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07-16-24 Agenda and Packet
A.6:00 P.M. - CALL TO ORDER B.PUBLIC HEARINGS B.1 Consider Preliminary Plat Approval for Waterview, a proposed 5 lot subdivision at 6870 Minnewashta Parkway. B.2 Consider Ordinance XXX: Amendment to the PUDR for the Chaparral, Chaparral 2nd Addition and Chaparral 3rd Addition. C.GENERAL BUSINESS C.1 Recommend Adoption of an Ordinance Amending City Code Chapter 20, Establishing Downtown Design Standards and Approving the Downtown Design Guidelines and Wayfinding Planning Study. D.APPROVAL OF MINUTES D.1 Approve Planning Commission Meeting Minutes dated June 18, 2024 D.2 Approve Planning Commission Work Session Minutes dated July 2, 2024 E.COMMISSION PRESENTATIONS F.ADMINISTRATIVE PRESENTATIONS G.CORRESPONDENCE DISCUSSION H.OPEN DISCUSSION I.ADJOURNMENT AGENDA CHANHASSEN PLANNING COMMISSION TUESDAY, JULY 16, 2024 CITY COUNCIL CHAMBERS, 7700 MARKET BOULEVARD NOTE: Planning Commission meetings are scheduled to end by 9:00 p.m. as outlined in the official by-laws. We will 1 make every attempt to complete the hearing for each item on the agenda. If, however, this does not appear to be possible, the Chairperson will notify those present and offer rescheduling options. Items thus pulled from consideration will be listed first on the agenda at the next Commission meeting. If a constituent or resident sends an email to staff or the Planning Commission, it must be made part of the public record based on State Statute. If a constituent or resident sends an email to the Mayor and City Council, it is up to each individual City Council member and Mayor if they want it to be made part of the public record or not. There is no State Statute that forces the Mayor or City Council to share that information with the public or be made part of the public record. Under State Statute, staff cannot remove comments or letters provided as part of the public input process. 2 Planning Commission Item July 16, 2024 Item Consider Preliminary Plat Approval for Waterview, a proposed 5 lot subdivision at 6870 Minnewashta Parkway. File No.Planning Case 24-11 Item No: B.1 Agenda Section PUBLIC HEARINGS Prepared By Rachel Jeske, Planner Applicant Developer: Wooddale Builders Owner: Kathryn Headla Present Zoning Single Family Residential District (RSF) Land Use Residential Low Density Acerage 3.02 Density 1.66 units per acre Applicable Regulations Chapter 18, Subdivisions Chapter 20, Article XII, "RSF" Single-Family Residential District SUGGESTED ACTION Motion: The Chanhassen Planning Commission recommends the approval of the requested preliminary plat for the property located 6870 Minnewashta Parkway subject to the conditions of approval and adopts the attached Findings of Fact and Decision. SUMMARY The applicant is requesting the splitting of a 3.02 acre parcel zoned Single-Family Residential and guided for Residential Low Density development into five lots and two outlots. The property is located east of Country Oaks Road, west of Lake Minnewashta and is bisected by Minnewashta Parkway. Access to four of the lots is proposed via White Oak Lane and access for the fifth lot is proposed via 3 Stratford Lane. The existing driveway access onto Minnewashta Parkway is to be eliminated. BACKGROUND DISCUSSION RECOMMENDATION Staff recommends that the Planning Commission adopt the following motion and the attached Findings of Fact and Decision. "The Planning Commission recommends the approval of the requested preliminary plat for the property located at 6870 Minnewashta Parkway subject to the conditions of approval and adopts the attached Findings of Fact and Decision." ATTACHMENTS Land Use Application Affidavit of Mailing 24-11 Preliminary Plat - Waterview Development Civil and Landscape Plan Set Stormwater Management Plan Findings of Fact and Decision Staff Report - Planning, Engineering, & Water Resources Eden Lescarbeau - 3921 Stratford Ridge 4 \uhent6qn lU /4luazl?*l2A'ttl I-!tU4 COMMUNITY DEVELOPMENT DEPARTMENT Planning Division - 7700 Market Boulevard Mailing Address - P.O. Box 147, Chanhassen, MN 55317 Phone: (952) 227-1100 / Fax: (952) 227-1110 Submittal Date 0.rq-zl CITY OT CIIANIIASSII{ APPLICATION FOR DEVELOPMENT REVIEW PC Date: 1- l\r'ALl cc Drt" t-\L ttl 60-Day Review Date f-\3 "9 Section 1: Application Type (check all that apply) (Reter to the appropdate Application Checklist for requircd submittal inlormation that musl accompany this application) n Comprehensive Plan Amendment......................... $600 E Conditional Use Permit (CUP) ! Single-Family Residence ........................ ....... $325 ! A others...... ...................... $500 E lnterim Use Permit (lUP) n ln conjunction with Single-Family Residence.. $325E ntt otners...... ... . ............ $5oo n Rezoning (REZ) E Planned Unit Development (PUD) .................. $750n Minor Amendment to existing PUD................. $100E A[ others...... ...................... $500 E Subdivision (SUB) E Create 3 lots or less E Create over 3 lots ...$1000 + $15 per I(5 lots) Metes & Bounds (2 lots) .................................. $300 Consolidate Lots.............................................. S1 50 Administrative Subd. ( Line Ad.iustment) .......... $1 50 Final Plat + $15 per |ot.................................. $700-*(lncludes $450 escrow for attorney costs) 'Additional escrow may be required for other applications through the development conkact. Vacation of Easements/Right-of-way (VAC) (Additional recording fees may apply) Variance (VAR) ... ... Wetland Alteration Permit (WAP) E Single-Family Residence....................... E Att others...... $300 $200 ntrtr E $500 $150 $275 $200 $500 n Sign Plan Review.......... fl Site Plan Review (SPR) $150 tr tr n E Administrative ..... ..... ........ $100E Commercial/lndustrial Districtst. .. . . .. ........ $500 Plus $10 per 1,000 square feet of building area:(_ thousand square feet) 'lnclude number of €!E!4q employees: 'lnclude number of Deq employees: E Residential Districts.................. .... .. ............. $500 Plus $5 per dwelling unit (_ units) E nppeat of Administrative Decision...... E Zoning Ordinance Amendment (ZOA) NSIE: When multiple applica,ons are processed concurrenly, the appropriate tee shall be charged for each application E Property Owners' List within 500' lcity to generate after pre.application meeting) .............. .......$3 peraddress(_ addresses) E Escrow for Recording Documents (check all that apply)........... .. $ per document- n Conoitionir ui""p"-ii --$0'-tri;i;rilL.!'#,riiiso -SiieeiinAs'""rent-sas fl Wetland Alteration Permit - $50 E Easements (- easements) $85 E Vacation - $85 E Variance - $50 E Metes & Bounds Sub (2 deeds) $250 EDeeds-$'100 TOTAL FEE: Section 2: Required lnformation Description of Proposal Property Address or Location 6870 MINNEWASHTA PKWY, EXCELSIOR, MN 55331 parcer + 250053100 Legal Description Total Acreage: Present Zoning 3.02 RSF Wetlands Present?EvesEruo Requested Zoning RSF Residential E Check box if separate narrative is attached see attached submittal present Land Use Designation: Residential - Low Density Requested Land Use Designation: Residential - Low Density Existing Use of Property: 5 \ulh€mlsE. ru /4lurJ?r26r2a-Err r -!r)u4 Section 3: Property Owner and Applicant lnformation APPLICANT OTHER THAN PROPERTY OWNER: ln signing this application, l, as applicant, represent to have obtained authorization from the property owner to file this application. I agree to be bound by conditions of approval, subject only to the right to ob.iect at the hearings on the application or during the appeal period. lf this application has not been signed by the property owner, I have attached separate documentation offull legal capacity to file the application. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct. x"rn" Wooddale Builders 66n1361 Steve Schwieters Address: 6117 Blue Circle Drive, Suite 101 pnone 952-345-0543 Minnetonka, MN 55343 cerr 612-363-3598 E6s;1. St€ve ddal ilders.com Fax: DateSignature L-M PROPERTY OWNER:signing this application, l, as property owner, have full legal capacity to, and hereby do, authorize the filing of this application. I understand that conditions of approval are binding and agree to be bound by those conditions, subject only to the right to object at the hearlngs or during the appeal periods. