Area = 0.80 acres o Existing Pervious Area = 0.79 acres (99%) o Existing Impervious Area = 0.01 acres (1%) o Weighted Curve Number (CN) = 61 3.0 Post-development Conditions The proposed development consists of an approximately 5,100 sf commercial building, concrete parking lot, utilities, underground and above-ground stormwater management areas, and landscaping. Site improvements will maintain existing drainage patterns. Christian Brothers Automotive - Stormwater Report Page 5 Chanhassen, MN Stormwater runoff from a portion of the roof and majority of the paved parking surface will discharge to a proposed underground stormwater infiltration system, BMP #2. The underground stormwater infiltration system is proposed to be perforated 36” pipe. Overflow from this BMP is routed to the existing underground storm sewer network. Stormwater runoff from the western portion of the roof will discharge to an infiltration basin (BMP #1) on the west side of the proposed building. Overflow from this BMP is routed to an existing catch basin within Crossroads Boulevard. A summary of the pervious and impervious coverage for proposed conditions is included below. Drainage Area = 0.80 acres o Proposed Pervious Area = 0.25 acres (31%) o Proposed Impervious Area = 0.55 acres (69%) o Weighted Curve Number (CN) = 87 4.0 Rate Attenuation Summary The Riley-Purgatory-Bluff Creek Watershed District requires that sites limit peak flow rates from the site in the 2-, 10-, and 100-year, 24-hour nested rainfall events and the 100-year, 10-day snowmelt event using Atlas 14 precipitation depths and storm distributions. In addition to City requirements, the site must maintain existing drainage patterns including volume and rate of existing runoff. The proposed development achieves this requirement as outlined in the table below: Table 1: Rate Attenuation – Atlas 14 Table 2: Rate Attenuation – TP-40 2 Year 2.84 in.) 10 Year 4.20 in.) 100 Year 7.18 in.) 100 Year, 10-day Snow Melt Event (7.30 in.) Rate Attenuation Summary – Total Site Pre-Development Rate (CFS) 0.23 1.04 3.69 1.08 Post-Development Rate (CFS) 0.13 0.33 2.41 0.22 Rate Attenuation Summary – Existing Onsite Inlet Pre-Development Rate (CFS) 0.09 0.41 1.40 0.36 Post-Development Rate (CFS) 0.02 0.08 0.26 0.06 2 Year 2.75 in.) 10 Year 4.20 in.) 100 Year 5.95 in.) 100 Year, 10-day Snow Melt Event (5.95 in.) Rate Attenuation Summary – Total Site Pre-Development Rate (CFS) 0.20 1.07 2.51 0.88 Post-Development Rate (CFS) 0.12 0.34 0.65 0.18 Rate Attenuation Summary – Existing Onsite Inlet Pre-Development Rate (CFS) 0.08 0.41 0.95 0.30 Post-Development Rate (CFS) 0.01 0.08 0.18 0.05 Christian Brothers Automotive - Stormwater Report Page 6 Chanhassen, MN Stormwater drainage from the proposed development flows via public storm sewer system to an existing MNDOT facility downstream within the MNDOT right-of-way at the corner of Crossroads Blvd. and MN 101. It is our understanding the existing MnDOT drainage facility was originally designed utilizing Technical Paper-40 rainfall data administered by the National Oceanic and Atmospheric Administration. The pre-development runoff rate utilizing TP-40 rainfall intensity data, as shown in Table 2 above, shows the existing runoff rate from the site is 2.51 CFS. The post- development condition is assessed using the Atlas-14 distribution, where the 100-year rainfall event for the total site is 2.41 CFS. The proposed post-development runoff rate utilizing the TP-40 rainfall intensity data yields a runoff rate of 0.65 CFS, which is lower than the existing MNDOT drainage facility was designed for. The proposed runoff rate utilizing the Atlas-14 analysis, as well as the TP- 40, is lower than the existing conditions TP-40 runoff rates, as shown above. 5.0 Volume Reduction Summary The Riley-Purgatory-Bluff Creek Watershed District requires applicants provide onsite retention of 1.1 inches over the proposed impervious surface of the Site. Based on the proposed plans the required onsite retention is met based on the following: Table 3: Volume Reduction Proposed Impervious Area Reconstructed and New) 0.55 AC Treatment Depth Required 1.1 Inches Required Infiltration Volume 2,196 CF Provided Infiltration Volume BMP #1: 2,470 CF BMP #2: 5,669 CF 8,139 CF TOTAL 6.0 Water Quality Summary The Riley-Purgatory-Bluff Creek Watershed District requires removal of 60% of the total phosphorus TP) and 90% of the total suspended solids (TSS). Watershed requirements will be achieved through the use of infiltration in BMP #1 and BMP #2. All BMPs systems are required to provide water quality volume below the lowest flow outlet and provide draw down within 48 hours. An infiltration rate of 0.8 in/hr was used per the USDA Web Soil Survey information and Minnesota Stormwater Manual recommendations. Based on this infiltration rate, the maximum allowable infiltration for these systems is based on a ponding depth of 3.2 feet above the bottom of the system. BMP #1 proposes a ponding depth of 1.70 feet, which is within the required limit. BMP #2 proposed a ponding depth of 2.60 feet, which is within the required limit. In addition to Results of the Minimal Impact Design Standards (MIDS) analysis for the site is shown in the Summary below. These results show that BMP #1 and BMP#2 increase the site’s removal efficiency of TP and TSS when compared to existing conditions, which is consistent with requirements of the RPBC Watershed District. A full analysis is provided in Appendix 3. Water Quality Calculations. Christian Brothers Automotive - Stormwater Report Page 7 Chanhassen, MN Minimal Impact Design Standards (MIDS) Summary: Christian Brothers Automotive - Stormwater Report Page 8 Chanhassen, MN Exhibits Christian Brothers Automotive - Stormwater Report Page 9 Chanhassen, MN Exhibit 1. Existing Drainage Exhibit 9 2 3924922922922 923924922921 921921922 922 922 922 923 922V-DA-3 3.19% 3.99% 1. 89 1.8 0 2 1 9%3. 49% 1.44% 2. 64%1. 34%2 99% 3.28%2. 35 1.17% 0.9 5 CROSSROADS BOULEVARDV-DA-4 V-DA-2 V-DA-1 WATER FROM THE SITE DRAINS VIA SURFACE SHEET FLOW TO THE EXISTING PUBLIC STORM SEWER SYSTEM, WHICH FLOWS NORTH AND EAST TO PUBLIC STORM SEWER SYSTEM AT THE INTERSECTION OF MN- 101 AND CROSSROADS BOULEVARD AND EVENTUALLY TO LAKE RILEY SOUTHEAST OF THE SITE Thisdocument, together with the concepts Christian Brothers Automotive - Stormwater Report Page 10 Chanhassen, MN Exhibit 2. Proposed Drainage Exhibit CROSSROADS BOULEVARDCROSSROADS BOULEVARD92 3 924922922922 923924922 921 921921 922 922 922 922 9239222. 1 0 1. 87 2. 7 1 1.90% 2.05% 1. 03% 1. 78 1. 86%2.5 9 3.02%7.99% 10.22%3. 15%1.44 4.34%1. 19% 6. 38% C- DA- 3 C-DA-1C-DA-2 C-DA-4 C-DA- 5 C-DA-6 923 923 921 922922922 923923922 920921922922D BP-1: STORMWATER INFILTRATION BASIN BOTTOM OF BASIN: 919.50 TOP OF BASIN: 921.50 100- YR HWL: 920.78 TOTAL STORAGE VOLUME: 3,159 CF TREATMENT VOLUME: 2,470 CF BMP 2: UNDERGROUND INFILTRATION SYSTEM ADS 36" N-12 PERFORATED HDPE PIPE OR APPROVED EQUAL TOTAL STORAGE VOLUME: 6,420 CF TREATMENT VOLUME: 5,669 CF TOP OF PIPE: 918.90 PIPE INV.: 915. 90 BOTTOM OF STONE: 915.40 100- YR HWL: 918.80 8.86% WATER FROM THE SITE DRAINS VIA SURFACE SHEET FLOW TO THE EXISTING PUBLIC STORM SEWER SYSTEM, WHICH FLOWS NORTH AND EAST TO PUBLIC STORM SEWER SYSTEM AT THE INTERSECTION OF MN-101 AND CROSSROADS BOULEVARD AND EVENTUALLY TO LAKE RILEY SOUTHEAST OF THE SITEEXISTING STORM SEWER This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which itwas prepared. Reuse of and improper Christian Brothers Automotive - Stormwater Report Page 11 Chanhassen, MN Appendices Christian Brothers Automotive - Stormwater Report Page 12 Chanhassen, MN Appendix 1. Pre-Development HydroCAD Model Analysis (TP-40) 1S V-DA-1 2S V-DA-3 3S V-DA-4 6S V-DA-2 4R TOTAL SITE 9R EX ONSITE INLET Routing Diagram for CBA Chanhassen Ex Cond_TP-40_Rainfall Prepared by Kimley-Horn and Associates, Printed 10/25/2020 HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area acres) CN Description subcatchment-numbers) 0.889 61 >75% Grass cover, Good, HSG B (1S, 2S, 3S, 6S) 0.889 61 TOTAL AREA CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page3HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.889 HSG B 1S, 2S, 3S, 6S 0.000 HSG C 0.000 HSG D 0.000 Other 0.889 TOTAL AREA CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page4HydroCAD® 10.00-22 s/n 09843 © 2018 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 0.889 0.000 0.000 0.000 0.889 >75% Grass cover, Good 1S, 2S, 3S, 6S 0.000 0.889 0.000 0.000 0.000 0.889 TOTAL AREA Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page5HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.097 ac 0.00% Impervious Runoff Depth=0.28"Subcatchment 1S: V-DA-1 Flow Length=70' Slope=0.0200 '/' Tc=7.8 min CN=61 Runoff=0.03 cfs 0.002 af Runoff Area=0.326 ac 0.00% Impervious Runoff Depth=0.28"Subcatchment 2S: V-DA-3 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=61 Runoff=0.06 cfs 0.007 af Runoff Area=0.297 ac 0.00% Impervious Runoff Depth=0.28"Subcatchment 3S: V-DA-4 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.08 cfs 0.007 af Runoff Area=0.169 ac 0.00% Impervious Runoff Depth=0.28"Subcatchment 6S: V-DA-2 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.04 cfs 0.004 af Inflow=0.20 cfs 0.020afReach4R: TOTAL SITE Outflow=0.20 cfs 0.020 af Inflow=0.08 cfs 0.007afReach9R: EX ONSITE INLET Outflow=0.08 cfs 0.007 af Total Runoff Area = 0.889 ac Runoff Volume = 0.020 af Average Runoff Depth = 0.28" 100.00% Pervious = 0.889 ac 0.00% Impervious = 0.000 ac Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page6HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: V-DA-1 Runoff = 0.03 cfs @ 12.04 hrs, Volume= 0.002 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.097 61 >75% Grass cover, Good, HSG B 0.097 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 70 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: V-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 028 0. 026 0. 024 0. 022 0. 02 0. 018 0. 016 0. 014 0. 012 0. 01 0. 008 0. 006 0. 004 0. 002 0 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.097 ac Runoff Volume=0.002 af Runoff Depth=0. 28"Flow Length= 70'Slope=0. 0200 '/'Tc=7.8 min CN= 61 0.03 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page7HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: V-DA-3 Runoff = 0.06 cfs @ 12.11 hrs, Volume= 0.007 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.326 61 >75% Grass cover, Good, HSG B 0.326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: V-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 07 0. 065 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 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.326 ac Runoff Volume=0.007 af Runoff Depth=0. 28"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 61 0.06 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page8HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: V-DA-4 Runoff = 0.08 cfs @ 12.04 hrs, Volume= 0.007 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.297 61 >75% Grass cover, Good, HSG B 0.297 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 3S: V-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 085 0. 08 0. 075 0. 07 0. 065 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 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.297 ac Runoff Volume=0.007 af Runoff Depth=0. 28"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.08 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page9HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: V-DA-2 Runoff = 0.04 cfs @ 12.04 hrs, Volume= 0.004 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.169 61 >75% Grass cover, Good, HSG B 0.169 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 6S: V-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 048 0. 046 0. 044 0. 042 0. 04 0. 038 0. 036 0. 034 0. 032 0. 03 0. 028 0. 026 0. 024 0. 022 0. 02 0. 018 0. 016 0. 014 0. 012 0. 01 0. 008 0. 006 0. 004 0. 002 0 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.169 ac Runoff Volume=0.004 af Runoff Depth=0. 28"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.04 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page10HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.889 ac, 0.00% Impervious, Inflow Depth = 0.28" for 2-Year event Inflow = 0.20 cfs @ 12.05 hrs, Volume= 0.020 af Outflow = 0.20 cfs @ 12.05 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 4R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 22 0. 21 0. 2 0. 19 0. 18 0. 17 0. 16 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 Inflow Area=0.889 ac 0.20 cfs 0.20 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page11HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 9R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.297 ac, 0.00% Impervious, Inflow Depth = 0.28" for 2-Year event Inflow = 0.08 cfs @ 12.04 hrs, Volume= 0.007 af Outflow = 0.08 cfs @ 12.04 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 9R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 085 0. 08 0. 075 0. 07 0. 065 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=0.297 ac 0.08 cfs 0.08 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page12HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.097 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 1S: V-DA-1 Flow Length=70' Slope=0.0200 '/' Tc=7.8 min CN=61 Runoff=0.13 cfs 0.007 af Runoff Area=0.326 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 2S: V-DA-3 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=61 Runoff=0.35 cfs 0.025 af Runoff Area=0.297 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 3S: V-DA-4 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.41 cfs 0.023 af Runoff Area=0.169 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 6S: V-DA-2 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.23 cfs 0.013 af Inflow=1.07 cfs 0.068afReach4R: TOTAL SITE Outflow=1.07 cfs 0.068 af Inflow=0.41 cfs 0.023afReach9R: EX ONSITE INLET Outflow=0.41 cfs 0.023 af Total Runoff Area = 0.889 ac Runoff Volume = 0.068 af Average Runoff Depth = 0.92" 100.00% Pervious = 0.889 ac 0.00% Impervious = 0.000 ac Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page13HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: V-DA-1 Runoff = 0.13 cfs @ 12.01 hrs, Volume= 0.007 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.097 61 >75% Grass cover, Good, HSG B 0.097 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 70 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: V-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.097 ac Runoff Volume=0.007 af Runoff Depth=0. 92"Flow Length= 70'Slope=0. 0200 '/'Tc=7.8 min CN= 61 0.13 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page14HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: V-DA-3 Runoff = 0.35 cfs @ 12.08 hrs, Volume= 0.025 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.326 61 >75% Grass cover, Good, HSG B 0.326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: V-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.326 ac Runoff Volume=0.025 af Runoff Depth=0. 92"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 61 0.35 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page15HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: V-DA-4 Runoff = 0.41 cfs @ 12.01 hrs, Volume= 0.023 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.297 61 >75% Grass cover, Good, HSG B 0.297 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 3S: V-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.297 ac Runoff Volume=0.023 af Runoff Depth=0. 92"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.41 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page16HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: V-DA-2 Runoff = 0.23 cfs @ 12.01 hrs, Volume= 0.013 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.169 61 >75% Grass cover, Good, HSG B 0.169 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 6S: V-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 26 0. 25 0. 24 0. 23 0. 22 0. 21 0. 2 0. 19 0. 18 0. 17 0. 16 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 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.169 ac Runoff Volume=0.013 af Runoff Depth=0. 92"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.23 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page17HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.889 ac, 0.00% Impervious, Inflow Depth = 0.92" for 10-Year event Inflow = 1.07 cfs @ 12.02 hrs, Volume= 0.068 af Outflow = 1.07 cfs @ 12.02 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 4R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 Inflow Area=0.889 ac 1.07 cfs 1.07 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page18HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 9R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.297 ac, 0.00% Impervious, Inflow Depth = 0.92" for 10-Year event Inflow = 0.41 cfs @ 12.01 hrs, Volume= 0.023 af Outflow = 0.41 cfs @ 12.01 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 9R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 Inflow Area=0.297 ac 0.41 cfs 0.41 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page19HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.097 ac 0.00% Impervious Runoff Depth=1.97"Subcatchment 1S: V-DA-1 Flow Length=70' Slope=0.0200 '/' Tc=7.8 min CN=61 Runoff=0.31 cfs 0.016 af Runoff Area=0.326 ac 0.00% Impervious Runoff Depth=1.97"Subcatchment 2S: V-DA-3 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=61 Runoff=0.84 cfs 0.054 af Runoff Area=0.297 ac 0.00% Impervious Runoff Depth=1.97"Subcatchment 3S: V-DA-4 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.95 cfs 0.049 af Runoff Area=0.169 ac 0.00% Impervious Runoff Depth=1.97"Subcatchment 6S: V-DA-2 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.54 cfs 0.028 af Inflow=2.51 cfs 0.146afReach4R: TOTAL SITE Outflow=2.51 cfs 0.146 af Inflow=0.95 cfs 0.049afReach9R: EX ONSITE INLET Outflow=0.95 cfs 0.049 af Total Runoff Area = 0.889 ac Runoff Volume = 0.146 af Average Runoff Depth = 1.97" 100.00% Pervious = 0.889 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page20HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: V-DA-1 Runoff = 0.31 cfs @ 12.00 hrs, Volume= 0.016 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.097 61 >75% Grass cover, Good, HSG B 0.097 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 70 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: V-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.097 ac Runoff Volume=0.016 af Runoff Depth=1. 97"Flow Length= 70'Slope=0. 0200 '/'Tc=7.8 min CN= 61 0.31 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page21HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: V-DA-3 Runoff = 0.84 cfs @ 12.07 hrs, Volume= 0.054 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.326 61 >75% Grass cover, Good, HSG B 0.326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: V-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 9 0. 85 0. 8 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 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.326 ac Runoff Volume=0.054 af Runoff Depth=1. 97"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 61 0.84 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page22HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: V-DA-4 Runoff = 0.95 cfs @ 12.00 hrs, Volume= 0.049 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.297 61 >75% Grass cover, Good, HSG B 0.297 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 3S: V-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.297 ac Runoff Volume=0.049 af Runoff Depth=1. 97"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.95 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page23HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: V-DA-2 Runoff = 0.54 cfs @ 12.00 hrs, Volume= 0.028 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.169 61 >75% Grass cover, Good, HSG B 0.169 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 6S: V-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.169 ac Runoff Volume=0.028 af Runoff Depth=1. 97"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.54 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page24HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.889 ac, 0.00% Impervious, Inflow Depth = 1.97" for 100-Year event Inflow = 2.51 cfs @ 12.01 hrs, Volume= 0.146 af Outflow = 2.51 cfs @ 12.01 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 4R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 2 1 0 Inflow Area=0.889 ac 2.51 cfs 2.51 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Ex Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page25HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 9R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.297 ac, 0.00% Impervious, Inflow Depth = 1.97" for 100-Year event Inflow = 0.95 cfs @ 12.00 hrs, Volume= 0.049 af Outflow = 0.95 cfs @ 12.00 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 9R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 Inflow Area=0.297 ac 0.95 cfs 0.95 1S V-DA-1 2S V-DA-3 3S V-DA-4 6S V-DA-2 4R TOTAL SITE 9R EX ONSITE INLET Routing Diagram for CBA Chanhassen Ex Cond_TP-40_10 Day Snow Melt Prepared by Kimley-Horn and Associates, Printed 10/25/2020 HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link CBA Chanhassen Ex Cond_TP-40_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area acres) CN Description subcatchment-numbers) 0.889 100 >75% Grass cover, Good, HSG B (1S, 2S, 3S, 6S) 0.889 100 TOTAL AREA CBA Chanhassen Ex Cond_TP-40_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page3HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.889 HSG B 1S, 2S, 3S, 6S 0.000 HSG C 0.000 HSG D 0.000 Other 0.889 TOTAL AREA CBA Chanhassen Ex Cond_TP-40_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page4HydroCAD® 10.00-22 s/n 09843 © 2018 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 0.889 0.000 0.000 0.000 0.889 >75% Grass cover, Good 1S, 2S, 3S, 6S 0.000 0.889 0.000 0.000 0.000 0.889 TOTAL AREA Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenExCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page5HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-240.00 hrs, dt=0.01 hrs, 23901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.097 ac 100.00% Impervious Runoff Depth>5.94"Subcatchment 1S: V-DA-1 Flow Length=70' Slope=0.0200 '/' Tc=7.8 min CN=100 Runoff=0.10 cfs 0.048 af Runoff Area=0.326 ac 100.00% Impervious Runoff Depth>5.94"Subcatchment 2S: V-DA-3 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=100 Runoff=0.32 cfs 0.161 af Runoff Area=0.297 ac 100.00% Impervious Runoff Depth>5.94"Subcatchment 3S: V-DA-4 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=100 Runoff=0.30 cfs 0.147 af Runoff Area=0.169 ac 100.00% Impervious Runoff Depth>5.94"Subcatchment 6S: V-DA-2 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=100 Runoff=0.17 cfs 0.084 af Inflow=0.88 cfs 0.440afReach4R: TOTAL SITE Outflow=0.88 cfs 0.440 af Inflow=0.30 cfs 0.147afReach9R: EX ONSITE INLET Outflow=0.30 cfs 0.147 af Total Runoff Area = 0.889 ac Runoff Volume = 0.440 af Average Runoff Depth = 5.94" 0.00% Pervious = 0.000 ac 100.00% Impervious = 0.889 ac Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenExCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page6HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: V-DA-1 Runoff = 0.10 cfs @ 119.09 hrs, Volume= 0.048 af, Depth> 5.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.097 100 >75% Grass cover, Good, HSG B 0.097 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 70 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: V-DA-1 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 105 0. 1 0. 095 0. 09 0. 085 0. 08 0. 075 0. 07 0. 065 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 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.097 ac Runoff Volume=0.048 af Runoff Depth>5. 94"Flow Length= 70'Slope=0. 0200 '/'Tc=7.8 min CN= 100 0.10 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenExCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page7HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: V-DA-3 Runoff = 0.32 cfs @ 119.15 hrs, Volume= 0.161 af, Depth> 5.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.326 100 >75% Grass cover, Good, HSG B 0.326 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: V-DA-3 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)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 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.326 ac Runoff Volume=0.161 af Runoff Depth>5. 94"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 100 0.32 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenExCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page8HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: V-DA-4 Runoff = 0.30 cfs @ 119.09 hrs, Volume= 0.147 af, Depth> 5.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.297 100 >75% Grass cover, Good, HSG B 0.297 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 3S: V-DA-4 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( 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 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.297 ac Runoff Volume=0.147 af Runoff Depth>5. 94"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 100 0.30 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenExCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page9HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: V-DA-2 Runoff = 0.17 cfs @ 119.09 hrs, Volume= 0.084 af, Depth> 5.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.169 100 >75% Grass cover, Good, HSG B 0.169 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 6S: V-DA-2 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 18 0. 17 0. 16 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 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.169 ac Runoff Volume=0.084 af Runoff Depth>5. 94"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 100 0.17 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenExCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page10HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.889 ac,100.00% Impervious, Inflow Depth > 5.94" for Custom event Inflow = 0.88 cfs @ 119.11 hrs, Volume= 0.440 af Outflow = 0.88 cfs @ 119.11 hrs, Volume= 0.440 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Reach 4R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 95 0. 9 0. 85 0. 8 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=0.889 ac 0.88 cfs 0.88 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenExCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page11HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 9R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.297 ac,100.00% Impervious, Inflow Depth > 5.94" for Custom event Inflow = 0.30 cfs @ 119.09 hrs, Volume= 0.147 af Outflow = 0.30 cfs @ 119.09 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Reach 9R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( 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 Inflow Area=0.297 ac 0.30 cfs 0.30 Christian Brothers Automotive - Stormwater Report Page 13 Chanhassen, MN Appendix 2. Pre-Development HydroCAD Model Analysis (Atlas-14) 1S V-DA-1 2S V-DA-3 3S V-DA-4 6S V-DA-2 4R TOTAL SITE 9R EX ONSITE INLET Routing Diagram for CBA Chanhassen Ex Cond_Atlas 14_Rainfall Prepared by Kimley-Horn and Associates, Printed 10/25/2020 HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area acres) CN Description subcatchment-numbers) 0.889 61 >75% Grass cover, Good, HSG B (1S, 2S, 3S, 6S) 0.889 61 TOTAL AREA CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page3HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.889 HSG B 1S, 2S, 3S, 6S 0.000 HSG C 0.000 HSG D 0.000 Other 0.889 TOTAL AREA CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page4HydroCAD® 10.00-22 s/n 09843 © 2018 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 0.889 0.000 0.000 0.000 0.889 >75% Grass cover, Good 1S, 2S, 3S, 6S 0.000 0.889 0.000 0.000 0.000 0.889 TOTAL AREA MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page5HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.097 ac 0.00% Impervious Runoff Depth=0.31"Subcatchment 1S: V-DA-1 Flow Length=70' Slope=0.0200 '/' Tc=7.8 min CN=61 Runoff=0.03 cfs 0.002 af Runoff Area=0.326 ac 0.00% Impervious Runoff Depth=0.31"Subcatchment 2S: V-DA-3 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=61 Runoff=0.08 cfs 0.008 af Runoff Area=0.297 ac 0.00% Impervious Runoff Depth=0.31"Subcatchment 3S: V-DA-4 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.09 cfs 0.008 af Runoff Area=0.169 ac 0.00% Impervious Runoff Depth=0.31"Subcatchment 6S: V-DA-2 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.05 cfs 0.004 af Inflow=0.23 cfs 0.023afReach4R: TOTAL SITE Outflow=0.23 cfs 0.023 af Inflow=0.09 cfs 0.008afReach9R: EX ONSITE INLET Outflow=0.09 cfs 0.008 af Total Runoff Area = 0.889 ac Runoff Volume = 0.023 af Average Runoff Depth = 0.31" 100.00% Pervious = 0.889 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page6HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: V-DA-1 Runoff = 0.03 cfs @ 12.20 hrs, Volume= 0.002 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.097 61 >75% Grass cover, Good, HSG B 0.097 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 70 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: V-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 032 0. 03 0. 028 0. 026 0. 024 0. 022 0. 02 0. 018 0. 016 0. 014 0. 012 0. 01 0. 008 0. 006 0. 004 0. 002 0 MSE 24-hr 3 2-Year Rainfall=2. 84"Runoff Area=0.097 ac Runoff Volume=0.002 af Runoff Depth=0. 31"Flow Length= 70'Slope=0. 0200 '/'Tc=7.8 min CN= 61 0.03 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page7HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: V-DA-3 Runoff = 0.08 cfs @ 12.29 hrs, Volume= 0.008 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.326 61 >75% Grass cover, Good, HSG B 0.326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: V-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 085 0. 08 0. 075 0. 07 0. 065 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 MSE 24-hr 3 2-Year Rainfall=2. 84"Runoff Area=0.326 ac Runoff Volume=0.008 af Runoff Depth=0. 31"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 61 0.08 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page8HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: V-DA-4 Runoff = 0.09 cfs @ 12.20 hrs, Volume= 0.008 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.297 61 >75% Grass cover, Good, HSG B 0.297 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 3S: V-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 1 0. 095 0. 09 0. 085 0. 08 0. 075 0. 07 0. 065 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 MSE 24-hr 3 2-Year Rainfall=2. 84"Runoff Area=0.297 ac Runoff Volume=0.008 af Runoff Depth=0. 31"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.09 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page9HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: V-DA-2 Runoff = 0.05 cfs @ 12.20 hrs, Volume= 0.004 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.169 61 >75% Grass cover, Good, HSG B 0.169 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 6S: V-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 055 0. 05 0. 045 0. 04 0. 035 0. 03 0. 025 0. 02 0. 015 0. 01 0. 005 0 MSE 24-hr 3 2-Year Rainfall=2. 84"Runoff Area=0.169 ac Runoff Volume=0.004 af Runoff Depth=0. 31"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.05 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page10HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.889 ac, 0.00% Impervious, Inflow Depth = 0.31" for 2-Year event Inflow = 0.23 cfs @ 12.22 hrs, Volume= 0.023 af Outflow = 0.23 cfs @ 12.22 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 4R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 Inflow Area=0.889 ac 0.23 cfs 0.23 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page11HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 9R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.297 ac, 0.00% Impervious, Inflow Depth = 0.31" for 2-Year event Inflow = 0.09 cfs @ 12.20 hrs, Volume= 0.008 af Outflow = 0.09 cfs @ 12.20 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 9R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 1 0. 095 0. 09 0. 085 0. 08 0. 075 0. 07 0. 065 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=0.297 ac 0.09 cfs 0.09 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page12HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.097 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 1S: V-DA-1 Flow Length=70' Slope=0.0200 '/' Tc=7.8 min CN=61 Runoff=0.13 cfs 0.007 af Runoff Area=0.326 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 2S: V-DA-3 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=61 Runoff=0.35 cfs 0.025 af Runoff Area=0.297 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 3S: V-DA-4 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.41 cfs 0.023 af Runoff Area=0.169 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 6S: V-DA-2 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.23 cfs 0.013 af Inflow=1.04 cfs 0.068afReach4R: TOTAL SITE Outflow=1.04 cfs 0.068 af Inflow=0.41 cfs 0.023afReach9R: EX ONSITE INLET Outflow=0.41 cfs 0.023 af Total Runoff Area = 0.889 ac Runoff Volume = 0.068 af Average Runoff Depth = 0.92" 100.00% Pervious = 0.889 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page13HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: V-DA-1 Runoff = 0.13 cfs @ 12.16 hrs, Volume= 0.007 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.097 61 >75% Grass cover, Good, HSG B 0.097 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 70 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: V-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 10-Year Rainfall=4. 20"Runoff Area=0.097 ac Runoff Volume=0.007 af Runoff Depth=0. 92"Flow Length= 70'Slope=0. 0200 '/'Tc=7.8 min CN= 61 0.13 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page14HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: V-DA-3 Runoff = 0.35 cfs @ 12.25 hrs, Volume= 0.025 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.326 61 >75% Grass cover, Good, HSG B 0.326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: V-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 10-Year Rainfall=4. 20"Runoff Area=0.326 ac Runoff Volume=0.025 af Runoff Depth=0. 92"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 61 0.35 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page15HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: V-DA-4 Runoff = 0.41 cfs @ 12.17 hrs, Volume= 0.023 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.297 61 >75% Grass cover, Good, HSG B 0.297 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 3S: V-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 10-Year Rainfall=4. 20"Runoff Area=0.297 ac Runoff Volume=0.023 af Runoff Depth=0. 92"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.41 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page16HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: V-DA-2 Runoff = 0.23 cfs @ 12.17 hrs, Volume= 0.013 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.169 61 >75% Grass cover, Good, HSG B 0.169 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 6S: V-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 26 0. 25 0. 24 0. 23 0. 22 0. 21 0. 2 0. 19 0. 18 0. 17 0. 16 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 10-Year Rainfall=4. 20"Runoff Area=0.169 ac Runoff Volume=0.013 af Runoff Depth=0. 92"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.23 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page17HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.889 ac, 0.00% Impervious, Inflow Depth = 0.92" for 10-Year event Inflow = 1.04 cfs @ 12.18 hrs, Volume= 0.068 af Outflow = 1.04 cfs @ 12.18 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 4R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 Inflow Area=0.889 ac 1.04 cfs 1.04 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page18HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 9R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.297 ac, 0.00% Impervious, Inflow Depth = 0.92" for 10-Year event Inflow = 0.41 cfs @ 12.17 hrs, Volume= 0.023 af Outflow = 0.41 cfs @ 12.17 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 9R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 Inflow Area=0.297 ac 0.41 cfs 0.41 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page19HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.097 ac 0.00% Impervious Runoff Depth=2.83"Subcatchment 1S: V-DA-1 Flow Length=70' Slope=0.0200 '/' Tc=7.8 min CN=61 Runoff=0.46 cfs 0.023 af Runoff Area=0.326 ac 0.00% Impervious Runoff Depth=2.83"Subcatchment 2S: V-DA-3 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=61 Runoff=1.22 cfs 0.077 af Runoff Area=0.297 ac 0.00% Impervious Runoff Depth=2.83"Subcatchment 3S: V-DA-4 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=1.40 cfs 0.070 af Runoff Area=0.169 ac 0.00% Impervious Runoff Depth=2.83"Subcatchment 6S: V-DA-2 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=61 Runoff=0.80 cfs 0.040 af Inflow=3.69 cfs 0.210afReach4R: TOTAL SITE Outflow=3.69 cfs 0.210 af Inflow=1.40 cfs 0.070afReach9R: EX ONSITE INLET Outflow=1.40 cfs 0.070 af Total Runoff Area = 0.889 ac Runoff Volume = 0.210 af Average Runoff Depth = 2.83" 100.00% Pervious = 0.889 ac 0.00% Impervious = 0.000 ac MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page20HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: V-DA-1 Runoff = 0.46 cfs @ 12.16 hrs, Volume= 0.023 af, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.097 61 >75% Grass cover, Good, HSG B 0.097 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 70 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: V-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 5 0. 48 0. 46 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 3 100-Year Rainfall=7. 18"Runoff Area=0.097 ac Runoff Volume=0.023 af Runoff Depth=2. 83"Flow Length= 70'Slope=0. 0200 '/'Tc=7.8 min CN= 61 0.46 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page21HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: V-DA-3 Runoff = 1.22 cfs @ 12.23 hrs, Volume= 0.077 af, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.326 61 >75% Grass cover, Good, HSG B 0.326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: V-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 MSE 24-hr 3 100-Year Rainfall=7. 18"Runoff Area=0.326 ac Runoff Volume=0.077 af Runoff Depth=2. 83"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 61 1.22 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page22HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: V-DA-4 Runoff = 1.40 cfs @ 12.16 hrs, Volume= 0.070 af, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.297 61 >75% Grass cover, Good, HSG B 0.297 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 3S: V-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 MSE 24-hr 3 100-Year Rainfall=7. 18"Runoff Area=0.297 ac Runoff Volume=0.070 af Runoff Depth=2. 83"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 1.40 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page23HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: V-DA-2 Runoff = 0.80 cfs @ 12.16 hrs, Volume= 0.040 af, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.169 61 >75% Grass cover, Good, HSG B 0.169 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 6S: V-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 85 0. 8 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 3 100-Year Rainfall=7. 18"Runoff Area=0.169 ac Runoff Volume=0.040 af Runoff Depth=2. 