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct. Name: KATHRYN L HEADLA Contact: KATHRYN HEADLA Address 741 1 I\iIINNEWASHTA PKWY Phone City/State/Zip: -EXCELSIOR MN 55331 _ Cell Email Fax Signature Date 06/14/24 PROJECT ENGINEER (if applicable) Irrr" Sathre-Bergquist, lnc 6661sg1 Bob Molstad Address: 14000 25th ave N Suite 120 pnone 952-476-6000 City/State/Zip Plymouth,MN 55447 cel612-247-7005 Email molstad@sathre.com Fax Who should receive copies of staff reports?.Other Contact lnformation: Property Ow Applicant ner Emait klheadla@gmail.com Name Email teve wooddalebuilders.com Address I EngineerE otner Emailmo stad sathre.com City/State/zip Email:Emailm uvrud ddalebuilders.com INSTRUCTIONS TO APPLICANT: Com plete all necessary form fields, then select SAVE FoRM to save a copy to your This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before flling this application, refer to the appropriate Application Checklist and confer with the Planning Department to determine the specific ordinance and applicable procedural requirements. A determination of completeness of the application shall be made within '15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. device. PRINT FORM and deliver to city along with required documents and payment. SUBMIT FORM to send a digital copy to the city for processing. City/State/Zip: Section4: Notification lnformation 6 7 8 9 10 11 12 13 14 15 16 1 ASG 1 COH 1 BPP 1 BNR 1 GTS 1 GDC 1 JNB 1 SWO 1 QRO 1 TAR 1 TAL 3 PCD 2 ACW 2 PSW 3 ALT 3 PRP 3 PAS 3 ABF 2 TOT 3 DGA 2 ABM Notes 10% SPECIES 20% GENUS COMMON NAME TYPE GENUS/LATIN Quantity Green Mountain Sugar Maple Deciduous Acer saccharum 'Green Mountain'1 Common Hackberry Deciduous Celtis Occidentalis 1 Paper Birch Deciduous Betula papyrifera 1 River Birch Deciduous Betula nigra 1 Skyline Honeylocust Deciduous Gleditsia triacanthos inermis 'Skyline'1 Kentucky Coffeetree Deciduous Gymnocladus dioicus 1 Black Walnut Deciduous Juglans nigra 1 Swamp White Oak Deciduous Quercus bicolor 1 Northern Red Oak Deciduous Quercus rubra 1 Redmond Linden Deciduous Tilia americana 'Redmond'1 American Linden Deciduous Tilia americana 1 Black Hills Spruce Conifers Picea glauca densata 3 White Fir Conifers Abies concolor 2 Eastern White Pine Conifers Pinus strobus 2 American larch Conifers Larix laricina 3 Norway Red Pine Conifers Pinus resinosa 3 Noway Spruce Conifers Picea abies 3 Balsam Fir Conifers Abies balsamea 3 Techny Arborvitae Conifers Thuja occidentalis 'Techny'2 Dark Green Arborvitae Conifers Thuja occidentalis 'Dark Green'3 Autumn Blaze® Maple Conifers Acer x freemanii 'Jeffsred'2 17 WATERVIEW DEVELOPMENT Chanhassen, Minnesota Stormwater Management Plan July 9, 2024 June 13, 2024 Project Number P12623-2024-003 18 www.ae2s.com Page i WATERVIEW DEVELOPMENT STORMWATER MANAGEMENT PLAN July 2024 Professional Certification I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Name: Company: Advanced Engineering and Environmental Services, LLC. (AE2S) Date: July 9, 2024 Registration Number: Prepared By: Advanced Engineering and Environmental Services, LLC. (AE2S) Water Tower Place Business Center 6901 E Fish Lake Road, Suite 184 Maple Grove, MN 55369 19 Waterview Stormwater Management Plan Table of Contents July 2024 www.ae2s.com Page ii Table of Contents Section 1 Introduction and Background .............................................................................. 1 1.1 Project Background ............................................................................................................................................. 1 1.2 Data Used .............................................................................................................................................................. 1 Section 2 Stormwater Management Requirements ........................................................... 2 2.1 City of Chanhassen ............................................................................................................................................ 2 2.2 Minnehaha Creek Watershed District ......................................................................................................... 2 2.2 Minnesota Pollution Control Agency .......................................................................................................... 4 Section 3 Methodology ......................................................................................................... 6 3.1 Hydrology ............................................................................................................................................................. 6 3.2 Hydraulics ............................................................................................................................................................. 6 Section 4 Analysis .................................................................................................................. 