83"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 61 0.80 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page24HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.889 ac, 0.00% Impervious, Inflow Depth = 2.83" for 100-Year event Inflow = 3.69 cfs @ 12.17 hrs, Volume= 0.210 af Outflow = 3.69 cfs @ 12.17 hrs, Volume= 0.210 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 4R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 4 3 2 1 0 Inflow Area=0.889 ac 3.69 cfs 3.69 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Ex Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page25HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 9R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.297 ac, 0.00% Impervious, Inflow Depth = 2.83" for 100-Year event Inflow = 1.40 cfs @ 12.16 hrs, Volume= 0.070 af Outflow = 1.40 cfs @ 12.16 hrs, Volume= 0.070 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 9R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 Inflow Area=0.297 ac 1.40 cfs 1.40 1S V-DA-1 2S V-DA-3 3S V-DA-4 6S V-DA-2 4R TOTAL SITE 9R EX ONSITE INLET Routing Diagram for CBA Chanhassen Ex Cond_Atlas 14_10 Day Snow Melt Prepared by Kimley-Horn and Associates, Printed 10/25/2020 HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link CBA Chanhassen Ex Cond_Atlas 14_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area acres) CN Description subcatchment-numbers) 0.889 100 >75% Grass cover, Good, HSG B (1S, 2S, 3S, 6S) 0.889 100 TOTAL AREA CBA Chanhassen Ex Cond_Atlas 14_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page3HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.889 HSG B 1S, 2S, 3S, 6S 0.000 HSG C 0.000 HSG D 0.000 Other 0.889 TOTAL AREA CBA Chanhassen Ex Cond_Atlas 14_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page4HydroCAD® 10.00-22 s/n 09843 © 2018 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 0.889 0.000 0.000 0.000 0.889 >75% Grass cover, Good 1S, 2S, 3S, 6S 0.000 0.889 0.000 0.000 0.000 0.889 TOTAL AREA MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenExCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page5HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-240.00 hrs, dt=0.01 hrs, 23901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.097 ac 100.00% Impervious Runoff Depth>7.30"Subcatchment 1S: V-DA-1 Flow Length=70' Slope=0.0200 '/' Tc=7.8 min CN=100 Runoff=0.12 cfs 0.059 af Runoff Area=0.326 ac 100.00% Impervious Runoff Depth>7.30"Subcatchment 2S: V-DA-3 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=100 Runoff=0.40 cfs 0.198 af Runoff Area=0.297 ac 100.00% Impervious Runoff Depth>7.30"Subcatchment 3S: V-DA-4 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=100 Runoff=0.36 cfs 0.181 af Runoff Area=0.169 ac 100.00% Impervious Runoff Depth>7.30"Subcatchment 6S: V-DA-2 Flow Length=100' Slope=0.0400 '/' Tc=7.9 min CN=100 Runoff=0.20 cfs 0.103 af Inflow=1.08 cfs 0.541afReach4R: TOTAL SITE Outflow=1.08 cfs 0.541 af Inflow=0.36 cfs 0.181afReach9R: EX ONSITE INLET Outflow=0.36 cfs 0.181 af Total Runoff Area = 0.889 ac Runoff Volume = 0.541 af Average Runoff Depth = 7.30" 0.00% Pervious = 0.000 ac 100.00% Impervious = 0.889 ac MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenExCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page6HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: V-DA-1 Runoff = 0.12 cfs @ 120.77 hrs, Volume= 0.059 af, Depth> 7.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.097 100 >75% Grass cover, Good, HSG B 0.097 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 70 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: V-DA-1 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 13 0. 125 0. 12 0. 115 0. 11 0. 105 0. 1 0. 095 0. 09 0. 085 0. 08 0. 075 0. 07 0. 065 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 MSE 24-hr 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.097 ac Runoff Volume=0.059 af Runoff Depth>7. 30"Flow Length= 70'Slope=0. 0200 '/'Tc=7.8 min CN= 100 0.12 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenExCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page7HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: V-DA-3 Runoff = 0.40 cfs @ 120.78 hrs, Volume= 0.198 af, Depth> 7.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.326 100 >75% Grass cover, Good, HSG B 0.326 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: V-DA-3 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( 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 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.326 ac Runoff Volume=0.198 af Runoff Depth>7. 30"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 100 0.40 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenExCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page8HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: V-DA-4 Runoff = 0.36 cfs @ 120.51 hrs, Volume= 0.181 af, Depth> 7.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.297 100 >75% Grass cover, Good, HSG B 0.297 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 3S: V-DA-4 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)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 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.297 ac Runoff Volume=0.181 af Runoff Depth>7. 30"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 100 0.36 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenExCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page9HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: V-DA-2 Runoff = 0.20 cfs @ 120.51 hrs, Volume= 0.103 af, Depth> 7.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.169 100 >75% Grass cover, Good, HSG B 0.169 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 6S: V-DA-2 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 22 0. 21 0. 2 0. 19 0. 18 0. 17 0. 16 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 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.169 ac Runoff Volume=0.103 af Runoff Depth>7. 30"Flow Length= 100'Slope=0. 0400 '/'Tc=7.9 min CN= 100 0.20 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenExCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page10HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.889 ac,100.00% Impervious, Inflow Depth > 7.30" for Custom event Inflow = 1.08 cfs @ 120.81 hrs, Volume= 0.541 af Outflow = 1.08 cfs @ 120.81 hrs, Volume= 0.541 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Reach 4R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs) 1 0 Inflow Area=0.889 ac 1.08 cfs 1.08 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenExCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page11HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 9R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.297 ac,100.00% Impervious, Inflow Depth > 7.30" for Custom event Inflow = 0.36 cfs @ 120.51 hrs, Volume= 0.181 af Outflow = 0.36 cfs @ 120.51 hrs, Volume= 0.181 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Reach 9R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)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 Inflow Area=0.297 ac 0.36 cfs 0.36 Christian Brothers Automotive - Stormwater Report Page 14 Chanhassen, MN Appendix 3. Post-Development HydroCAD Model Analysis (TP-40) 1S C-DA-1 2S C-DA-2 3S C-DA-3 7S C-DA-4 8S C-DA-6 9S C-DA-5 8R EX ONSITE INLET 10R TOTAL SITE 6P U/G 36" INFILTRATION 7P INFILTRATION BASIN Routing Diagram for CBA Chanhassen Pr Cond_TP-40_Rainfall Prepared by Kimley-Horn and Associates, Printed 10/25/2020 HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area acres) CN Description subcatchment-numbers) 0.297 61 >75% Grass cover, Good, HSG B (1S, 2S, 3S, 7S, 8S, 9S) 0.501 98 Paved parking, HSG B (1S, 2S, 7S, 9S) 0.066 98 Roofs, HSG B (3S) 0.864 85 TOTAL AREA CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page3HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.864 HSG B 1S, 2S, 3S, 7S, 8S, 9S 0.000 HSG C 0.000 HSG D 0.000 Other 0.864 TOTAL AREA CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page4HydroCAD® 10.00-22 s/n 09843 © 2018 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 0.297 0.000 0.000 0.000 0.297 >75% Grass cover, Good 1S, 2S, 3S, 7S, 8S, 9S 0.000 0.501 0.000 0.000 0.000 0.501 Paved parking 1S, 2S, 7S, 9S 0.000 0.066 0.000 0.000 0.000 0.066 Roofs 3S 0.000 0.864 0.000 0.000 0.000 0.864 TOTAL AREA CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page5HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert feet) Out-Invert feet) Length feet) Slope ft/ft) n Diam/Width inches) Height inches) Inside-Fill inches) 1 6P 915.40 915.05 50.0 0.0070 0.011 12.0 0.0 0.0 2 7P 918.00 917.50 25.0 0.0200 0.012 12.0 0.0 0.0 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page6HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.035 ac 68.57% Impervious Runoff Depth=1.45"Subcatchment 1S: C-DA-1 Flow Length=145' Slope=0.0200 '/' Tc=14.0 min CN=86 Runoff=0.07 cfs 0.004 af Runoff Area=0.060 ac 1.67% Impervious Runoff Depth=0.30"Subcatchment 2S: C-DA-2 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=62 Runoff=0.01 cfs 0.002 af Runoff Area=0.147 ac 44.90% Impervious Runoff Depth=0.95"Subcatchment 3S: C-DA-3 Tc=7.0 min CN=78 Runoff=0.24 cfs 0.012 af Runoff Area=0.538 ac 86.43% Impervious Runoff Depth=2.02"Subcatchment 7S: C-DA-4 Tc=7.0 min CN=93 Runoff=1.74 cfs 0.090 af Runoff Area=0.053 ac 0.00% Impervious Runoff Depth=0.28"Subcatchment 8S: C-DA-6 Tc=7.0 min CN=61 Runoff=0.01 cfs 0.001 af Runoff Area=0.031 ac 35.48% Impervious Runoff Depth=0.75"Subcatchment 9S: C-DA-5 Tc=7.0 min CN=74 Runoff=0.04 cfs 0.002 af Inflow=0.01 cfs 0.001afReach8R: EX ONSITE INLET Outflow=0.01 cfs 0.001 af Inflow=0.12 cfs 0.009afReach10R: TOTAL SITE Outflow=0.12 cfs 0.009 af Peak Elev=916.83' Storage=2,070 cf Inflow=1.74 cfs 0.090afPond6P: U/G 36" INFILTRATION Discarded=0.06 cfs 0.090 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.090 af Peak Elev=919.74' Storage=207 cf Inflow=0.24 cfs 0.012afPond7P: INFILTRATION BASIN Discarded=0.02 cfs 0.012 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.012 af Total Runoff Area = 0.864 ac Runoff Volume = 0.111 af Average Runoff Depth = 1.54" 34.37% Pervious = 0.297 ac 65.63% Impervious = 0.567 ac Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page7HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: C-DA-1 Runoff = 0.07 cfs @ 12.06 hrs, Volume= 0.004 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.011 61 >75% Grass cover, Good, HSG B 0.024 98 Paved parking, HSG B 0.035 86 Weighted Average 0.011 31.43% Pervious Area 0.024 68.57% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 145 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: C-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 075 0. 07 0. 065 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 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.035 ac Runoff Volume=0.004 af Runoff Depth=1. 45"Flow Length= 145'Slope=0. 0200 '/'Tc=14.0 min CN= 86 0.07 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page8HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: C-DA-2 Runoff = 0.01 cfs @ 12.11 hrs, Volume= 0.002 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.059 61 >75% Grass cover, Good, HSG B 0.001 98 Paved parking, HSG B 0.060 62 Weighted Average 0.059 98.33% Pervious Area 0.001 1.67% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: C-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 016 0. 015 0. 014 0. 013 0. 012 0. 011 0. 01 0. 009 0. 008 0. 007 0. 006 0. 005 0. 004 0. 003 0. 002 0. 001 0 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.060 ac Runoff Volume=0.002 af Runoff Depth=0. 30"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 62 0.01 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page9HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: C-DA-3 Runoff = 0.24 cfs @ 11.99 hrs, Volume= 0.012 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.081 61 >75% Grass cover, Good, HSG B 0.066 98 Roofs, HSG B 0.147 78 Weighted Average 0.081 55.10% Pervious Area 0.066 44.90% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3S: C-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 26 0. 25 0. 24 0. 23 0. 22 0. 21 0. 2 0. 19 0. 18 0. 17 0. 16 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 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.147 ac Runoff Volume=0.012 af Runoff Depth=0. 95"Tc=7.0 min CN= 78 0.24 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page10HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: C-DA-4 Runoff = 1.74 cfs @ 11.98 hrs, Volume= 0.090 af, Depth= 2.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.073 61 >75% Grass cover, Good, HSG B 0.465 98 Paved parking, HSG B 0.538 93 Weighted Average 0.073 13.57% Pervious Area 0.465 86.43% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7S: C-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.538 ac Runoff Volume=0.090 af Runoff Depth=2. 02"Tc=7.0 min CN= 93 1.74 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page11HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: C-DA-6 Runoff = 0.01 cfs @ 12.02 hrs, Volume= 0.001 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.053 61 >75% Grass cover, Good, HSG B 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 8S: C-DA-6 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 016 0. 015 0. 014 0. 013 0. 012 0. 011 0. 01 0. 009 0. 008 0. 007 0. 006 0. 005 0. 004 0. 003 0. 002 0. 001 0 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.053 ac Runoff Volume=0.001 af Runoff Depth=0. 28"Tc=7.0 min CN= 61 0.01 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page12HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: C-DA-5 Runoff = 0.04 cfs @ 11.99 hrs, Volume= 0.002 af, Depth= 0.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.020 61 >75% Grass cover, Good, HSG B 0.031 74 Weighted Average 0.020 64.52% Pervious Area 0.011 35.48% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 9S: C-DA-5 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 042 0. 04 0. 038 0. 036 0. 034 0. 032 0. 03 0. 028 0. 026 0. 024 0. 022 0. 02 0. 018 0. 016 0. 014 0. 012 0. 01 0. 008 0. 006 0. 004 0. 002 0 Type II 24- hr 2-Year Rainfall=2. 75"Runoff Area=0.031 ac Runoff Volume=0.002 af Runoff Depth=0. 75"Tc=7.0 min CN= 74 0.04 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page13HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 8R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 0.28" for 2-Year event Inflow = 0.01 cfs @ 12.02 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 12.02 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 8R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 016 0. 015 0. 014 0. 013 0. 012 0. 011 0. 01 0. 009 0. 008 0. 007 0. 006 0. 005 0. 004 0. 003 0. 002 0. 001 0 Inflow Area=0.053 ac 0.01 cfs 0.01 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page14HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 10R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.864 ac, 65.63% Impervious, Inflow Depth = 0.12" for 2-Year event Inflow = 0.12 cfs @ 12.03 hrs, Volume= 0.009 af Outflow = 0.12 cfs @ 12.03 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 10R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 Inflow Area=0.864 ac 0.12 cfs 0.12 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page15HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 6P: U/G 36" INFILTRATION Inflow Area = 0.538 ac, 86.43% Impervious, Inflow Depth = 2.02" for 2-Year event Inflow = 1.74 cfs @ 11.98 hrs, Volume= 0.090 af Outflow = 0.06 cfs @ 11.15 hrs, Volume= 0.090 af, Atten= 97%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.15 hrs, Volume= 0.090 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 916.83' @ 13.85 hrs Surf.Area= 3,154 sf Storage= 2,070 cf Plug-Flow detention time= 334.2 min calculated for 0.090 af (100% of inflow) Center-of-Mass det. time= 334.2 min ( 1,130.0 - 795.8 ) Volume Invert Avail.Storage Storage Description 1A 915.40' 3,692 cf 38.00'W x 83.00'L x 4.50'H Field A 14,193 cf Overall - 4,962 cf Embedded = 9,231 cf x 40.0% Voids 2A 915.90' 3,976 cf ADS N-12 36" x 28 Inside #1 Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 7 Rows of 4 Chambers 7,668 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 1 Discarded 915.40'0.800 in/hr Exfiltration over Surface area 2 Device 3 918.50'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 3 Primary 915.40'12.0" Round Culvert L= 50.0' Ke= 0.100 Inlet / Outlet Invert= 915.40' / 915.05' S= 0.0070 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.06 cfs @ 11.15 hrs HW=915.45' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=915.40' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page16HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION - Chamber Wizard Field A Chamber Model = ADS N-12 36" (ADS N-12® Pipe) Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 42.0" Wide + 21.0" Spacing = 63.0" C-C Row Spacing 4 Chambers/Row x 20.00' Long = 80.00' Row Length +18.0" End Stone x 2 = 83.00' Base Length 7 Rows x 42.0" Wide + 21.0" Spacing x 6 + 18.0" Side Stone x 2 = 38.00' Base Width 6.0" Base + 42.0" Chamber Height + 6.0" Cover = 4.50' Field Height 28 Chambers x 142.0 cf = 3,976.0 cf Chamber Storage 28 Chambers x 177.2 cf = 4,962.2 cf Displacement 14,193.0 cf Field - 4,962.2 cf Chambers = 9,230.8 cf Stone x 40.0% Voids = 3,692.3 cf Stone Storage Chamber Storage + Stone Storage = 7,668.3 cf = 0.176 af Overall Storage Efficiency = 54.0% Overall System Size = 83.00' x 38.00' x 4.50' 28 Chambers 525.7 cy Field 341.9 cy Stone Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page17HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 Inflow Area=0.538 ac Peak Elev=916. 83'Storage=2,070 cf 1.74 cfs 0.06 cfs 0.06 cfs 0.00 Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page18HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 7P: INFILTRATION BASIN Inflow Area = 0.147 ac, 44.90% Impervious, Inflow Depth = 0.95" for 2-Year event Inflow = 0.24 cfs @ 11.99 hrs, Volume= 0.012 af Outflow = 0.02 cfs @ 12.83 hrs, Volume= 0.012 af, Atten= 93%, Lag= 50.5 min Discarded = 0.02 cfs @ 12.83 hrs, Volume= 0.012 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 919.74' @ 12.83 hrs Surf.Area= 954 sf Storage= 207 cf Plug-Flow detention time= 110.2 min calculated for 0.012 af (100% of inflow) Center-of-Mass det. time= 110.2 min ( 965.6 - 855.4 ) Volume Invert Avail.Storage Storage Description 1 919.50' 3,159 cf BASIN WEST (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 919.50 790 255.4 0 0 790 920.50 1,584 274.3 1,164 1,164 1,630 921.50 2,436 293.2 1,995 3,159 2,529 Device Routing Invert Outlet Devices 1 Discarded 919.50'0.800 in/hr Exfiltration over Surface area 2 Device 3 921.20'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3 Primary 918.00'12.0" Round Culvert L= 25.0' Ke= 0.100 Inlet / Outlet Invert= 918.00' / 917.50' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.02 cfs @ 12.83 hrs HW=919.74' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=919.50' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 4.74 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2-Year Rainfall=2.75"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page19HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 7P: INFILTRATION BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 Inflow Area=0.147 ac Peak Elev=919. 74'Storage=207 cf 0.24 cfs 0.02 cfs 0.02 cfs 0.00 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page20HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.035 ac 68.57% Impervious Runoff Depth=2.73"Subcatchment 1S: C-DA-1 Flow Length=145' Slope=0.0200 '/' Tc=14.0 min CN=86 Runoff=0.13 cfs 0.008 af Runoff Area=0.060 ac 1.67% Impervious Runoff Depth=0.97"Subcatchment 2S: C-DA-2 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=62 Runoff=0.07 cfs 0.005 af Runoff Area=0.147 ac 44.90% Impervious Runoff Depth=2.05"Subcatchment 3S: C-DA-3 Tc=7.0 min CN=78 Runoff=0.51 cfs 0.025 af Runoff Area=0.538 ac 86.43% Impervious Runoff Depth=3.41"Subcatchment 7S: C-DA-4 Tc=7.0 min CN=93 Runoff=2.85 cfs 0.153 af Runoff Area=0.053 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 8S: C-DA-6 Tc=7.0 min CN=61 Runoff=0.08 cfs 0.004 af Runoff Area=0.031 ac 35.48% Impervious Runoff Depth=1.74"Subcatchment 9S: C-DA-5 Tc=7.0 min CN=74 Runoff=0.09 cfs 0.005 af Inflow=0.08 cfs 0.004afReach8R: EX ONSITE INLET Outflow=0.08 cfs 0.004 af Inflow=0.34 cfs 0.021afReach10R: TOTAL SITE Outflow=0.34 cfs 0.021 af Peak Elev=917.71' Storage=3,978 cf Inflow=2.85 cfs 0.153afPond6P: U/G 36" INFILTRATION Discarded=0.06 cfs 0.153 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.153 af Peak Elev=920.06' Storage=550 cf Inflow=0.51 cfs 0.025afPond7P: INFILTRATION BASIN Discarded=0.02 cfs 0.025 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.025 af Total Runoff Area = 0.864 ac Runoff Volume = 0.200 af Average Runoff Depth = 2.77" 34.37% Pervious = 0.297 ac 65.63% Impervious = 0.567 ac Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page21HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: C-DA-1 Runoff = 0.13 cfs @ 12.06 hrs, Volume= 0.008 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.011 61 >75% Grass cover, Good, HSG B 0.024 98 Paved parking, HSG B 0.035 86 Weighted Average 0.011 31.43% Pervious Area 0.024 68.57% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 145 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: C-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.035 ac Runoff Volume=0.008 af Runoff Depth=2. 73"Flow Length= 145'Slope=0. 0200 '/'Tc=14.0 min CN= 86 0.13 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page22HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: C-DA-2 Runoff = 0.07 cfs @ 12.07 hrs, Volume= 0.005 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.059 61 >75% Grass cover, Good, HSG B 0.001 98 Paved parking, HSG B 0.060 62 Weighted Average 0.059 98.33% Pervious Area 0.001 1.67% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: C-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 075 0. 07 0. 