7 4.1 Existing Conditions ............................................................................................................................................ 7 4.1.1 Site Topography ................................................................................................................................. 7 4.1.2 Soils ......................................................................................................................................................... 7 4.1.3 Land Use ............................................................................................................................................... 7 4.2 Proposed Conditions ........................................................................................................................................ 8 4.2.1 Site Topography ................................................................................................................................. 8 4.2.2 Soils ......................................................................................................................................................... 8 4.2.3 Land Use ............................................................................................................................................... 8 4.2.4 Basin Summary and Routing .......................................................................................................... 9 Section 5 Results .................................................................................................................. 10 5.1 Basin High Water Levels................................................................................................................................. 10 5.2 Rate Control ....................................................................................................................................................... 11 5.3 Water Quality Volume .................................................................................................................................... 11 List of Tables Table 3.1 Summary of NOAA Atlas 14 Rainfall Depths (inches) ......................................................... 6 Table 4.1 Summary of Existing CN Values .................................................................................................. 7 Table 4.2 Existing Subcatchment Parameters ............................................................................................ 7 Table 4.3 Summary of Proposed CN Values ............................................................................................... 9 Table 4.4 Proposed Subcatchment Parameters ........................................................................................ 9 Table 5.1 Stormwater Basin Performance ................................................................................................. 10 20 Waterview Stormwater Management Plan Table of Contents July 2024 www.ae2s.com Page iii Table 5.2 Stormwater Basin EOF Summary ............................................................................................... 10 Table 5.3 Southwest Catch Basin HWL Summary ................................................................................... 10 Table 5.4 Site Discharge: East (cfs) ............................................................................................................... 11 Table 5.5 Site Discharge: Northwest (cfs) .................................................................................................. 11 Table 5.6 Site Discharge: South (cfs) ........................................................................................................... 11 Table 5.7 Abstraction Requirements ........................................................................................................... 12 Table 5.8 Filtration Basin Summary ............................................................................................................. 12 Table 5.9 Abstraction Summary .................................................................................................................... 12 Appendices Appendix A: Figures Appendix B: Geotechnical Information Appendix C: HydroCAD Summaries (Pre- and Post-Development) Appendix D: Outlet Control Structure Details 21 Waterview Stormwater Management Plan Section 1 – Introduction and Background July 2024 www.ae2s.com Page 1 Section 1 Introduction and Background 1.1 Project Background The Waterview Development is approximately an 3.0± acre development within the city limits of Chanhassen, MN. The development is located south of Lake Minnetonka and west of Minnewashta Pkwy and Lake Minnewashta (see Appendix A, Figure 1 for site location map). This plan, prepared by Advanced Engineering and Environmental Services, LLC. (AE2S), is to document the basis of the stormwater management design for the Development to meet the storm water management requirements. 1.2 Data Used The following data were used in this analysis: · NRCS Soil Survey (Accessed May 2024), Appendix B · Geotechnical Exploration Report (May 2024), Appendix B · Aerial Imagery (MnGeo WMS Service, 2020 7-county) · Existing Topography (MnDNR, MnTOPO, Accessed May 2024) · Waterview Development Plans (Sathre-Bergquist, July 2024) · NOAA Atlas-14 Precipitation Data 22 Waterview Stormwater Management Plan Section 2 – Stormwater Management Requirements July 2024 www.ae2s.com Page 2 Section 2 Stormwater Management Requirements The following section describes the rules and regulations used to design this stormwater management plan. 2.1 City of Chanhassen The project site is in City of Chanhassen. The applicable stormwater management rules are detailed below. · Outlet structure designs shall provide rate controls that limit post-project rates to not exceed existing rates for 1- or 2-year, 10-year, 100-year events and 100-year/10-day snowmelt · An emergency overflow spillway shall be identified and designed to convey storm flows from events greater than the 100-year event. Extreme events (on the order of a 10.0-inch event) shall be analyzed to ensure the emergency overflow spillway will function as designed. If an emergency overflow route is adjacent to the property, the lowest building opening must be minimum one foot above the emergency overflow. · Operators shall comply with all applicable city, county, state, and federal regulations for the protection of water quality, including the Minnesota Pollution Control Agency and Federal Environmental Protection Agency regulations for the management of erosion and sediment control. No waste products or process residue shall be deposited in any lake, stream, or natural drainage system. All surface water shall pass through a sediment control BMP before discharging off site. · Water Quality Volume shall be calculated by 1.1 inch multiplied by the area in square feet of impervious area over 25 percent. · BMPs shall be designed to treat the calculated amount of Water Quality Volume created by the proposed impervious area. · Project plans on a scaled survey shall show the proposed impervious surface as well as the offsetting location and design of BMPs. This could include native vegetative buffers, rain gardens, rain barrels, infiltration/biofiltration basins/swales, etc.) · The facility design shall provide adequate live storage to provide protection from the design storm, consistent with lowest building elevation standards. Lowest building floor elevation is defined as the lowest slab elevation for a home or building, including basements and crawl spaces. The lowest building floor elevation for structures adjacent to wetlands and water bodies shall be an elevation three feet above the 100-year high water level. · Additional special provisions. Residential subdivisions with dwelling unit densities exceeding those in the tables in subsections (1), (2) and (3) can only be allowed if designed and approved as residential planned unit developments. Only land above the ordinary high-water level of public water shall be used to meet lot area standards, and lot width standards shall be met at both the ordinary high-water level and at the building line. The 23 Waterview Stormwater Management Plan Section 2 – Stormwater Management Requirements July 2024 www.ae2s.com Page 3 sewer lot area dimensions in subsections (1), (2) and (3) can only be used if publicly owned sewer system service is available to the property. · Peak stormwater discharge rates and storage volumes from any drainage area, watershed, sub watershed, detention basin, wetland or conveyor shall be consistent with the values shown in this plan for the 100-year storm event · No increase in peak discharge rate may result from the proposed project for the 1- or 2- year storm, the 10-year storm and the 100-year storm event. Variances may be allowed if computations can be provided which demonstrate no adverse downstream effects will result from the proposed system. Cumulative storm depths for the required events are: 2-Year = 2.8 inches. 