065 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 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.060 ac Runoff Volume=0.005 af Runoff Depth=0. 97"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 62 0.07 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page23HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: C-DA-3 Runoff = 0.51 cfs @ 11.99 hrs, Volume= 0.025 af, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.081 61 >75% Grass cover, Good, HSG B 0.066 98 Roofs, HSG B 0.147 78 Weighted Average 0.081 55.10% Pervious Area 0.066 44.90% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3S: C-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 55 0. 5 0. 45 0. 4 0. 35 0. 3 0. 25 0. 2 0. 15 0. 1 0. 05 0 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.147 ac Runoff Volume=0.025 af Runoff Depth=2. 05"Tc=7.0 min CN= 78 0.51 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page24HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: C-DA-4 Runoff = 2.85 cfs @ 11.98 hrs, Volume= 0.153 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.073 61 >75% Grass cover, Good, HSG B 0.465 98 Paved parking, HSG B 0.538 93 Weighted Average 0.073 13.57% Pervious Area 0.465 86.43% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7S: C-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 3 2 1 0 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.538 ac Runoff Volume=0.153 af Runoff Depth=3. 41"Tc=7.0 min CN= 93 2.85 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page25HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: C-DA-6 Runoff = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.053 61 >75% Grass cover, Good, HSG B 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 8S: C-DA-6 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 085 0. 08 0. 075 0. 07 0. 065 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 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.053 ac Runoff Volume=0.004 af Runoff Depth=0. 92"Tc=7.0 min CN= 61 0.08 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page26HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: C-DA-5 Runoff = 0.09 cfs @ 11.99 hrs, Volume= 0.005 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.020 61 >75% Grass cover, Good, HSG B 0.031 74 Weighted Average 0.020 64.52% Pervious Area 0.011 35.48% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 9S: C-DA-5 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 1 0. 095 0. 09 0. 085 0. 08 0. 075 0. 07 0. 065 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 Type II 24- hr 10-Year Rainfall=4. 20"Runoff Area=0.031 ac Runoff Volume=0.005 af Runoff Depth=1. 74"Tc=7.0 min CN= 74 0.09 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page27HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 8R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 0.92" for 10-Year event Inflow = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af Outflow = 0.08 cfs @ 12.00 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 8R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 085 0. 08 0. 075 0. 07 0. 065 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=0.053 ac 0.08 cfs 0.08 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page28HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 10R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.864 ac, 65.63% Impervious, Inflow Depth = 0.30" for 10-Year event Inflow = 0.34 cfs @ 12.02 hrs, Volume= 0.021 af Outflow = 0.34 cfs @ 12.02 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 10R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 Inflow Area=0.864 ac 0.34 cfs 0.34 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page29HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 6P: U/G 36" INFILTRATION Inflow Area = 0.538 ac, 86.43% Impervious, Inflow Depth = 3.41" for 10-Year event Inflow = 2.85 cfs @ 11.98 hrs, Volume= 0.153 af Outflow = 0.06 cfs @ 10.20 hrs, Volume= 0.153 af, Atten= 98%, Lag= 0.0 min Discarded = 0.06 cfs @ 10.20 hrs, Volume= 0.153 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 917.71' @ 15.61 hrs Surf.Area= 3,154 sf Storage= 3,978 cf Plug-Flow detention time= 636.6 min calculated for 0.153 af (100% of inflow) Center-of-Mass det. time= 636.8 min ( 1,418.1 - 781.3 ) Volume Invert Avail.Storage Storage Description 1A 915.40' 3,692 cf 38.00'W x 83.00'L x 4.50'H Field A 14,193 cf Overall - 4,962 cf Embedded = 9,231 cf x 40.0% Voids 2A 915.90' 3,976 cf ADS N-12 36" x 28 Inside #1 Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 7 Rows of 4 Chambers 7,668 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 1 Discarded 915.40'0.800 in/hr Exfiltration over Surface area 2 Device 3 918.50'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 3 Primary 915.40'12.0" Round Culvert L= 50.0' Ke= 0.100 Inlet / Outlet Invert= 915.40' / 915.05' S= 0.0070 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.06 cfs @ 10.20 hrs HW=915.45' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=915.40' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page30HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION - Chamber Wizard Field A Chamber Model = ADS N-12 36" (ADS N-12® Pipe) Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 42.0" Wide + 21.0" Spacing = 63.0" C-C Row Spacing 4 Chambers/Row x 20.00' Long = 80.00' Row Length +18.0" End Stone x 2 = 83.00' Base Length 7 Rows x 42.0" Wide + 21.0" Spacing x 6 + 18.0" Side Stone x 2 = 38.00' Base Width 6.0" Base + 42.0" Chamber Height + 6.0" Cover = 4.50' Field Height 28 Chambers x 142.0 cf = 3,976.0 cf Chamber Storage 28 Chambers x 177.2 cf = 4,962.2 cf Displacement 14,193.0 cf Field - 4,962.2 cf Chambers = 9,230.8 cf Stone x 40.0% Voids = 3,692.3 cf Stone Storage Chamber Storage + Stone Storage = 7,668.3 cf = 0.176 af Overall Storage Efficiency = 54.0% Overall System Size = 83.00' x 38.00' x 4.50' 28 Chambers 525.7 cy Field 341.9 cy Stone Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page31HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 3 2 1 0 Inflow Area=0.538 ac Peak Elev=917. 71'Storage=3,978 cf 2.85 cfs 0.06 cfs 0.06 cfs 0.00 Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page32HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 7P: INFILTRATION BASIN Inflow Area = 0.147 ac, 44.90% Impervious, Inflow Depth = 2.05" for 10-Year event Inflow = 0.51 cfs @ 11.99 hrs, Volume= 0.025 af Outflow = 0.02 cfs @ 13.59 hrs, Volume= 0.025 af, Atten= 96%, Lag= 96.0 min Discarded = 0.02 cfs @ 13.59 hrs, Volume= 0.025 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 920.06' @ 13.59 hrs Surf.Area= 1,199 sf Storage= 550 cf Plug-Flow detention time= 273.8 min calculated for 0.025 af (100% of inflow) Center-of-Mass det. time= 273.7 min ( 1,106.6 - 832.9 ) Volume Invert Avail.Storage Storage Description 1 919.50' 3,159 cf BASIN WEST (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 919.50 790 255.4 0 0 790 920.50 1,584 274.3 1,164 1,164 1,630 921.50 2,436 293.2 1,995 3,159 2,529 Device Routing Invert Outlet Devices 1 Discarded 919.50'0.800 in/hr Exfiltration over Surface area 2 Device 3 921.20'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3 Primary 918.00'12.0" Round Culvert L= 25.0' Ke= 0.100 Inlet / Outlet Invert= 918.00' / 917.50' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.02 cfs @ 13.59 hrs HW=920.06' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=919.50' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 4.74 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page33HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 7P: INFILTRATION BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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=0.147 ac Peak Elev=920. 06'Storage=550 cf 0.51 cfs 0.02 cfs 0.02 cfs 0.00 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page34HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.035 ac 68.57% Impervious Runoff Depth=4.36"Subcatchment 1S: C-DA-1 Flow Length=145' Slope=0.0200 '/' Tc=14.0 min CN=86 Runoff=0.20 cfs 0.013 af Runoff Area=0.060 ac 1.67% Impervious Runoff Depth=2.06"Subcatchment 2S: C-DA-2 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=62 Runoff=0.16 cfs 0.010 af Runoff Area=0.147 ac 44.90% Impervious Runoff Depth=3.53"Subcatchment 3S: C-DA-3 Tc=7.0 min CN=78 Runoff=0.87 cfs 0.043 af Runoff Area=0.538 ac 86.43% Impervious Runoff Depth=5.13"Subcatchment 7S: C-DA-4 Tc=7.0 min CN=93 Runoff=4.18 cfs 0.230 af Runoff Area=0.053 ac 0.00% Impervious Runoff Depth=1.97"Subcatchment 8S: C-DA-6 Tc=7.0 min CN=61 Runoff=0.18 cfs 0.009 af Runoff Area=0.031 ac 35.48% Impervious Runoff Depth=3.14"Subcatchment 9S: C-DA-5 Tc=7.0 min CN=74 Runoff=0.16 cfs 0.008 af Inflow=0.18 cfs 0.009afReach8R: EX ONSITE INLET Outflow=0.18 cfs 0.009 af Inflow=0.65 cfs 0.061afReach10R: TOTAL SITE Outflow=0.65 cfs 0.061 af Peak Elev=918.56' Storage=5,780 cf Inflow=4.18 cfs 0.230afPond6P: U/G 36" INFILTRATION Discarded=0.06 cfs 0.209 af Primary=0.15 cfs 0.021 af Outflow=0.21 cfs 0.230 af Peak Elev=920.43' Storage=1,054 cf Inflow=0.87 cfs 0.043afPond7P: INFILTRATION BASIN Discarded=0.03 cfs 0.043 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.043 af Total Runoff Area = 0.864 ac Runoff Volume = 0.313 af Average Runoff Depth = 4.35" 34.37% Pervious = 0.297 ac 65.63% Impervious = 0.567 ac Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page35HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: C-DA-1 Runoff = 0.20 cfs @ 12.05 hrs, Volume= 0.013 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.011 61 >75% Grass cover, Good, HSG B 0.024 98 Paved parking, HSG B 0.035 86 Weighted Average 0.011 31.43% Pervious Area 0.024 68.57% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 145 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: C-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 22 0. 21 0. 2 0. 19 0. 18 0. 17 0. 16 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 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.035 ac Runoff Volume=0.013 af Runoff Depth=4. 36"Flow Length= 145'Slope=0. 0200 '/'Tc=14.0 min CN= 86 0.20 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page36HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: C-DA-2 Runoff = 0.16 cfs @ 12.06 hrs, Volume= 0.010 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.059 61 >75% Grass cover, Good, HSG B 0.001 98 Paved parking, HSG B 0.060 62 Weighted Average 0.059 98.33% Pervious Area 0.001 1.67% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: C-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 18 0. 17 0. 16 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 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.060 ac Runoff Volume=0.010 af Runoff Depth=2. 06"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 62 0.16 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page37HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: C-DA-3 Runoff = 0.87 cfs @ 11.98 hrs, Volume= 0.043 af, Depth= 3.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.081 61 >75% Grass cover, Good, HSG B 0.066 98 Roofs, HSG B 0.147 78 Weighted Average 0.081 55.10% Pervious Area 0.066 44.90% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3S: C-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 95 0. 9 0. 85 0. 8 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 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.147 ac Runoff Volume=0.043 af Runoff Depth=3. 53"Tc=7.0 min CN= 78 0.87 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page38HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: C-DA-4 Runoff = 4.18 cfs @ 11.98 hrs, Volume= 0.230 af, Depth= 5.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.073 61 >75% Grass cover, Good, HSG B 0.465 98 Paved parking, HSG B 0.538 93 Weighted Average 0.073 13.57% Pervious Area 0.465 86.43% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7S: C-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 4 3 2 1 0 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.538 ac Runoff Volume=0.230 af Runoff Depth=5. 13"Tc=7.0 min CN= 93 4.18 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page39HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: C-DA-6 Runoff = 0.18 cfs @ 11.99 hrs, Volume= 0.009 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.053 61 >75% Grass cover, Good, HSG B 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 8S: C-DA-6 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 19 0. 18 0. 17 0. 16 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 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.053 ac Runoff Volume=0.009 af Runoff Depth=1. 97"Tc=7.0 min CN= 61 0.18 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page40HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: C-DA-5 Runoff = 0.16 cfs @ 11.98 hrs, Volume= 0.008 af, Depth= 3.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=5.95" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.020 61 >75% Grass cover, Good, HSG B 0.031 74 Weighted Average 0.020 64.52% Pervious Area 0.011 35.48% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 9S: C-DA-5 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 18 0. 17 0. 16 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 Type II 24- hr 100-Year Rainfall=5. 95"Runoff Area=0.031 ac Runoff Volume=0.008 af Runoff Depth=3. 14"Tc=7.0 min CN= 74 0.16 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page41HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 8R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 1.97" for 100-Year event Inflow = 0.18 cfs @ 11.99 hrs, Volume= 0.009 af Outflow = 0.18 cfs @ 11.99 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 8R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 19 0. 18 0. 17 0. 16 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 Inflow Area=0.053 ac 0.18 cfs 0.18 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page42HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 10R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.864 ac, 65.63% Impervious, Inflow Depth = 0.85" for 100-Year event Inflow = 0.65 cfs @ 12.01 hrs, Volume= 0.061 af Outflow = 0.65 cfs @ 12.01 hrs, Volume= 0.061 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 10R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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=0.864 ac 0.65 cfs 0.65 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page43HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 6P: U/G 36" INFILTRATION Inflow Area = 0.538 ac, 86.43% Impervious, Inflow Depth = 5.13" for 100-Year event Inflow = 4.18 cfs @ 11.98 hrs, Volume= 0.230 af Outflow = 0.21 cfs @ 13.03 hrs, Volume= 0.230 af, Atten= 95%, Lag= 63.1 min Discarded = 0.06 cfs @ 8.75 hrs, Volume= 0.209 af Primary = 0.15 cfs @ 13.03 hrs, Volume= 0.021 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 918.56' @ 13.03 hrs Surf.Area= 3,154 sf Storage= 5,780 cf Plug-Flow detention time= 816.9 min calculated for 0.230 af (100% of inflow) Center-of-Mass det. time= 817.4 min ( 1,588.0 - 770.6 ) Volume Invert Avail.Storage Storage Description 1A 915.40' 3,692 cf 38.00'W x 83.00'L x 4.50'H Field A 14,193 cf Overall - 4,962 cf Embedded = 9,231 cf x 40.0% Voids 2A 915.90' 3,976 cf ADS N-12 36" x 28 Inside #1 Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 7 Rows of 4 Chambers 7,668 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 1 Discarded 915.40'0.800 in/hr Exfiltration over Surface area 2 Device 3 918.50'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 3 Primary 915.40'12.0" Round Culvert L= 50.0' Ke= 0.100 Inlet / Outlet Invert= 915.40' / 915.05' S= 0.0070 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.06 cfs @ 8.75 hrs HW=915.45' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.15 cfs @ 13.03 hrs HW=918.56' (Free Discharge) 3=Culvert (Passes 0.15 cfs of 6.69 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 0.15 cfs @ 0.66 fps) Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page44HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION - Chamber Wizard Field A Chamber Model = ADS N-12 36" (ADS N-12® Pipe) Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 42.0" Wide + 21.0" Spacing = 63.0" C-C Row Spacing 4 Chambers/Row x 20.00' Long = 80.00' Row Length +18.0" End Stone x 2 = 83.00' Base Length 7 Rows x 42.0" Wide + 21.0" Spacing x 6 + 18.0" Side Stone x 2 = 38.00' Base Width 6.0" Base + 42.0" Chamber Height + 6.0" Cover = 4.50' Field Height 28 Chambers x 142.0 cf = 3,976.0 cf Chamber Storage 28 Chambers x 177.2 cf = 4,962.2 cf Displacement 14,193.0 cf Field - 4,962.2 cf Chambers = 9,230.8 cf Stone x 40.0% Voids = 3,692.3 cf Stone Storage Chamber Storage + Stone Storage = 7,668.3 cf = 0.176 af Overall Storage Efficiency = 54.0% Overall System Size = 83.00' x 38.00' x 4.50' 28 Chambers 525.7 cy Field 341.9 cy Stone Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page45HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 4 3 2 1 0 Inflow Area=0.538 ac Peak Elev=918. 56'Storage=5,780 cf 4.18 cfs 0.21 cfs 0.06 cfs 0.15 Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page46HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 7P: INFILTRATION BASIN Inflow Area = 0.147 ac, 44.90% Impervious, Inflow Depth = 3.53" for 100-Year event Inflow = 0.87 cfs @ 11.98 hrs, Volume= 0.043 af Outflow = 0.03 cfs @ 14.07 hrs, Volume= 0.043 af, Atten= 97%, Lag= 125.4 min Discarded = 0.03 cfs @ 14.07 hrs, Volume= 0.043 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 920.43' @ 14.07 hrs Surf.Area= 1,519 sf Storage= 1,054 cf Plug-Flow detention time= 428.7 min calculated for 0.043 af (100% of inflow) Center-of-Mass det. time= 428.8 min ( 1,246.2 - 817.3 ) Volume Invert Avail.Storage Storage Description 1 919.50' 3,159 cf BASIN WEST (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 919.50 790 255.4 0 0 790 920.50 1,584 274.3 1,164 1,164 1,630 921.50 2,436 293.2 1,995 3,159 2,529 Device Routing Invert Outlet Devices 1 Discarded 919.50'0.800 in/hr Exfiltration over Surface area 2 Device 3 921.20'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3 Primary 918.00'12.0" Round Culvert L= 25.0' Ke= 0.100 Inlet / Outlet Invert= 918.00' / 917.50' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.03 cfs @ 14.07 hrs HW=920.43' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=919.50' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 4.74 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100-Year Rainfall=5.95"CBA Chanhassen Pr Cond_TP-40_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page47HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 7P: INFILTRATION BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 95 0. 9 0. 85 0. 8 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=0.147 ac Peak Elev=920. 43'Storage=1,054 cf 0.87 cfs 0.03 cfs 0.03 cfs 0.00 1S C-DA-1 2S C-DA-2 3S C-DA-3 7S C-DA-4 8S C-DA-6 9S C-DA-5 8R EX ONSITE INLET 10R TOTAL SITE 6P U/G 36" INFILTRATION 7P INFILTRATION BASIN Routing Diagram for CBA Chanhassen Pr Cond_TP-40_10 Day Snow Melt Prepared by Kimley-Horn and Associates, Printed 10/25/2020 HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link CBA Chanhassen Pr Cond_TP-40_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area acres) CN Description subcatchment-numbers) 0.297 100 >75% Grass cover, Good, HSG B (1S, 2S, 3S, 7S, 8S, 9S) 0.501 98 Paved parking, HSG B (1S, 2S, 7S, 9S) 0.066 98 Roofs, HSG B (3S) 0.864 99 TOTAL AREA CBA Chanhassen Pr Cond_TP-40_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page3HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.864 HSG B 1S, 2S, 3S, 7S, 8S, 9S 0.000 HSG C 0.000 HSG D 0.000 Other 0.864 TOTAL AREA CBA Chanhassen Pr Cond_TP-40_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page4HydroCAD® 10.00-22 s/n 09843 © 2018 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 0.297 0.000 0.000 0.000 0.297 >75% Grass cover, Good 1S, 2S, 3S, 7S, 8S, 9S 0.000 0.501 0.000 0.000 0.000 0.501 Paved parking 1S, 2S, 7S, 9S 0.000 0.066 0.000 0.000 0.000 0.066 Roofs 3S 0.000 0.864 0.000 0.000 0.000 0.864 TOTAL AREA CBA Chanhassen Pr Cond_TP-40_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page5HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert feet) Out-Invert feet) Length feet) Slope ft/ft) n Diam/Width inches) Height inches) Inside-Fill inches) 1 6P 915.40 915.05 50.0 0.0070 0.011 12.0 0.0 0.0 2 7P 918.00 917.50 25.0 0.0200 0.012 12.0 0.0 0.0 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page6HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-240.00 hrs, dt=0.01 hrs, 23901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>5.83"Subcatchment 1S: C-DA-1 Flow Length=145' Slope=0.0200 '/' Tc=14.0 min CN=99 Runoff=0.03 cfs 0.017 af Runoff Area=0.060 ac 100.00% Impervious Runoff Depth>5.94"Subcatchment 2S: C-DA-2 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=100 Runoff=0.06 cfs 0.030 af Runoff Area=0.147 ac 100.00% Impervious Runoff Depth>5.83"Subcatchment 3S: C-DA-3 Tc=7.0 min CN=99 Runoff=0.15 cfs 0.071 af Runoff Area=0.538 ac 100.00% Impervious Runoff Depth>5.71"Subcatchment 7S: C-DA-4 Tc=7.0 min CN=98 Runoff=0.54 cfs 0.256 af Runoff Area=0.053 ac 100.00% Impervious Runoff Depth>5.94"Subcatchment 8S: C-DA-6 Tc=7.0 min CN=100 Runoff=0.05 cfs 0.026 af Runoff Area=0.031 ac 100.00% Impervious Runoff Depth>5.83"Subcatchment 9S: C-DA-5 Tc=7.0 min CN=99 Runoff=0.03 cfs 0.015 af Inflow=0.05 cfs 0.026afReach8R: EX ONSITE INLET Outflow=0.05 cfs 0.026 af Inflow=0.18 cfs 0.088afReach10R: TOTAL SITE Outflow=0.18 cfs 0.088 af Peak Elev=917.46' Storage=3,409 cf Inflow=0.54 cfs 0.256afPond6P: U/G 36" INFILTRATION Discarded=0.06 cfs 0.256 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.256 af Peak Elev=920.31' Storage=878 cf Inflow=0.15 cfs 0.071afPond7P: INFILTRATION BASIN Discarded=0.03 cfs 0.071 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.071 af Total Runoff Area = 0.864 ac Runoff Volume = 0.416 af Average Runoff Depth = 5.77" 0.00% Pervious = 0.000 ac 100.00% Impervious = 0.864 ac Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page7HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: C-DA-1 Runoff = 0.03 cfs @ 119.17 hrs, Volume= 0.017 af, Depth> 5.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.011 100 >75% Grass cover, Good, HSG B 0.024 98 Paved parking, HSG B 0.035 99 Weighted Average 0.035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 145 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: C-DA-1 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 038 0. 036 0. 034 0. 032 0. 03 0. 028 0. 026 0. 024 0. 022 0. 02 0. 018 0. 016 0. 014 0. 012 0. 01 0. 008 0. 006 0. 004 0. 002 0 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.035 ac Runoff Volume=0.017 af Runoff Depth>5. 83"Flow Length= 145'Slope=0. 0200 '/'Tc=14.0 min CN= 99 0.03 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page8HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: C-DA-2 Runoff = 0.06 cfs @ 119.15 hrs, Volume= 0.030 af, Depth> 5.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.059 100 >75% Grass cover, Good, HSG B 0.001 98 Paved parking, HSG B 0.060 100 Weighted Average 0.060 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: C-DA-2 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 065 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 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.060 ac Runoff Volume=0.030 af Runoff Depth>5. 94"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 100 0.06 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page9HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: C-DA-3 Runoff = 0.15 cfs @ 119.09 hrs, Volume= 0.071 af, Depth> 5.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.081 100 >75% Grass cover, Good, HSG B 0.066 98 Roofs, HSG B 0.147 99 Weighted Average 0.147 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3S: C-DA-3 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 16 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 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.147 ac Runoff Volume=0.071 af Runoff Depth>5. 83"Tc=7.0 min CN= 99 0.15 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page10HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: C-DA-4 Runoff = 0.54 cfs @ 119.09 hrs, Volume= 0.256 af, Depth> 5.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.073 100 >75% Grass cover, Good, HSG B 0.465 98 Paved parking, HSG B 0.538 98 Weighted Average 0.538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7S: C-DA-4 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( 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 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.538 ac Runoff Volume=0.256 af Runoff Depth>5. 71"Tc=7.0 min CN= 98 0.54 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page11HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: C-DA-6 Runoff = 0.05 cfs @ 119.09 hrs, Volume= 0.026 af, Depth> 5.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.053 100 >75% Grass cover, Good, HSG B 0.053 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 8S: C-DA-6 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 055 0. 05 0. 045 0. 04 0. 035 0. 03 0. 025 0. 02 0. 015 0. 01 0. 005 0 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.053 ac Runoff Volume=0.026 af Runoff Depth>5. 94"Tc=7.0 min CN= 100 0.05 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page12HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: C-DA-5 Runoff = 0.03 cfs @ 119.09 hrs, Volume= 0.015 af, Depth> 5.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4 Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.020 100 >75% Grass cover, Good, HSG B 0.031 99 Weighted Average 0.031 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 9S: C-DA-5 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 034 0. 032 0. 03 0. 028 0. 026 0. 024 0. 022 0. 02 0. 018 0. 016 0. 014 0. 012 0. 01 0. 008 0. 006 0. 004 0. 002 0 Type II 24-hr 240.00 hrs Custom Rainfall=5. 95"AMC= 4 Runoff Area=0.031 ac Runoff Volume=0.015 af Runoff Depth>5. 83"Tc=7.0 min CN= 99 0.03 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page13HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 8R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.053 ac,100.00% Impervious, Inflow Depth > 5.94" for Custom event Inflow = 0.05 cfs @ 119.09 hrs, Volume= 0.026 af Outflow = 0.05 cfs @ 119.09 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Reach 8R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)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=0.053 ac 0.05 cfs 0.05 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page14HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 10R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.864 ac,100.00% Impervious, Inflow Depth > 1.22" for Custom event Inflow = 0.18 cfs @ 119.10 hrs, Volume= 0.088 af Outflow = 0.18 cfs @ 119.10 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Reach 10R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 19 0. 18 0. 17 0. 16 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 Inflow Area=0.864 ac 0.18 cfs 0.18 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page15HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 6P: U/G 36" INFILTRATION Inflow Area = 0.538 ac,100.00% Impervious, Inflow Depth > 5.71" for Custom event Inflow = 0.54 cfs @ 119.09 hrs, Volume= 0.256 af Outflow = 0.06 cfs @ 115.61 hrs, Volume= 0.256 af, Atten= 89%, Lag= 0.0 min Discarded = 0.06 cfs @ 115.61 hrs, Volume= 0.256 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 917.46' @ 120.97 hrs Surf.Area= 3,154 sf Storage= 3,409 cf Plug-Flow detention time= 320.2 min calculated for 0.256 af (100% of inflow) Center-of-Mass det. time= 318.0 min ( 7,679.2 - 7,361.2 ) Volume Invert Avail.Storage Storage Description 1A 915.40' 3,692 cf 38.00'W x 83.00'L x 4.50'H Field A 14,193 cf Overall - 4,962 cf Embedded = 9,231 cf x 40.0% Voids 2A 915.90' 3,976 cf ADS N-12 36" x 28 Inside #1 Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 7 Rows of 4 Chambers 7,668 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 1 Discarded 915.40'0.800 in/hr Exfiltration over Surface area 2 Device 3 918.50'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 3 Primary 915.40'12.0" Round Culvert L= 50.0' Ke= 0.100 Inlet / Outlet Invert= 915.40' / 915.05' S= 0.0070 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.06 cfs @ 115.61 hrs HW=915.45' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=915.40' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page16HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION - Chamber Wizard Field A Chamber Model = ADS N-12 36" (ADS N-12® Pipe) Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 42.0" Wide + 21.0" Spacing = 63.0" C-C Row Spacing 4 Chambers/Row x 20.00' Long = 80.00' Row Length +18.0" End Stone x 2 = 83.00' Base Length 7 Rows x 42.0" Wide + 21.0" Spacing x 6 + 18.0" Side Stone x 2 = 38.00' Base Width 6.0" Base + 42.0" Chamber Height + 6.0" Cover = 4.50' Field Height 28 Chambers x 142.0 cf = 3,976.0 cf Chamber Storage 28 Chambers x 177.2 cf = 4,962.2 cf Displacement 14,193.0 cf Field - 4,962.2 cf Chambers = 9,230.8 cf Stone x 40.0% Voids = 3,692.3 cf Stone Storage Chamber Storage + Stone Storage = 7,668.3 cf = 0.176 af Overall Storage Efficiency = 54.0% Overall System Size = 83.00' x 38.00' x 4.50' 28 Chambers 525.7 cy Field 341.9 cy Stone Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page17HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION Inflow Outflow Discarded Primary Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( 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=0.538 ac Peak Elev=917. 46'Storage=3,409 cf 0.54 cfs 0.06 cfs 0.06 cfs 0.00 Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page18HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 7P: INFILTRATION BASIN Inflow Area = 0.147 ac,100.00% Impervious, Inflow Depth > 5.83" for Custom event Inflow = 0.15 cfs @ 119.09 hrs, Volume= 0.071 af Outflow = 0.03 cfs @ 120.05 hrs, Volume= 0.071 af, Atten= 82%, Lag= 57.6 min Discarded = 0.03 cfs @ 120.05 hrs, Volume= 0.071 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 920.31' @ 120.05 hrs Surf.Area= 1,411 sf Storage= 878 cf Plug-Flow detention time= 193.1 min calculated for 0.071 af (100% of inflow) Center-of-Mass det. time= 190.7 min ( 7,465.4 - 7,274.8 ) Volume Invert Avail.Storage Storage Description 1 919.50' 3,159 cf BASIN WEST (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 919.50 790 255.4 0 0 790 920.50 1,584 274.3 1,164 1,164 1,630 921.50 2,436 293.2 1,995 3,159 2,529 Device Routing Invert Outlet Devices 1 Discarded 919.50'0.800 in/hr Exfiltration over Surface area 2 Device 3 921.20'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3 Primary 918.00'12.0" Round Culvert L= 25.0' Ke= 0.100 Inlet / Outlet Invert= 918.00' / 917.50' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.03 cfs @ 120.05 hrs HW=920.31' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=919.50' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 4.74 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 240.00 hrs Custom Rainfall=5.95", AMC=4CBAChanhassenPrCond_TP-40_10 Printed 10/25/2020PreparedbyKimley-Horn and Associates Page19HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 7P: INFILTRATION BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 16 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 Inflow Area=0.147 ac Peak Elev=920. 31'Storage=878 cf 0.15 cfs 0.03 cfs 0.03 cfs 0.00 Christian Brothers Automotive - Stormwater Report Page 15 Chanhassen, MN Appendix 4. Post-Development HydroCAD Model Analysis (Atlas-14) 1S C-DA-1 2S C-DA-2 3S C-DA-3 7S C-DA-4 8S C-DA-6 9S C-DA-5 8R EX ONSITE INLET 10R TOTAL SITE 6P U/G 36" INFILTRATION 7P INFILTRATION BASIN Routing Diagram for CBA Chanhassen Pr Cond_Atlas 14_Rainfall Prepared by Kimley-Horn and Associates, Printed 10/25/2020 HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area acres) CN Description subcatchment-numbers) 0.297 61 >75% Grass cover, Good, HSG B (1S, 2S, 3S, 7S, 8S, 9S) 0.501 98 Paved parking, HSG B (1S, 2S, 7S, 9S) 0.066 98 Roofs, HSG B (3S) 0.864 85 TOTAL AREA CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page3HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.864 HSG B 1S, 2S, 3S, 7S, 8S, 9S 0.000 HSG C 0.000 HSG D 0.000 Other 0.864 TOTAL AREA CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page4HydroCAD® 10.00-22 s/n 09843 © 2018 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 0.297 0.000 0.000 0.000 0.297 >75% Grass cover, Good 1S, 2S, 3S, 7S, 8S, 9S 0.000 0.501 0.000 0.000 0.000 0.501 Paved parking 1S, 2S, 7S, 9S 0.000 0.066 0.000 0.000 0.000 0.066 Roofs 3S 0.000 0.864 0.000 0.000 0.000 0.864 TOTAL AREA CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page5HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert feet) Out-Invert feet) Length feet) Slope ft/ft) n Diam/Width inches) Height inches) Inside-Fill inches) 1 6P 915.40 915.05 50.0 0.0070 0.011 12.0 0.0 0.0 2 7P 918.00 917.50 25.0 0.0200 0.012 12.0 0.0 0.0 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page6HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.035 ac 68.57% Impervious Runoff Depth=1.53"Subcatchment 1S: C-DA-1 Flow Length=145' Slope=0.0200 '/' Tc=14.0 min CN=86 Runoff=0.07 cfs 0.004 af Runoff Area=0.060 ac 1.67% Impervious Runoff Depth=0.34"Subcatchment 2S: C-DA-2 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=62 Runoff=0.02 cfs 0.002 af Runoff Area=0.147 ac 44.90% Impervious Runoff Depth=1.02"Subcatchment 3S: C-DA-3 Tc=7.0 min CN=78 Runoff=0.26 cfs 0.012 af Runoff Area=0.538 ac 86.43% Impervious Runoff Depth=2.10"Subcatchment 7S: C-DA-4 Tc=7.0 min CN=93 Runoff=1.87 cfs 0.094 af Runoff Area=0.053 ac 0.00% Impervious Runoff Depth=0.31"Subcatchment 8S: C-DA-6 Tc=7.0 min CN=61 Runoff=0.02 cfs 0.001 af Runoff Area=0.031 ac 35.48% Impervious Runoff Depth=0.81"Subcatchment 9S: C-DA-5 Tc=7.0 min CN=74 Runoff=0.04 cfs 0.002 af Inflow=0.02 cfs 0.001afReach8R: EX ONSITE INLET Outflow=0.02 cfs 0.001 af Inflow=0.13 cfs 0.010afReach10R: TOTAL SITE Outflow=0.13 cfs 0.010 af Peak Elev=917.06' Storage=2,547 cf Inflow=1.87 cfs 0.094afPond6P: U/G 36" INFILTRATION Discarded=0.06 cfs 0.094 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.094 af Peak Elev=919.80' Storage=269 cf Inflow=0.26 cfs 0.012afPond7P: INFILTRATION BASIN Discarded=0.02 cfs 0.012 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.012 af Total Runoff Area = 0.864 ac Runoff Volume = 0.116 af Average Runoff Depth = 1.61" 34.37% Pervious = 0.297 ac 65.63% Impervious = 0.567 ac MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page7HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: C-DA-1 Runoff = 0.07 cfs @ 12.22 hrs, Volume= 0.004 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.011 61 >75% Grass cover, Good, HSG B 0.024 98 Paved parking, HSG B 0.035 86 Weighted Average 0.011 31.43% Pervious Area 0.024 68.57% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 145 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: C-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 075 0. 07 0. 065 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 MSE 24-hr 3 2-Year Rainfall=2. 84"Runoff Area=0.035 ac Runoff Volume=0.004 af Runoff Depth=1. 53"Flow Length= 145'Slope=0. 0200 '/'Tc=14.0 min CN= 86 0.07 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page8HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: C-DA-2 Runoff = 0.02 cfs @ 12.28 hrs, Volume= 0.002 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.059 61 >75% Grass cover, Good, HSG B 0.001 98 Paved parking, HSG B 0.060 62 Weighted Average 0.059 98.33% Pervious Area 0.001 1.67% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: C-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 018 0. 017 0. 016 0. 015 0. 014 0. 013 0. 012 0. 011 0. 01 0. 009 0. 008 0. 007 0. 006 0. 005 0. 004 0. 003 0. 002 0. 001 0 MSE 24-hr 3 2-Year Rainfall=2. 84"Runoff Area=0.060 ac Runoff Volume=0.002 af Runoff Depth=0. 34"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 62 0.02 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page9HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: C-DA-3 Runoff = 0.26 cfs @ 12.15 hrs, Volume= 0.012 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.081 61 >75% Grass cover, Good, HSG B 0.066 98 Roofs, HSG B 0.147 78 Weighted Average 0.081 55.10% Pervious Area 0.066 44.90% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3S: C-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 2-Year Rainfall=2. 84"Runoff Area=0.147 ac Runoff Volume=0.012 af Runoff Depth=1. 02"Tc=7.0 min CN= 78 0.26 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page10HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: C-DA-4 Runoff = 1.87 cfs @ 12.14 hrs, Volume= 0.094 af, Depth= 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.073 61 >75% Grass cover, Good, HSG B 0.465 98 Paved parking, HSG B 0.538 93 Weighted Average 0.073 13.57% Pervious Area 0.465 86.43% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7S: C-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 2 1 0 MSE 24-hr 3 2-Year Rainfall=2. 84"Runoff Area=0.538 ac Runoff Volume=0.094 af Runoff Depth=2. 10"Tc=7.0 min CN= 93 1.87 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page11HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: C-DA-6 Runoff = 0.02 cfs @ 12.18 hrs, Volume= 0.001 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.053 61 >75% Grass cover, Good, HSG B 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 8S: C-DA-6 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 018 0. 017 0. 016 0. 015 0. 014 0. 013 0. 012 0. 011 0. 01 0. 009 0. 008 0. 007 0. 006 0. 005 0. 004 0. 003 0. 002 0. 001 0 MSE 24-hr 3 2-Year Rainfall=2. 84"Runoff Area=0.053 ac Runoff Volume=0.001 af Runoff Depth=0. 31"Tc=7.0 min CN= 61 0.02 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page12HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: C-DA-5 Runoff = 0.04 cfs @ 12.15 hrs, Volume= 0.002 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.020 61 >75% Grass cover, Good, HSG B 0.031 74 Weighted Average 0.020 64.52% Pervious Area 0.011 35.48% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 9S: C-DA-5 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 046 0. 044 0. 042 0. 04 0. 038 0. 036 0. 034 0. 032 0. 03 0. 028 0. 026 0. 024 0. 022 0. 02 0. 018 0. 016 0. 014 0. 012 0. 01 0. 008 0. 006 0. 004 0. 002 0 MSE 24-hr 3 2-Year Rainfall=2. 84"Runoff Area=0.031 ac Runoff Volume=0.002 af Runoff Depth=0. 81"Tc=7.0 min CN= 74 0.04 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page13HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 8R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 0.31" for 2-Year event Inflow = 0.02 cfs @ 12.18 hrs, Volume= 0.001 af Outflow = 0.02 cfs @ 12.18 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 8R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 018 0. 017 0. 016 0. 015 0. 014 0. 013 0. 012 0. 011 0. 01 0. 009 0. 008 0. 007 0. 006 0. 005 0. 004 0. 003 0. 002 0. 001 0 Inflow Area=0.053 ac 0.02 cfs 0.02 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page14HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 10R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.864 ac, 65.63% Impervious, Inflow Depth = 0.13" for 2-Year event Inflow = 0.13 cfs @ 12.20 hrs, Volume= 0.010 af Outflow = 0.13 cfs @ 12.20 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 10R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 Inflow Area=0.864 ac 0.13 cfs 0.13 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page15HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 6P: U/G 36" INFILTRATION Inflow Area = 0.538 ac, 86.43% Impervious, Inflow Depth = 2.10" for 2-Year event Inflow = 1.87 cfs @ 12.14 hrs, Volume= 0.094 af Outflow = 0.06 cfs @ 11.10 hrs, Volume= 0.094 af, Atten= 97%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.10 hrs, Volume= 0.094 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 917.06' @ 13.69 hrs Surf.Area= 3,154 sf Storage= 2,547 cf Plug-Flow detention time= 407.3 min calculated for 0.094 af (100% of inflow) Center-of-Mass det. time= 407.3 min ( 1,190.2 - 782.9 ) Volume Invert Avail.Storage Storage Description 1A 915.40' 3,692 cf 38.00'W x 83.00'L x 4.50'H Field A 14,193 cf Overall - 4,962 cf Embedded = 9,231 cf x 40.0% Voids 2A 915.90' 3,976 cf ADS N-12 36" x 28 Inside #1 Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 7 Rows of 4 Chambers 7,668 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 1 Discarded 915.40'0.800 in/hr Exfiltration over Surface area 2 Device 3 918.50'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 3 Primary 915.40'12.0" Round Culvert L= 50.0' Ke= 0.100 Inlet / Outlet Invert= 915.40' / 915.05' S= 0.0070 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.06 cfs @ 11.10 hrs HW=915.45' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=915.40' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page16HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION - Chamber Wizard Field A Chamber Model = ADS N-12 36" (ADS N-12® Pipe) Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 42.0" Wide + 21.0" Spacing = 63.0" C-C Row Spacing 4 Chambers/Row x 20.00' Long = 80.00' Row Length +18.0" End Stone x 2 = 83.00' Base Length 7 Rows x 42.0" Wide + 21.0" Spacing x 6 + 18.0" Side Stone x 2 = 38.00' Base Width 6.0" Base + 42.0" Chamber Height + 6.0" Cover = 4.50' Field Height 28 Chambers x 142.0 cf = 3,976.0 cf Chamber Storage 28 Chambers x 177.2 cf = 4,962.2 cf Displacement 14,193.0 cf Field - 4,962.2 cf Chambers = 9,230.8 cf Stone x 40.0% Voids = 3,692.3 cf Stone Storage Chamber Storage + Stone Storage = 7,668.3 cf = 0.176 af Overall Storage Efficiency = 54.0% Overall System Size = 83.00' x 38.00' x 4.50' 28 Chambers 525.7 cy Field 341.9 cy Stone MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page17HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 2 1 0 Inflow Area=0.538 ac Peak Elev=917. 