10-Year = 4.2 inches. 100-Year = 6.0 inches. 2.2 Minnehaha Creek Watershed District The project site is in the Minnehaha Creek Watershed District (MCWD). The applicable stormwater management rules are detailed below. · For purposes of both volume and phosphorus control, an applicant subject to this rule must provide volume reduction equal to the following o For Development, one inch times the area of impervious surface stated in Table 1. · Volume reduction practices must be used to meet the subsection 3.a standard, to the extent feasible. An infiltration practice is prohibited in the following circumstances: o Soils are predominantly Hydrologic Soil Group D (clay) or otherwise unreliable for infiltration. · If the required volume reduction cannot feasibly be provided by volume reduction practices listed in Appendix A, the applicant must incorporate filtration or other non- volume-reduction practices to achieve phosphorous control in an amount equivalent to that which would be achieved through the required volume reduction. Equivalent phosphorus control may be demonstrated by any technically accepted method, including use of a removal rate stated in the Minnesota Stormwater manual. For a filtration practice, in place of specific demonstration, an applicant may treat twice the required volume reduction, as calculated in accordance with Appendix A to this rule. · An action may not increase the peak runoff rate from the site, in aggregate, for design storm events. An applicant proposing to increase peak runoff at a specific point of site discharge must demonstrate no adverse local impact on water resource values or infrastructure. Aggregate compliance for all site boundary discharge will be determined with respect to runoff not managed in a regional facility. 24 Waterview Stormwater Management Plan Section 2 – Stormwater Management Requirements July 2024 www.ae2s.com Page 4 · There must be two feet of vertical separation between the 100-year high water elevation of a waterbody or stormwater practice and the low opening of any structure, unless the structure opening is hydraulically disconnected from the waterbody or practice. 2.3 Minnesota Pollution Control Agency The Minnesota Pollution Control Agency (MPCA) regulates stormwater runoff by administering the National Pollution Discharge Elimination System (NPDES) Permit. The NPDES Permit is required for any projects that disturb more than one (1.0) acre of area. The permanent stormwater management requirements of the Permit are triggered if the project proposes to increase the impervious surface area by more than one acre. The overall project disturbance is over one acre; therefore, a Stormwater Pollution Prevention Plan (SWPPP) will need to be prepared and a NPDES Permit obtained through the MPCA. The 25 Waterview Stormwater Management Plan Section 2 – Stormwater Management Requirements July 2024 www.ae2s.com Page 5 proposed BMP(s) must be capable of retaining on site one (1) inch of runoff from the new impervious surfaces created by the project. If onsite retention is not possible based on contaminated soils, proximity to groundwater, bedrock depth or impermeable soils, the water quality volume shall be treated using other best management practices outlined in the Permit. 26 Waterview Stormwater Management Plan Section 3 – Methodology July 2024 www.ae2s.com Page 6 Section 3 Methodology The following section describes the methodology used to complete the stormwater management plan. 3.1 Hydrology The site was analyzed using HydroCAD for pre- and post-development conditions. Runoff generation was estimated using TR-20 methodology. Runoff from pervious and impervious areas was calculated separately. Table 3.1 summarizes the rainfall depths that were used in the peak discharge analysis. Note that all 24 hour events used the MSE-3 distribution. Table 3.1 Summary of NOAA Atlas 14 Rainfall Depths (inches) 2-Year, 24hr 10-Year, 24hr 100-Year, 24hr 10-Day Snowmelt 2.86 4.24 7.30 7.30 Time of concentration (Tc) for existing conditions was calculated using the TR-55 methodology. For proposed condition subwatersheds, Tc was set to 12 minutes for all subwatersheds that contained newly developed areas. For unchanged subwatersheds the Tc was kept the same as in existing conditions. Curve numbers (CN) were selected for each subwatershed based on the land use, soil conditions and impervious surface area. These parameters were used to select the appropriate CN using TR-55 methodology. 