06'Storage=2,547 cf 1.87 cfs 0.06 cfs 0.06 cfs 0.00 MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page18HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 7P: INFILTRATION BASIN Inflow Area = 0.147 ac, 44.90% Impervious, Inflow Depth = 1.02" for 2-Year event Inflow = 0.26 cfs @ 12.15 hrs, Volume= 0.012 af Outflow = 0.02 cfs @ 13.39 hrs, Volume= 0.012 af, Atten= 93%, Lag= 74.5 min Discarded = 0.02 cfs @ 13.39 hrs, Volume= 0.012 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 919.80' @ 13.39 hrs Surf.Area= 1,001 sf Storage= 269 cf Plug-Flow detention time= 145.7 min calculated for 0.012 af (100% of inflow) Center-of-Mass det. time= 145.6 min ( 970.4 - 824.8 ) Volume Invert Avail.Storage Storage Description 1 919.50' 3,159 cf BASIN WEST (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 919.50 790 255.4 0 0 790 920.50 1,584 274.3 1,164 1,164 1,630 921.50 2,436 293.2 1,995 3,159 2,529 Device Routing Invert Outlet Devices 1 Discarded 919.50'0.800 in/hr Exfiltration over Surface area 2 Device 3 921.20'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3 Primary 918.00'12.0" Round Culvert L= 25.0' Ke= 0.100 Inlet / Outlet Invert= 918.00' / 917.50' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.02 cfs @ 13.39 hrs HW=919.80' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=919.50' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 4.74 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.84"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page19HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 7P: INFILTRATION BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 Inflow Area=0.147 ac Peak Elev=919. 80'Storage=269 cf 0.26 cfs 0.02 cfs 0.02 cfs 0.00 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page20HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.035 ac 68.57% Impervious Runoff Depth=2.73"Subcatchment 1S: C-DA-1 Flow Length=145' Slope=0.0200 '/' Tc=14.0 min CN=86 Runoff=0.13 cfs 0.008 af Runoff Area=0.060 ac 1.67% Impervious Runoff Depth=0.97"Subcatchment 2S: C-DA-2 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=62 Runoff=0.07 cfs 0.005 af Runoff Area=0.147 ac 44.90% Impervious Runoff Depth=2.05"Subcatchment 3S: C-DA-3 Tc=7.0 min CN=78 Runoff=0.52 cfs 0.025 af Runoff Area=0.538 ac 86.43% Impervious Runoff Depth=3.41"Subcatchment 7S: C-DA-4 Tc=7.0 min CN=93 Runoff=2.95 cfs 0.153 af Runoff Area=0.053 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 8S: C-DA-6 Tc=7.0 min CN=61 Runoff=0.08 cfs 0.004 af Runoff Area=0.031 ac 35.48% Impervious Runoff Depth=1.74"Subcatchment 9S: C-DA-5 Tc=7.0 min CN=74 Runoff=0.09 cfs 0.005 af Inflow=0.08 cfs 0.004afReach8R: EX ONSITE INLET Outflow=0.08 cfs 0.004 af Inflow=0.33 cfs 0.021afReach10R: TOTAL SITE Outflow=0.33 cfs 0.021 af Peak Elev=917.97' Storage=4,552 cf Inflow=2.95 cfs 0.153afPond6P: U/G 36" INFILTRATION Discarded=0.06 cfs 0.153 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.153 af Peak Elev=920.13' Storage=645 cf Inflow=0.52 cfs 0.025afPond7P: INFILTRATION BASIN Discarded=0.02 cfs 0.025 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.025 af Total Runoff Area = 0.864 ac Runoff Volume = 0.200 af Average Runoff Depth = 2.77" 34.37% Pervious = 0.297 ac 65.63% Impervious = 0.567 ac MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page21HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: C-DA-1 Runoff = 0.13 cfs @ 12.22 hrs, Volume= 0.008 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.011 61 >75% Grass cover, Good, HSG B 0.024 98 Paved parking, HSG B 0.035 86 Weighted Average 0.011 31.43% Pervious Area 0.024 68.57% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 145 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: C-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 10-Year Rainfall=4. 20"Runoff Area=0.035 ac Runoff Volume=0.008 af Runoff Depth=2. 73"Flow Length= 145'Slope=0. 0200 '/'Tc=14.0 min CN= 86 0.13 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page22HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: C-DA-2 Runoff = 0.07 cfs @ 12.24 hrs, Volume= 0.005 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.059 61 >75% Grass cover, Good, HSG B 0.001 98 Paved parking, HSG B 0.060 62 Weighted Average 0.059 98.33% Pervious Area 0.001 1.67% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: C-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 075 0. 07 0. 065 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 MSE 24-hr 3 10-Year Rainfall=4. 20"Runoff Area=0.060 ac Runoff Volume=0.005 af Runoff Depth=0. 97"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 62 0.07 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page23HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: C-DA-3 Runoff = 0.52 cfs @ 12.15 hrs, Volume= 0.025 af, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.081 61 >75% Grass cover, Good, HSG B 0.066 98 Roofs, HSG B 0.147 78 Weighted Average 0.081 55.10% Pervious Area 0.066 44.90% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3S: C-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 10-Year Rainfall=4. 20"Runoff Area=0.147 ac Runoff Volume=0.025 af Runoff Depth=2. 05"Tc=7.0 min CN= 78 0.52 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page24HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: C-DA-4 Runoff = 2.95 cfs @ 12.14 hrs, Volume= 0.153 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.073 61 >75% Grass cover, Good, HSG B 0.465 98 Paved parking, HSG B 0.538 93 Weighted Average 0.073 13.57% Pervious Area 0.465 86.43% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7S: C-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4. 20"Runoff Area=0.538 ac Runoff Volume=0.153 af Runoff Depth=3. 41"Tc=7.0 min CN= 93 2.95 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page25HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: C-DA-6 Runoff = 0.08 cfs @ 12.16 hrs, Volume= 0.004 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.053 61 >75% Grass cover, Good, HSG B 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 8S: C-DA-6 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 085 0. 08 0. 075 0. 07 0. 065 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 MSE 24-hr 3 10-Year Rainfall=4. 20"Runoff Area=0.053 ac Runoff Volume=0.004 af Runoff Depth=0. 92"Tc=7.0 min CN= 61 0.08 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page26HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: C-DA-5 Runoff = 0.09 cfs @ 12.15 hrs, Volume= 0.005 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.020 61 >75% Grass cover, Good, HSG B 0.031 74 Weighted Average 0.020 64.52% Pervious Area 0.011 35.48% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 9S: C-DA-5 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 105 0. 1 0. 095 0. 09 0. 085 0. 08 0. 075 0. 07 0. 065 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 MSE 24-hr 3 10-Year Rainfall=4. 20"Runoff Area=0.031 ac Runoff Volume=0.005 af Runoff Depth=1. 74"Tc=7.0 min CN= 74 0.09 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page27HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 8R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 0.92" for 10-Year event Inflow = 0.08 cfs @ 12.16 hrs, Volume= 0.004 af Outflow = 0.08 cfs @ 12.16 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 8R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 085 0. 08 0. 075 0. 07 0. 065 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=0.053 ac 0.08 cfs 0.08 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page28HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 10R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.864 ac, 65.63% Impervious, Inflow Depth = 0.30" for 10-Year event Inflow = 0.33 cfs @ 12.18 hrs, Volume= 0.021 af Outflow = 0.33 cfs @ 12.18 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 10R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 Inflow Area=0.864 ac 0.33 cfs 0.33 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page29HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 6P: U/G 36" INFILTRATION Inflow Area = 0.538 ac, 86.43% Impervious, Inflow Depth = 3.41" for 10-Year event Inflow = 2.95 cfs @ 12.14 hrs, Volume= 0.153 af Outflow = 0.06 cfs @ 10.70 hrs, Volume= 0.153 af, Atten= 98%, Lag= 0.0 min Discarded = 0.06 cfs @ 10.70 hrs, Volume= 0.153 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 917.97' @ 15.10 hrs Surf.Area= 3,154 sf Storage= 4,552 cf Plug-Flow detention time= 713.8 min calculated for 0.153 af (100% of inflow) Center-of-Mass det. time= 714.0 min ( 1,487.4 - 773.3 ) Volume Invert Avail.Storage Storage Description 1A 915.40' 3,692 cf 38.00'W x 83.00'L x 4.50'H Field A 14,193 cf Overall - 4,962 cf Embedded = 9,231 cf x 40.0% Voids 2A 915.90' 3,976 cf ADS N-12 36" x 28 Inside #1 Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 7 Rows of 4 Chambers 7,668 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 1 Discarded 915.40'0.800 in/hr Exfiltration over Surface area 2 Device 3 918.50'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 3 Primary 915.40'12.0" Round Culvert L= 50.0' Ke= 0.100 Inlet / Outlet Invert= 915.40' / 915.05' S= 0.0070 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.06 cfs @ 10.70 hrs HW=915.45' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=915.40' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page30HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION - Chamber Wizard Field A Chamber Model = ADS N-12 36" (ADS N-12® Pipe) Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 42.0" Wide + 21.0" Spacing = 63.0" C-C Row Spacing 4 Chambers/Row x 20.00' Long = 80.00' Row Length +18.0" End Stone x 2 = 83.00' Base Length 7 Rows x 42.0" Wide + 21.0" Spacing x 6 + 18.0" Side Stone x 2 = 38.00' Base Width 6.0" Base + 42.0" Chamber Height + 6.0" Cover = 4.50' Field Height 28 Chambers x 142.0 cf = 3,976.0 cf Chamber Storage 28 Chambers x 177.2 cf = 4,962.2 cf Displacement 14,193.0 cf Field - 4,962.2 cf Chambers = 9,230.8 cf Stone x 40.0% Voids = 3,692.3 cf Stone Storage Chamber Storage + Stone Storage = 7,668.3 cf = 0.176 af Overall Storage Efficiency = 54.0% Overall System Size = 83.00' x 38.00' x 4.50' 28 Chambers 525.7 cy Field 341.9 cy Stone MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page31HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 3 2 1 0 Inflow Area=0.538 ac Peak Elev=917. 97'Storage=4,552 cf 2.95 cfs 0.06 cfs 0.06 cfs 0.00 MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page32HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 7P: INFILTRATION BASIN Inflow Area = 0.147 ac, 44.90% Impervious, Inflow Depth = 2.05" for 10-Year event Inflow = 0.52 cfs @ 12.15 hrs, Volume= 0.025 af Outflow = 0.02 cfs @ 13.60 hrs, Volume= 0.025 af, Atten= 96%, Lag= 87.3 min Discarded = 0.02 cfs @ 13.60 hrs, Volume= 0.025 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 920.13' @ 13.60 hrs Surf.Area= 1,262 sf Storage= 645 cf Plug-Flow detention time= 302.2 min calculated for 0.025 af (100% of inflow) Center-of-Mass det. time= 302.1 min ( 1,112.0 - 809.9 ) Volume Invert Avail.Storage Storage Description 1 919.50' 3,159 cf BASIN WEST (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 919.50 790 255.4 0 0 790 920.50 1,584 274.3 1,164 1,164 1,630 921.50 2,436 293.2 1,995 3,159 2,529 Device Routing Invert Outlet Devices 1 Discarded 919.50'0.800 in/hr Exfiltration over Surface area 2 Device 3 921.20'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3 Primary 918.00'12.0" Round Culvert L= 25.0' Ke= 0.100 Inlet / Outlet Invert= 918.00' / 917.50' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.02 cfs @ 13.60 hrs HW=920.13' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=919.50' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 4.74 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page33HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 7P: INFILTRATION BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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=0.147 ac Peak Elev=920. 13'Storage=645 cf 0.52 cfs 0.02 cfs 0.02 cfs 0.00 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page34HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.035 ac 68.57% Impervious Runoff Depth=5.54"Subcatchment 1S: C-DA-1 Flow Length=145' Slope=0.0200 '/' Tc=14.0 min CN=86 Runoff=0.25 cfs 0.016 af Runoff Area=0.060 ac 1.67% Impervious Runoff Depth=2.93"Subcatchment 2S: C-DA-2 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=62 Runoff=0.23 cfs 0.015 af Runoff Area=0.147 ac 44.90% Impervious Runoff Depth=4.64"Subcatchment 3S: C-DA-3 Tc=7.0 min CN=78 Runoff=1.16 cfs 0.057 af Runoff Area=0.538 ac 86.43% Impervious Runoff Depth=6.35"Subcatchment 7S: C-DA-4 Tc=7.0 min CN=93 Runoff=5.28 cfs 0.285 af Runoff Area=0.053 ac 0.00% Impervious Runoff Depth=2.83"Subcatchment 8S: C-DA-6 Tc=7.0 min CN=61 Runoff=0.26 cfs 0.013 af Runoff Area=0.031 ac 35.48% Impervious Runoff Depth=4.20"Subcatchment 9S: C-DA-5 Tc=7.0 min CN=74 Runoff=0.22 cfs 0.011 af Inflow=0.26 cfs 0.013afReach8R: EX ONSITE INLET Outflow=0.26 cfs 0.013 af Inflow=2.41 cfs 0.139afReach10R: TOTAL SITE Outflow=2.41 cfs 0.139 af Peak Elev=918.80' Storage=6,238 cf Inflow=5.28 cfs 0.285afPond6P: U/G 36" INFILTRATION Discarded=0.06 cfs 0.200 af Primary=1.84 cfs 0.084 af Outflow=1.90 cfs 0.285 af Peak Elev=920.78' Storage=1,645 cf Inflow=1.16 cfs 0.057afPond7P: INFILTRATION BASIN Discarded=0.03 cfs 0.057 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.057 af Total Runoff Area = 0.864 ac Runoff Volume = 0.396 af Average Runoff Depth = 5.50" 34.37% Pervious = 0.297 ac 65.63% Impervious = 0.567 ac MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page35HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: C-DA-1 Runoff = 0.25 cfs @ 12.22 hrs, Volume= 0.016 af, Depth= 5.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.011 61 >75% Grass cover, Good, HSG B 0.024 98 Paved parking, HSG B 0.035 86 Weighted Average 0.011 31.43% Pervious Area 0.024 68.57% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 145 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: C-DA-1 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)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 3 100-Year Rainfall=7. 18"Runoff Area=0.035 ac Runoff Volume=0.016 af Runoff Depth=5. 54"Flow Length= 145'Slope=0. 0200 '/'Tc=14.0 min CN= 86 0.25 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page36HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: C-DA-2 Runoff = 0.23 cfs @ 12.23 hrs, Volume= 0.015 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.059 61 >75% Grass cover, Good, HSG B 0.001 98 Paved parking, HSG B 0.060 62 Weighted Average 0.059 98.33% Pervious Area 0.001 1.67% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: C-DA-2 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 26 0. 25 0. 24 0. 23 0. 22 0. 21 0. 2 0. 19 0. 18 0. 17 0. 16 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 3 100-Year Rainfall=7. 18"Runoff Area=0.060 ac Runoff Volume=0.015 af Runoff Depth=2. 93"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 62 0.23 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page37HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: C-DA-3 Runoff = 1.16 cfs @ 12.14 hrs, Volume= 0.057 af, Depth= 4.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.081 61 >75% Grass cover, Good, HSG B 0.066 98 Roofs, HSG B 0.147 78 Weighted Average 0.081 55.10% Pervious Area 0.066 44.90% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3S: C-DA-3 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 MSE 24-hr 3 100-Year Rainfall=7. 18"Runoff Area=0.147 ac Runoff Volume=0.057 af Runoff Depth=4. 64"Tc=7.0 min CN= 78 1.16 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page38HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: C-DA-4 Runoff = 5.28 cfs @ 12.14 hrs, Volume= 0.285 af, Depth= 6.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.073 61 >75% Grass cover, Good, HSG B 0.465 98 Paved parking, HSG B 0.538 93 Weighted Average 0.073 13.57% Pervious Area 0.465 86.43% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7S: C-DA-4 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7. 18"Runoff Area=0.538 ac Runoff Volume=0.285 af Runoff Depth=6. 35"Tc=7.0 min CN= 93 5.28 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page39HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: C-DA-6 Runoff = 0.26 cfs @ 12.15 hrs, Volume= 0.013 af, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.053 61 >75% Grass cover, Good, HSG B 0.053 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 8S: C-DA-6 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 3 100-Year Rainfall=7. 18"Runoff Area=0.053 ac Runoff Volume=0.013 af Runoff Depth=2. 83"Tc=7.0 min CN= 61 0.26 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page40HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: C-DA-5 Runoff = 0.22 cfs @ 12.14 hrs, Volume= 0.011 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.020 61 >75% Grass cover, Good, HSG B 0.031 74 Weighted Average 0.020 64.52% Pervious Area 0.011 35.48% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 9S: C-DA-5 Runoff Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs)0. 25 0. 24 0. 23 0. 22 0. 21 0. 2 0. 19 0. 18 0. 17 0. 16 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 3 100-Year Rainfall=7. 18"Runoff Area=0.031 ac Runoff Volume=0.011 af Runoff Depth=4. 20"Tc=7.0 min CN= 74 0.22 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page41HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 8R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.053 ac, 0.00% Impervious, Inflow Depth = 2.83" for 100-Year event Inflow = 0.26 cfs @ 12.15 hrs, Volume= 0.013 af Outflow = 0.26 cfs @ 12.15 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 8R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( 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 Inflow Area=0.053 ac 0.26 cfs 0.26 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page42HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 10R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.864 ac, 65.63% Impervious, Inflow Depth = 1.92" for 100-Year event Inflow = 2.41 cfs @ 12.30 hrs, Volume= 0.139 af Outflow = 2.41 cfs @ 12.30 hrs, Volume= 0.139 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Reach 10R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 2 1 0 Inflow Area=0.864 ac 2.41 cfs 2.41 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page43HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 6P: U/G 36" INFILTRATION Inflow Area = 0.538 ac, 86.43% Impervious, Inflow Depth = 6.35" for 100-Year event Inflow = 5.28 cfs @ 12.14 hrs, Volume= 0.285 af Outflow = 1.90 cfs @ 12.31 hrs, Volume= 0.285 af, Atten= 64%, Lag= 10.4 min Discarded = 0.06 cfs @ 9.20 hrs, Volume= 0.200 af Primary = 1.84 cfs @ 12.31 hrs, Volume= 0.084 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 918.80' @ 12.31 hrs Surf.Area= 3,154 sf Storage= 6,238 cf Plug-Flow detention time= 637.5 min calculated for 0.285 af (100% of inflow) Center-of-Mass det. time= 637.3 min ( 1,399.2 - 761.8 ) Volume Invert Avail.Storage Storage Description 1A 915.40' 3,692 cf 38.00'W x 83.00'L x 4.50'H Field A 14,193 cf Overall - 4,962 cf Embedded = 9,231 cf x 40.0% Voids 2A 915.90' 3,976 cf ADS N-12 36" x 28 Inside #1 Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 7 Rows of 4 Chambers 7,668 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 1 Discarded 915.40'0.800 in/hr Exfiltration over Surface area 2 Device 3 918.50'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 3 Primary 915.40'12.0" Round Culvert L= 50.0' Ke= 0.100 Inlet / Outlet Invert= 915.40' / 915.05' S= 0.0070 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.06 cfs @ 9.20 hrs HW=915.45' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=1.78 cfs @ 12.31 hrs HW=918.79' (Free Discharge) 3=Culvert (Passes 1.78 cfs of 7.00 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 1.78 cfs @ 1.54 fps) MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page44HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION - Chamber Wizard Field A Chamber Model = ADS N-12 36" (ADS N-12® Pipe) Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 42.0" Wide + 21.0" Spacing = 63.0" C-C Row Spacing 4 Chambers/Row x 20.00' Long = 80.00' Row Length +18.0" End Stone x 2 = 83.00' Base Length 7 Rows x 42.0" Wide + 21.0" Spacing x 6 + 18.0" Side Stone x 2 = 38.00' Base Width 6.0" Base + 42.0" Chamber Height + 6.0" Cover = 4.50' Field Height 28 Chambers x 142.0 cf = 3,976.0 cf Chamber Storage 28 Chambers x 177.2 cf = 4,962.2 cf Displacement 14,193.0 cf Field - 4,962.2 cf Chambers = 9,230.8 cf Stone x 40.0% Voids = 3,692.3 cf Stone Storage Chamber Storage + Stone Storage = 7,668.3 cf = 0.176 af Overall Storage Efficiency = 54.0% Overall System Size = 83.00' x 38.00' x 4.50' 28 Chambers 525.7 cy Field 341.9 cy Stone MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page45HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 5 4 3 2 1 0 Inflow Area=0.538 ac Peak Elev=918. 80'Storage=6,238 cf 5.28 cfs 1.90 cfs 0.06 cfs 1.84 MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page46HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 7P: INFILTRATION BASIN Inflow Area = 0.147 ac, 44.90% Impervious, Inflow Depth = 4.64" for 100-Year event Inflow = 1.16 cfs @ 12.14 hrs, Volume= 0.057 af Outflow = 0.03 cfs @ 14.40 hrs, Volume= 0.057 af, Atten= 97%, Lag= 135.8 min Discarded = 0.03 cfs @ 14.40 hrs, Volume= 0.057 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 920.78' @ 14.40 hrs Surf.Area= 1,807 sf Storage= 1,645 cf Plug-Flow detention time= 556.0 min calculated for 0.057 af (100% of inflow) Center-of-Mass det. time= 556.2 min ( 1,349.6 - 793.4 ) Volume Invert Avail.Storage Storage Description 1 919.50' 3,159 cf BASIN WEST (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 919.50 790 255.4 0 0 790 920.50 1,584 274.3 1,164 1,164 1,630 921.50 2,436 293.2 1,995 3,159 2,529 Device Routing Invert Outlet Devices 1 Discarded 919.50'0.800 in/hr Exfiltration over Surface area 2 Device 3 921.20'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3 Primary 918.00'12.0" Round Culvert L= 25.0' Ke= 0.100 Inlet / Outlet Invert= 918.00' / 917.50' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.03 cfs @ 14.40 hrs HW=920.78' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=919.50' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 4.74 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=7.18"CBA Chanhassen Pr Cond_Atlas 14_Rainfall Printed 10/25/2020PreparedbyKimley-Horn and Associates Page47HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 7P: INFILTRATION BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 72706866646260585654525048464442403836343230282624222018161412108642Flow ( cfs) 1 0 Inflow Area=0.147 ac Peak Elev=920. 78'Storage=1,645 cf 1.16 cfs 0.03 cfs 0.03 cfs 0.00 1S C-DA-1 2S C-DA-2 3S C-DA-3 7S C-DA-4 8S C-DA-6 9S C-DA-5 8R EX ONSITE INLET 10R TOTAL SITE 6P U/G 36" INFILTRATION 7P INFILTRATION BASIN Routing Diagram for CBA Chanhassen Pr Cond_Atlas 14_10 Day Snow Melt Prepared by Kimley-Horn and Associates, Printed 10/25/2020 HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link CBA Chanhassen Pr Cond_Atlas 14_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area acres) CN Description subcatchment-numbers) 0.297 100 >75% Grass cover, Good, HSG B (1S, 2S, 3S, 7S, 8S, 9S) 0.501 98 Paved parking, HSG B (1S, 2S, 7S, 9S) 0.066 98 Roofs, HSG B (3S) 0.864 99 TOTAL AREA CBA Chanhassen Pr Cond_Atlas 14_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page3HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.864 HSG B 1S, 2S, 3S, 7S, 8S, 9S 0.000 HSG C 0.000 HSG D 0.000 Other 0.864 TOTAL AREA CBA Chanhassen Pr Cond_Atlas 14_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page4HydroCAD® 10.00-22 s/n 09843 © 2018 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 0.297 0.000 0.000 0.000 0.297 >75% Grass cover, Good 1S, 2S, 3S, 7S, 8S, 9S 0.000 0.501 0.000 0.000 0.000 0.501 Paved parking 1S, 2S, 7S, 9S 0.000 0.066 0.000 0.000 0.000 0.066 Roofs 3S 0.000 0.864 0.000 0.000 0.000 0.864 TOTAL AREA CBA Chanhassen Pr Cond_Atlas 14_10 Day Snow Melt Printed 10/25/2020PreparedbyKimley-Horn and Associates Page5HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert feet) Out-Invert feet) Length feet) Slope ft/ft) n Diam/Width inches) Height inches) Inside-Fill inches) 1 6P 915.40 915.05 50.0 0.0070 0.011 12.0 0.0 0.0 2 7P 918.00 917.50 25.0 0.0200 0.012 12.0 0.0 0.0 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page6HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Time span=1.00-240.00 hrs, dt=0.01 hrs, 23901 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>7.18"Subcatchment 1S: C-DA-1 Flow Length=145' Slope=0.0200 '/' Tc=14.0 min CN=99 Runoff=0.04 cfs 0.021 af Runoff Area=0.060 ac 100.00% Impervious Runoff Depth>7.30"Subcatchment 2S: C-DA-2 Flow Length=140' Slope=0.0200 '/' Tc=13.6 min CN=100 Runoff=0.07 cfs 0.036 af Runoff Area=0.147 ac 100.00% Impervious Runoff Depth>7.18"Subcatchment 3S: C-DA-3 Tc=7.0 min CN=99 Runoff=0.18 cfs 0.088 af Runoff Area=0.538 ac 100.00% Impervious Runoff Depth>7.06"Subcatchment 7S: C-DA-4 Tc=7.0 min CN=98 Runoff=0.65 cfs 0.317 af Runoff Area=0.053 ac 100.00% Impervious Runoff Depth>7.30"Subcatchment 8S: C-DA-6 Tc=7.0 min CN=100 Runoff=0.06 cfs 0.032 af Runoff Area=0.031 ac 100.00% Impervious Runoff Depth>7.18"Subcatchment 9S: C-DA-5 Tc=7.0 min CN=99 Runoff=0.04 cfs 0.019 af Inflow=0.06 cfs 0.032afReach8R: EX ONSITE INLET Outflow=0.06 cfs 0.032 af Inflow=0.22 cfs 0.108afReach10R: TOTAL SITE Outflow=0.22 cfs 0.108 af Peak Elev=918.23' Storage=5,104 cf Inflow=0.65 cfs 0.317afPond6P: U/G 36" INFILTRATION Discarded=0.06 cfs 0.317 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.317 af Peak Elev=920.52' Storage=1,202 cf Inflow=0.18 cfs 0.088afPond7P: INFILTRATION BASIN Discarded=0.03 cfs 0.088 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.088 af Total Runoff Area = 0.864 ac Runoff Volume = 0.513 af Average Runoff Depth = 7.12" 0.00% Pervious = 0.000 ac 100.00% Impervious = 0.864 ac MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page7HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: C-DA-1 Runoff = 0.04 cfs @ 120.82 hrs, Volume= 0.021 af, Depth> 7.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.011 100 >75% Grass cover, Good, HSG B 0.024 98 Paved parking, HSG B 0.035 99 Weighted Average 0.035 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 145 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 1S: C-DA-1 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 046 0. 044 0. 042 0. 04 0. 038 0. 036 0. 034 0. 032 0. 03 0. 028 0. 026 0. 024 0. 022 0. 02 0. 018 0. 016 0. 014 0. 012 0. 01 0. 008 0. 006 0. 004 0. 002 0 MSE 24-hr 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.035 ac Runoff Volume=0.021 af Runoff Depth>7. 18"Flow Length= 145'Slope=0. 0200 '/'Tc=14.0 min CN= 99 0.04 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page8HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: C-DA-2 Runoff = 0.07 cfs @ 120.78 hrs, Volume= 0.036 af, Depth> 7.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.059 100 >75% Grass cover, Good, HSG B 0.001 98 Paved parking, HSG B 0.060 100 Weighted Average 0.060 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 140 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 2.84" Subcatchment 2S: C-DA-2 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 08 0. 075 0. 07 0. 065 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 MSE 24-hr 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.060 ac Runoff Volume=0.036 af Runoff Depth>7. 30"Flow Length= 140'Slope=0. 0200 '/'Tc=13.6 min CN= 100 0.07 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page9HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: C-DA-3 Runoff = 0.18 cfs @ 121.00 hrs, Volume= 0.088 af, Depth> 7.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.081 100 >75% Grass cover, Good, HSG B 0.066 98 Roofs, HSG B 0.147 99 Weighted Average 0.147 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 3S: C-DA-3 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 19 0. 18 0. 17 0. 16 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 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.147 ac Runoff Volume=0.088 af Runoff Depth>7. 18"Tc=7.0 min CN= 99 0.18 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page10HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: C-DA-4 Runoff = 0.65 cfs @ 121.00 hrs, Volume= 0.317 af, Depth> 7.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.073 100 >75% Grass cover, Good, HSG B 0.465 98 Paved parking, HSG B 0.538 98 Weighted Average 0.538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 7S: C-DA-4 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)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 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.538 ac Runoff Volume=0.317 af Runoff Depth>7. 06"Tc=7.0 min CN= 98 0.65 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page11HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: C-DA-6 Runoff = 0.06 cfs @ 120.75 hrs, Volume= 0.032 af, Depth> 7.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.053 100 >75% Grass cover, Good, HSG B 0.053 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 8S: C-DA-6 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 07 0. 065 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 MSE 24-hr 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.053 ac Runoff Volume=0.032 af Runoff Depth>7. 30"Tc=7.0 min CN= 100 0.06 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page12HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: C-DA-5 Runoff = 0.04 cfs @ 121.00 hrs, Volume= 0.019 af, Depth> 7.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4 Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.020 100 >75% Grass cover, Good, HSG B 0.031 99 Weighted Average 0.031 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 9S: C-DA-5 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 042 0. 04 0. 038 0. 036 0. 034 0. 032 0. 03 0. 028 0. 026 0. 024 0. 022 0. 02 0. 018 0. 016 0. 014 0. 012 0. 01 0. 008 0. 006 0. 004 0. 002 0 MSE 24-hr 3 240.00 hrs Custom Rainfall=7. 30"AMC= 4 Runoff Area=0.031 ac Runoff Volume=0.019 af Runoff Depth>7. 18"Tc=7.0 min CN= 99 0.04 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page13HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 8R: EX ONSITE INLET 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.053 ac,100.00% Impervious, Inflow Depth > 7.30" for Custom event Inflow = 0.06 cfs @ 120.75 hrs, Volume= 0.032 af Outflow = 0.06 cfs @ 120.75 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Reach 8R: EX ONSITE INLET Inflow Outflow Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 07 0. 065 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=0.053 ac 0.06 cfs 0.06 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page14HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Reach 10R: TOTAL SITE 40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.864 ac,100.00% Impervious, Inflow Depth > 1.50" for Custom event Inflow = 0.22 cfs @ 121.00 hrs, Volume= 0.108 af Outflow = 0.22 cfs @ 121.00 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Reach 10R: TOTAL SITE Inflow Outflow Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 24 0. 23 0. 22 0. 21 0. 2 0. 19 0. 18 0. 17 0. 16 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 Inflow Area=0.864 ac 0.22 cfs 0.22 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page15HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 6P: U/G 36" INFILTRATION Inflow Area = 0.538 ac,100.00% Impervious, Inflow Depth > 7.06" for Custom event Inflow = 0.65 cfs @ 121.00 hrs, Volume= 0.317 af Outflow = 0.06 cfs @ 115.26 hrs, Volume= 0.317 af, Atten= 91%, Lag= 0.0 min Discarded = 0.06 cfs @ 115.26 hrs, Volume= 0.317 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 918.23' @ 125.11 hrs Surf.Area= 3,154 sf Storage= 5,104 cf Plug-Flow detention time= 570.9 min calculated for 0.317 af (100% of inflow) Center-of-Mass det. time= 570.4 min ( 7,926.9 - 7,356.5 ) Volume Invert Avail.Storage Storage Description 1A 915.40' 3,692 cf 38.00'W x 83.00'L x 4.50'H Field A 14,193 cf Overall - 4,962 cf Embedded = 9,231 cf x 40.0% Voids 2A 915.90' 3,976 cf ADS N-12 36" x 28 Inside #1 Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 7 Rows of 4 Chambers 7,668 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices 1 Discarded 915.40'0.800 in/hr Exfiltration over Surface area 2 Device 3 918.50'4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 3 Primary 915.40'12.0" Round Culvert L= 50.0' Ke= 0.100 Inlet / Outlet Invert= 915.40' / 915.05' S= 0.0070 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.06 cfs @ 115.26 hrs HW=915.45' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=915.40' (Free Discharge) 3=Culvert ( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page16HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION - Chamber Wizard Field A Chamber Model = ADS N-12 36" (ADS N-12® Pipe) Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 42.0" Wide + 21.0" Spacing = 63.0" C-C Row Spacing 4 Chambers/Row x 20.00' Long = 80.00' Row Length +18.0" End Stone x 2 = 83.00' Base Length 7 Rows x 42.0" Wide + 21.0" Spacing x 6 + 18.0" Side Stone x 2 = 38.00' Base Width 6.0" Base + 42.0" Chamber Height + 6.0" Cover = 4.50' Field Height 28 Chambers x 142.0 cf = 3,976.0 cf Chamber Storage 28 Chambers x 177.2 cf = 4,962.2 cf Displacement 14,193.0 cf Field - 4,962.2 cf Chambers = 9,230.8 cf Stone x 40.0% Voids = 3,692.3 cf Stone Storage Chamber Storage + Stone Storage = 7,668.3 cf = 0.176 af Overall Storage Efficiency = 54.0% Overall System Size = 83.00' x 38.00' x 4.50' 28 Chambers 525.7 cy Field 341.9 cy Stone MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page17HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 6P: U/G 36" INFILTRATION Inflow Outflow Discarded Primary Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)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=0.538 ac Peak Elev=918. 23'Storage=5,104 cf 0.65 cfs 0.06 cfs 0.06 cfs 0.00 MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page18HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Pond 7P: INFILTRATION BASIN Inflow Area = 0.147 ac,100.00% Impervious, Inflow Depth > 7.18" for Custom event Inflow = 0.18 cfs @ 121.00 hrs, Volume= 0.088 af Outflow = 0.03 cfs @ 123.12 hrs, Volume= 0.088 af, Atten= 83%, Lag= 127.2 min Discarded = 0.03 cfs @ 123.12 hrs, Volume= 0.088 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 920.52' @ 123.12 hrs Surf.Area= 1,602 sf Storage= 1,202 cf Plug-Flow detention time= 287.4 min calculated for 0.088 af (100% of inflow) Center-of-Mass det. time= 286.8 min ( 7,581.1 - 7,294.3 ) Volume Invert Avail.Storage Storage Description 1 919.50' 3,159 cf BASIN WEST (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 919.50 790 255.4 0 0 790 920.50 1,584 274.3 1,164 1,164 1,630 921.50 2,436 293.2 1,995 3,159 2,529 Device Routing Invert Outlet Devices 1 Discarded 919.50'0.800 in/hr Exfiltration over Surface area 2 Device 3 921.20'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3 Primary 918.00'12.0" Round Culvert L= 25.0' Ke= 0.100 Inlet / Outlet Invert= 918.00' / 917.50' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.03 cfs @ 123.12 hrs HW=920.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=919.50' (Free Discharge) 3=Culvert (Passes 0.00 cfs of 4.74 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 240.00 hrs Custom Rainfall=7.30", AMC=4CBAChanhassenPrCond_Atlas 14_ Printed 10/25/2020PreparedbyKimley-Horn and Associates Page19HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Pond 7P: INFILTRATION BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010Flow ( cfs)0. 19 0. 18 0. 17 0. 16 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 Inflow Area=0.147 ac Peak Elev=920. 52'Storage=1,202 cf 0.18 cfs 0.03 cfs 0.03 cfs 0.00 Christian Brothers Automotive - Stormwater Report Page 16 Chanhassen, MN Appendix 5. Water Quality Calculations (MIDS) Project Information Calculator Version:Version 3: January 2017 Project Name:CBA -Chanhassen, MN User Name / Company Name:Kimley-Horn & Associates, Inc. Date:09/17/2020 Project Description: Construction Permit?:Yes Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils acres) B Soils acres) C Soils acres) D Soils acres) Total acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed . 25 0.25 Impervious Area (acres).55 Total Area (acres)0.8 Site Areas Routed to BMPs Land Cover A Soils acres) B Soils acres) C Soils acres) D Soils acres) Total acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0.154 0.154 Impervious Area (acres)0.531 Total Area (acres)0.685 Summary Information Performance Goal Requirement Performance goal volume retention requirement:2196 ft3 Volume removed by BMPs towards performance goal:2120 ft3 Percent volume removed towards performance goal 97 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 1.2838 acre-ft Annual runoff volume removed by BMPs:1.2003 acre-ft Percent annual runoff volume removed:93 % Post development annual particulate P load:0.576 lbs Annual particulate P removed by BMPs:0.539 lbs Post development annual dissolved P load:0.471 lbs Annual dissolved P removed by BMPs:0.441 lbs Percent annual total phosphorus removed:93 % Post development annual TSS load:190.3 lbs Annual TSS removed by BMPs:177.9 lbs Percent annual TSS removed:93 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity ft3) Volume Recieved ft3) Volume Retained ft3) Volume Outflow ft3) Percent Retained (%) 1 -Infiltration basin/Infiltration trench (aboveground)2519 264 264 0 100 1 -Underground infiltration 6300 1857 1857 0 100 Annual Volume Summary BMP Name Volume From Direct Watershed acre-ft) Volume From Upstream BMPs acre-ft) Volume Retained acre-ft) Volume outflow acre-ft) Percent Retained 1 -Infiltration basin/Infiltration trench (aboveground)0.1769 0 0.1769 0 100 1 -Underground infiltration 1.0234 0 1.0234 0 100 Particulate Phosphorus Summary BMP Name Load From Direct Watershed lbs) Load From Upstream BMPs lbs) Load Retained lbs) Outflow Load lbs) Percent Retained (%) 1 -Infiltration basin/Infiltration trench (aboveground)0.0794 0 0.0794 0 100 1 -Underground infiltration 0.4593 0 0.4593 0 100 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed lbs) Load From Upstream BMPs lbs) Load Retained lbs) Outflow Load lbs) Percent Retained (%) 1 -Infiltration basin/Infiltration trench (aboveground)0.065 0 0.065 0 100 1 -Underground infiltration 0.3758 0 0.3758 0 100 TSS Summary BMP Name Load From Direct Watershed lbs) Load From Upstream BMPs lbs) Load Retained lbs) Outflow Load lbs) Percent Retained (%) 1 -Infiltration basin/Infiltration trench (aboveground)26.23 0 26.23 0 100 1 -Underground infiltration 151.7 0 151.7 0 100 BMP Schematic Christian Brothers Automotive - Stormwater Report Page 17 Chanhassen, MN Appendix 6. Operations and Maintenance Plan Christian Brothers Automotive Chanhassen, MN STORMWATER MANAGEMENT OPERATION & MAINTENANCE PLAN - 1 OPERATIONS AND MAINTENANCE PLAN 8941 Crossroads Blvd. Chanhassen, MN Prepared for: Christian Brothers Automotive September 18, 2020 Prepared By: Kimley-Horn and Associates, Inc. 767 Eustis Street, Suite 100 St. Paul, MN 55114 651) 645-4197 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. Brandon R. Elegert, P.E. Date: 09/18/2020 Registration No. 50387 Christian Brothers Automotive Chanhassen, MN STORMWATER MANAGEMENT OPERATION & MAINTENANCE PLAN - 2 CHRISTIAN BROTHERS AUTOMOTIVE CHANHASSEN STORMWATER MANAGEMENT OPERATION & MAINTENANCE PLAN Activity Frequency Water plants As necessary during first growing season Water plants during dry periods As needed after first growing season Re-mulch void areas As needed Treat diseased trees and shrubs As needed Inspect soil and repair eroded areas Monthly Inspect integrity of storm sewer castings and remove accumulated debris from grates As needed Remove litter and debris Monthly Add additional mulch Once per year Sumped Manholes Once per year or as needed SAFL Baffle Once per year or as needed Access Sufficient access shall be provided to the facility to allow all necessary inspection and maintenance activities to be completed. Maintenance of access areas shall include removal of tree seedlings and woody vegetation, repair of eroded areas and removal of litter and debris. Erosion The soil and mulch in the facility and in areas draining to the facility shall be inspected for eroded areas. Eroded areas shall be filled with soil or mulch and vegetated. Outlet Structure Maintenance The Owner will be responsible for outlet structure maintenance. Periodically, the low flow orifice may clog with debris. Debris should be removed and disposed of outside of the facility limits. Debris & Litter Debris and litter should be removed on a monthly basis to maintain appearance and functionality of the facility. Christian Brothers Automotive Chanhassen, MN STORMWATER MANAGEMENT OPERATION & MAINTENANCE PLAN - 3 Plant Maintenance The vegetation type and amount are important to ensure that the facility operates correctly. Proper vegetation maintenance includes watering plants during dry periods, re-mulching void areas, treating diseased trees and shrubs and mowing turf areas. MAINTENANCE OF UNDERGROUND ADS INFILTRATION SYSTEM Regular inspection and maintenance are critical to the effective operation of the underground filtration systems. It is the responsibility of the property owner to maintain all stormwater BMPs in accordance with the minimum design standards and other guidance provided in this manual. See Appendix A for ADS Stormtech guidelines for additional operation and maintenance procedures. Inspection Schedule One inspection form shall be completed for the underground detention system on a monthly or annual basis as specified on the checklist. Erosion The soil and mulch on the property shall be inspected for eroded areas. Eroded areas shall be filled with soil or mulch and vegetated. In the event that erosion persists in a particular area, compacted aggregate shall be used to further stabilize the slope and to mitigate future erosion. Sediment Accumulation & Clogging Sediment accumulation within the facility may reduce the infiltration capacity and impair proper performance of the facility. The facility shall be inspected for accumulation of sediment as part of the inspection. Excessive sediment accumulation shall be removed. Outlet Structure Maintenance The Owner will be responsible for outlet structure maintenance. Periodically, the outlet pipe may clog with debris. Debris should be removed and appropriately disposed of off- site. Standing Water/Pipe Inspection Visual inspection of the pipe chamber system shall occur once per year until a cleaning schedule can be established based on the amount of sediment that is left within the system. Prior to entry into the underground system, the user shall follow all applicable OSHA and local safety regulations. Inspections should occur at least 2-3 days after the most recent rainfall event. The system should be visually inspected at all manhole locations. Utilizing a sediment pole, measure and document the amount of silt at each manhole locations. Inspect each pipe opening to ensure that the silt level or any foreign objects are not blocking the pipes. The sediment level should be measured and recorded during the inspection process. Christian Brothers Automotive Chanhassen, MN STORMWATER MANAGEMENT OPERATION & MAINTENANCE PLAN - 4 The system should be cleaned once the available depth of sediment is 6” above the bottom of the chambers. Cleaning of the system can be done by a vacuum truck every 3-5 years based on actual sediment accumulation or as needed to remain below maximum sediment volume per manufacturer’s recommendations. If the facility has standing water more than 48 hours after a rain event, the system shall be cleaned. To clean, remove the manhole cover at the top of the system and lower a vacuum hose into one of the rows of the pipe system. Open the manhole at the opposite end of the system and use sewer jetting equipment to force water in the same row from one end of the pipe system row to the opposite side. Place the vacuum hose and the sewer jetting equipment in the next row and repeat the process. Inspection and Maintenance (per manufacturer recommendations) Inspect isolator row for sediment. If sediment is at or above 3”, clean out isolator row using the Jetvac process, vacuum structure sump as required. Replace all covers, grates, filters, and lids; record observations and actions. Inspect and clean basins and manholes upstream of the Stormtech system. Refer to manufacturer for complete inspection and maintenance requirements and recommendations. Inspect every 6 months during the first year of operation. Adjust the inspection interval based on previous observations of sediment accumulation and high-water elevations. Conduct jetting and vactoring annually or when inspection shows that maintenance is necessary. MAINTENANCE OF SUMPED PRETREATMENT MANHOLE Remove sediment from the manhole and pretreatment device by using a vacuum truck. Visual inspection to ensure no pipe blockage should occur at the time of cleaning. Prior to entry into the storm sewer manhole, the user shall follow all applicable OSHA and local safety regulations. The pretreatment manholes shall be inspected at least three times during the first two years to inspect the amount accumulated sediment and screen/baffle clogging over the first two years following installation. From the frequent inspections a structure specific maintenance program can be developed. Sediment shall be cleaned once one foot of sediment has accumulated in the manhole sumps. At a minimum the structures containing pretreatment device shall be fully cleaned once a year. Christian Brothers Automotive Chanhassen, MN STORMWATER MANAGEMENT OPERATION & MAINTENANCE PLAN - 5 INSPECTION FORM BMP #1 Underground Infiltration System (Perf. 36” HDPE System) Date: Time: Weather: Inspector: Maintenance Item Comments on Condition Actions to be Taken As Needed Remove Trash and debris Stabilize tributary drainage area when erosion is evident Inflow and outflow at inlet and outlet structures are clean Catch Basins are functioning properly and free of litter and debris Semi Annually (Or After several storm events/extreme storm events) Inspect inflow/outflow and pre- treatment systems for clogging (off- line systems) and remove any sediment Annually in Fall Inspect and remove any sediment and debris build up in pretreatment areas Inspect inflow points and surface for buildup of road sand associated with spring melt, remove as needed Note signs of pollution, such as oil sheens, discolored water, or unpleasant odors. Comments and Actions Required: Christian Brothers Automotive Chanhassen, MN STORMWATER MANAGEMENT OPERATION & MAINTENANCE PLAN - 6 Appendix A Retention/Detention System Maintenance 1 TECHNICAL NOTE 4640 TRUEMAN BLVD. HILLIARD, OH 43026. (800) 821-6710 – www.ads-pipe.com ATN601 ©ADS 2007 TN 6.01 February 2007 This document is provided for informational purposes only and is meant only to be a guide. Individuals using this information should make their own decisions as to suitability of this guideline for their individual projects and adjust accordingly. Introduction A retention/detention system is comprised of a series of pipes and fittings that form an underground storage area, which retains or detains storm water runoff from a given area. As sediment and debris settle out of the detained stormwater, build up occurs that requires the system to be regularly inspected and cleaned in order for the system to perform as originally designed. The following provides the available fittings and guidelines for inspection and maintenance of an HDPE underground storage system. System Accessories and Fittings Concentric Reducers Concentric Reducers are fittings that transition between two pipes, either in line with one another or at perpendicular angles. The centerlines of the two pipes are at the same elevation. When a concentric reducer is used to connect the manifold pipe to the lateral pipes, most debris will be trapped in the manifold pipe. SIDE VIEW SECTIONVIEWSIDEVIEWSECTIONVIEW Eccentric Reducers Eccentric Reducers are fittings that transition between two pipes, either in line with one another or at perpendicular angles. The inverts of the two pipes are at the same elevations. When an eccentric reducer is used to connect the manifold pipe to the lateral pipes, most debris will follow the flow of the storm water into the lateral pipes. SIDE VIEW SECTION VIEW SIDE VIEW SECTION VIEW 24640TRUEMANBLVD. HILLIARD, OH 43026. (800) 821-6710 – www.ads-pipe.com Riser Each retention/detention system typically has risers strategically placed for maintenance and inspection of the system. These risers are typically 24” in diameter or larger and are placed on the manifold fittings. Cleanouts Cleanout ports are usually 4-, 6-, or 8-in diameter pipe and are placed on the manifold fittings. They are used for entrance of a pipe from a vacuum truck or a water-jetting device. For a complete listing of available fittings and components please refer to the ADS Fittings Manual. Maintenance Overview of a Retention/Detention System Maintaining a clean and obstruction-free retention/detention system helps to ensure the system performs the intended function of the primary design. Build up of debris may obstruct flow through the laterals in a retention system or block the entranceway of the outlet pipe in a detention system. This may result in ineffective operation or complete failure of the system . Additionally, surrounding areas may potentially run the risk of damage due to flooding or other similar issues. Inspection/Maintenance Frequency All retention/detention systems must be cleaned and maintained. Underground systems may be maintained more cost effectively if these simple guidelines are followed. Inspection should be performed at a minimum of once per year. Cleaning should be done at the discretion of individuals responsible to maintain proper storage and flow. While maintenance can generally be performed year round, it should be scheduled during a relatively dry season. Pre-Inspection A post-installation inspection should be performed to allow the owner to measure the invert prior to accumulation of sediment. This survey will allow the monitoring of sediment build-up without requiring access to the retention/detention system. The following is the recommended procedure for pre-inspections: 1) Locate the riser section or cleanouts of the retention/detention system. The riser will typically be 24” in diameter or larger and the cleanouts are usually 4”, 6” or 8” in diameter. 2) Remove the lid of the riser or clean outs. 3) Insert a measuring device into the opening and make note to a point of reference on the stick or string. This is done so that sediment build up can be determined in the future without having to enter the system.) RISER CROSS-SECTION VIEW CLEANOUT CROSS-SECTION VIEW 34640TRUEMANBLVD. HILLIARD, OH 43026. (800) 821-6710 – www.ads-pipe.com Inspection/Maintenance A retention/detention system should be inspected at a minimum of one time a year or after major rain events if necessary. The following is the recommended procedure to inspect system in service: 1) Locate the riser section of the retention/detention system. The riser will typically be 24” in diameter or larger. 2) Remove the lid from the riser. 3) Measure the sediment buildup at each riser and cleanout location. Only certified confined space entry personnel having appropriate equipment should be permitted to enter the retention/detention System. 4) Inspect each manifold, all laterals, and outlet pipes for sediment build up, obstructions, or other problems. Obstructions should be removed at this time. 5) If measured sediment build up is between 5% - 20% of the pipe diameter, cleaning should be considered; if sediment build up exceeds 20%, cleaning should be performed at the earliest opportunity. A thorough cleaning of the system (manifolds and laterals) shall be performed by either manual methods or by a vacuum truck. 1 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g 8941 Crossroads Blvd Chanhassen, MN 55317 D a l l a s O f f i c e 2711 LBJ Freeway Suite 400 Farmers Branch, TX 75234 s i g n & l i g h t i n g 2 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g SITE PLAN S EW N 74.3 24 42 Proposed SQUARE FEET CALCULATIONS SIGN 01: Monument Sign S IG N 3 S IG N 2 SIGN 110’ SETBACK FROM PROPERTY LINE SIGN 02: Exterior Front Channel Letters SIGN 03: Exterior Rear Channel Letters 3 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i ng5'- 0" O.A.H.D/F MONUMENT SIGN STRUCTURE AND F.C. O. NUMBERS 7'- 0"18"6'-9" 3'-2"3'- 5"1'-7"6"BRICK BASE TO MATCH BUILDING)18" 4'-1"3'-7" 4" DIA SUPPORT PIPE UNDISTURBED SOIL 7’-2’(W) x 18”( L) x 5”(D)4 REBAR @12” O.C. 5” 6” OF CONCRETE OR CRUSHED CINDER BLOCKS PLACED IN BOTTOM OF FOUNDATIONPRIORTOMAINPOUR. 2500 PSI CONCRETE (MIN.) TYPICAL OF ONE PIER 5” ELECTRICAL CONDUIT ALONG STEEL PIPEWITHJ-BOX S I G N 1 89418941 Section Detail BLACK SIDES)THICK LETTER FORM WHITE FACES) NON-CORROSIVE MOUNTING PIN SEALED WITH SILCONE SPECIFICATIONS 1. 18” DEEP ALUMINUM CABINET FILLER PAINTED TO MATCH PMS 349 C GREEN, GLOSSY FINISH.2. ALL CABINET INTERIORS ARE PAINTED LIGHT ENHANCEMENT WHITE.3. 1 ½” EXTRUDED ALUMINUM RETAINER SECTIONS PAINTED TO MATCH PMS 349 C GREEN, GLOSSY FINISH.4. FACES ARE FLAT TRANSLUCENT WHITE ACRYLIC WITH FIRST SURFACE VINYL OVERLAYS & WILL SLIDE OUT FOR SERVICE.5. VINYL COLORS ARE PER COLOR SCHEDULE.6. INTERNALLY ILLUMINATED WITH WHITE LED’S.7. PAINTED TO MATCH CABINET.CABINET POWER CUTOFF SWITCH TO BE MOUNTED ON SIDE OF CABINET WITH WEATHERPROOF FLIP-UP COVER 8. ADDRESS NUMBERS ARE ½” WHITE ACRYLIC MOUNTED TO BASE WITH STUD MOUNTS. (BOTH SIDES)F. C.O. NUMBERS SPECIFICATIONS 1. ½” THICK OPAQUE WHITE GEMINI # 5687 PLASTIC LETTER FORMS.NUMBERS HAVE WHITE FACES WITH BLACK EDGE (SIDES)2. LETTERS ARE NON-ILLUMINATED.3. COPY STYLE: CLARENDON FORTUNE BOLD 4. FLUSH MOUNTED TO MONUMENT WITH APPROPRIATE NON-CORROSIVE MOUNTING HARDWARE AND SEALED WITH SILICONE.PMS 349 C ARLON 3M #3630- 26 LOGO VINYL DETAIL WHITE # 3630-26 GREEN VINYL 72 LIGHT GRAY VINYL SCALE: 3/8”= 1’-0”SQUARE FOOTAGE:SQ. FT. PER FACE: 24 CABINET POWER CUTOFF SWITCH TO BE MOUNTED ON SIDE OF CABINET WITH WEATHERPROOF FLIP-UP COVER 4 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g S IG N 2 157’-6” S C AL E: N.T.S. 37’-2” 24” S CO P E O F WO R K: 1. FABRI C AT E, S H I P & IN STAL L (1) ON E N E W S E T - 22” INDI VI D UA L C H A N N E L L E T T E RS WITH BACK PA NE LS O N W IR E-WAYS. B U I L D I N G (F R O N T) E L E VAT I O N S CAL E: 3/32”=1’-0” LH 9) ILLUM IN AT E D 22” C H A N N E L LET TE RS W ITH B AC K PA N ELS O N W IR E-WAY S 5 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g S IG N 2 5” FABRICATED ALUMINUM LETTER RETURNS PAINTED BLACK PAINT INTE RIOR WITH LIGHT ENHANCING PAINT 1” TRIM CAP BLACK NON-CORROSIVE INSTALLATION HARDWARE: SEE DETAIL 3/16” THICK #7328 PLEX/POLYCARBONATE FACE WHITE LED DIODE M ODULE WHITE (MIN. 15’ LEADS) WEEP HOLES (2) TWO PER LETTER LOW VOLTAGE ELECTRONIC TRANSFORMER LOCATED IN INTERIOR WALL AREA INSIDE A PROTECTIVE CASE BOX GROUNDED WALL PASS-THRU SEALED WATE R TI GHT SHOWN AS TYPICAL / FRONT ELEVATION TO HAVE PASS THROUGH AT TOP OF LETTER) WATE RPROOF FLEXIBLE CONDUIT FOR WIRING FLAT ALUMINUM BACK WELDED TO RETURNS PAINTED BLACK 9 8 7 6 5 4 3 2 1 10 1 2 3 4 6 5 8 7 9 10 11 UL LISTED AND APPROVED 20AMP DISCONNECT SWITCH SP EC IFIC AT IO N S SID E SEC T IO N V IEW M O U N TIN G D ETAI L 11 12 12 2” DEEP WIRE-WAY PAINTED BLACK 13 13 1” CONTOUR .063 ALUMINUM PAINTED GLOSS BLACK C OLOR SC H E D U LE PMS BLACK PMS 349 C ARLON 3M #3630-26 BLACK SC A LE 3/16”=1’22” LED ILLUMINATED CHANNEL LETTER SET WITH BAC K PANELS ON WIRE-WAYS 37’-2” 1’-10”2’-0” 9”9” 74.3 SQF T 6 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g S IG N 3 S C AL E: N.T.S. LH 9) ILLUM IN AT E D 16” C H A N N E L LET TE RS W ITH B AC K PA N ELS O N R A C E-WAYS B U I L D I N G (R E A R ) E L E VAT I O N S CAL E: 3/32”=1’-0” S CO P E O F WO R K: 1. FABRI C AT E, S H I P & IN STAL L (1) ON E N E W S E T - 16” INDI VI D UA L C H A N N E L L E T T E RS WITH BACK PA NE LS O N RAC E-WAYS. 28’ 18” 157’-6” 7 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g S IG N 3 16” LED ILLU MI N AT ED C H A N N EL LET T ER SE T W IT H BA C K PA N E LS O N R AC E-WAYS 9 8 7 6 5 4 3 2 1 10 5” FABRICATED ALUMINUM LETTER RETURNS PAINTED BLAC K PAINT INTERIOR WITH LIGHT ENHANCING PAINT 1” TRIM CAP RETAINER BLACK 3/16” THICK PLEX/POLYCARBONATE FACE WHITE WEEP HOLES (2) TWO PER LE TTER GROUNDED WALL PASS-THRU SEALED WATER TIGHT NON-CORROSIVE INSTALLATION HARDWARE: SEE DETAIL LED DIODE MODULE WHITE THICK METAL FLAT BAR FOR A SECURE INSTALLATIO N LOW VOLTAGE ELECTRONIC TRANSFORME R MOUNTED IN A 7 ¼” X 7 ¼” EXTRUDED .050 ALUM. RACEWAY SUPPORT/WIRING BOX PAINTED BLAC K VISIBLE CUT-OFF SWITCH WITH FLIP-UP COVER FLAT ALUMINUM BACK WELDED TO RETURNS 11 1 2 3 4 5 8 11 9 10 7 6 1” CONTOUR .063 ALUMINUM PAINTED GLOSS BLACK12 12 SP EC IFIC AT IO N S SID E SEC T IO N V IEW M O U N TIN G D ETAI L C OLOR SC H E D U LE PMS BLACK PMS 349 C ARLON 3M #3630-26 BLACK SC A LE 1/4”=1’ 28’-0” 16”18” 6 ¾”6 ¾” 42 SQ FT 8 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g S IG N 4 A D D R E S S N U M B E R F.C.O. L E T T E R E L E VAT I O N 1) O N E SET REQ U IR E D SCOP E OF WOR K 1. FAB R IC ATE, SH IP & INSTALL (1) O NE SE T NE W G E MI NI A D DRE S S NUM B ERS. SP ECIF IC ATIONS 1. ½” TH IC K OPAQ U E WHITE GEM IN I #5687 PL ASTI C LET TER FO R MS. N U MBERS H AV E WHI TE FAC ES W IT H BL ACK E DG E (SI DE S) 2. LET TERS ARE NON-ILLUM IN ATED. 3. COP Y STYL E: CLA REN DON FORTUN E BOLD 4. F LUS H MOUN T E D TO BUI LD IN G WITH APP ROP RIAT E NON-C O RRO SI V E M O U NT ING H ARDWARE A ND S EAL E D WI TH SI LI CON E. SC A L E: 1”=1’-0” S Q UA R E FOOTA G E: 2.56 SCALE: 1/8”=1’-0” 89418941 3’-1” Section Detail BLACK SIDES) THICK LETTER FORM WHITE FACES) NON-CORROSIVE MOUNTING PIN SEALED WITH SILCONE 894110” 3’-1” LH 9) EN D ELE VAT IO N N U M B ER FO R M S 10” 9 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g SC A L E: 3/16”=1’-0” SIGN 6 SIGN 5(2) 12” x 73 ½” ETCHED VINYL STRIPS 1) 15” x 32” ETCHED VINYL LOGO 2) 12” x 62” ETCHED VINYL STRIPS 1) 15” x 32” ETCHED VINYL LOGO 1) 12” x 24” ETCHED VINYL STRIP CHRISTIAN BROTHERS SINCE 1982 FCO LETTERS T-2 RECEPTION / SERVICE FLOOR PLAN 10 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g S CAL E: 1/4”=1’-0” COLOR SCHEDULE 07 ETCHED GLASS VINYL GLASS ETCHED VINYL GRAPHIC RECEPTION / WAITING SERVICE GLASS ETCHED VINYL SPECIFICATIONS 1. #07 ETCHED GLASS VINYL OVERLAY. 2. OVERLAY APPLIED TO GLASS 2ND SURFACE BACK OF GLASS) 1Since9821Since982 CENTER ON GLASS CENTER ON GLASS CENTER ON GLASS SI GN 5 12” 12” 62”73 ½” 2) 12” x 73 ½” ETCHED VINYL STRIPS 1) 15” x 32” ETCHED VINYL LOGO 1) 12” x 24” ETCHED VINYL STRIP 2) 12” x 62” ETCHED VINYL STRIPS 1) 15” x 32” ETCHED VINYL LOGO 32”32” 24” 12” 15” 11 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g IN T ER IO R LET T E R FO R M S 9’-0” 1 ¼” 5” 5 ½” SC A L E: ¾”=1’-0”I N T E R I O R F L AT C U T O U T L E T T E R S E T E L E VAT I O N 1) O NE SET REQU IR ED SCOPE O F WO RK 1. FA BRI CATE, SH IP & INSTA L L (1) O NE SE T FLAT CUT OUT LET T E RS. SPECIFI CATI ON S 1. LETTERS: ¼” THICK SINTRA PAINTED FIRST SURFACE WHITE GLOSSY FINISH. 2. COP Y STY L E: CLA RE N D ON 3. LET TE RS MO U N TED FLUSH TO WALL WITH VHB TA PE AN D SI L ICONE. SERVICE S C A L E: 1/4”=1’-0” SI GN 6 1Since9821Since982 9"9" CENTER ON WALL CENTER ON WALL EX A M P L E THICK SINTRA FORM SECT ION D E TAI L VHB TAPE WITH SILICONE ADHESIVE AS REQUIRED CO LO R S C H ED U LE W HITE 5 ½" 1Since982 12 :12 The purchaser agrees to hold the seller harmless against any cause for action for damages which may occur as a result of drilling for piers and foundations, including but not limited to sewer, gas lines or any underground obstacles which the purchaser or others may deem valuable. 8941 Crossroads Blvd Chanhassen MN 55317 Connie Keck JW Vx1100488-R2 07/21/20 10/16/20 This design and engineering is submitted as our proposal, and the right to use or exhibit in any form, is not authorized without written permission by Vixxo. Address City State Account Representative: Notes Designer Design # Original Date Revision Date All electrical scope to be completed in a U.L. approved method and shall meet current N.E.C. standards All electrical components shall be U.L. Listed. Sign shall be grounded per N.E.C. Article 250. Insulated conductors as per N.E.C. Code 310.8. type to be used - metallic insulated sealtite. Disconnect switch as per N.E.C. Code 600.6. s i g n & l i g h t i n g WINDOW VINYL S IG N 7 SCALE: 1 ½”=1’-0” COLOR SCHEDULE 07 ETCHED GLASS VINYL WINDOW VINYL GRAPHIC ELEVATION SATURDAYS 8AM - 2PM 20” 24” 12 ½” 24 ½” 36” 5 ¾” 1 ½” 1 ½” 1 ½” 1 ¼” 1” 1 ½” 1 ½” SCALE: ¾”=1’-0” Nice difference.SATURDAYS 8AM - 2PM Nice difference. 1) ONE REQUIRED SPECIFICATIONS 1. #07 ETCHED GLASS VINYL OVERLAY. 2. OVERLAY APPLIED TO GLASS 2ND SURFACE INSIDE OFFICE)