3.2 Hydraulics Hydraulic routing within HydroCAD was computed using the Dyn-Stor-Ind methodology. 27 Waterview Stormwater Management Plan Section 4 – Analysis July 2024 www.ae2s.com Page 7 Section 4 Analysis 4.1 Existing Conditions The following is a summary of the information used for the existing conditions analysis. 4.1.1 Site Topography The project site is approximately 3 acres with elevations between 970’ and 986’. Most of the site drains east to lake Minnewashta. The northwest corner of the site drains offsite to the north. The southeast corner of the site, and a small offsite area drains to a beehive grate onsite which routes via storm sewer to Lake Saint Joe to the south. 4.1.2 Soils Soils throughout the site were classified Hydrologic Soil Group (HSG) Type D based on the soil borings taken on the site (see Appendix B). 4.1.3 Land Use Existing subcatchments were delineated based on existing topography (MnTOPO) and survey data. Weighted curve numbers were computed based on land use and the soil borings, and are summarized in Table 4.1. Table 4.1 Summary of Existing CN Values CN Descriptions Assumptions CN Total Area (ac) % of Total Area Existing Impervious Existing streets and homes 98 0.37 12.2 Woods/grass comb. Good, HSG D 79 2.64 87.8 Total 3.01 100 Table 4.2 Existing Subcatchment Parameters Subcatchment Pervious CN Impervious % Total Area (ac) Tc (min) EX1 79 10.7 2.00 19.3 EX2 79 10.5 0.68 12.2 EX3 79 0.0 0.16 12.0 EX4 79 48.5 0.17 12.0 Total 3.01 - 28 Waterview Stormwater Management Plan Section 4 – Analysis July 2024 www.ae2s.com Page 8 4.2 Proposed Conditions The following is a summary of the information used for the proposed conditions analysis. 4.2.1 Site Topography The site topography in proposed conditions generally matches existing conditions with the three main drainage patterns. 4.2.2 Soils Soils are unchanged between existing and proposed conditions. 4.2.3 Land Use The site will be developed for residential housing. The new impervious areas of the site is assumed to be 25% impervious for each lot, the maximum impervious allowed based on the zoning of this area. The proposed land use and curve numbers used are shown in Table 4.3. Proposed impervious was determined from this 25% maximum, with the site being developed as 2.84 acres (without offsite areas included), of which 0.72 acres (25%) is new impervious. Proposed subcatchments were delineated based on proposed grading and storm sewer routing. Table 4.4 summarizes proposed subcatchment runoff parameters. Figure 3 shows the proposed site grading, storm sewer, and subcatchments. Subcatchments that were left undisturbed and not altered during construction used the calculated time of concentration values from existing conditions. 29 Waterview Stormwater Management Plan Section 4 – Analysis July 2024 www.ae2s.com Page 9 Table 4.3 Summary of Proposed CN Values CN Descriptions Assumptions CN Total Area (ac) % of Total Area Proposed Impervious Proposed streets and homes 98 0.81 26.8 >75% Grass cover Good, HSG D 80 2.11 70.2 Woods/grass comb. Good, HSG D 79 0.09 3.0 Total 3.01 100 Table 4.4 Proposed Subcatchment Parameters Subcatchment Pervious CN Impervious %1 Total Area (ac) Tc (min) PR1 74 25.0 0.63 12.0 PR2 75 25.1 1.24 12.0 PR3 74 25.1 0.39 12.0 PR4 79 25.1 0.22 12.0 PR5 80 30.1 0.25 12.0 PR6 75 25.5 0.11 12.0 PR7 80 48.2 0.17 12.0 Total 3.01 - 1) Impervious % is greater than 25% due a portion of the existing road (White Oak Lane) within the site or due to rounding. 4.2.4 Basin Summary and Routing The project is proposing to construct two filtration basins to meet the stormwater regulations. These basins will both route to the storm sewer in Stratford Lane north of the site, which ultimately discharges into Lake Minnewashtka. The site is graded to drain as much site impervious as possible to these basins, and all impervious drainage entering the basins is disconnected impervious. 30 Waterview Stormwater Management Plan Section 5 – Results July 2024 www.ae2s.com Page 10 Section 5 Results The following is a summary of the results of the analysis and the project’s compliance with stormwater regulations. 5.1 Basin High Water Levels Table 5.1 summarizes the performance of the basins including 100-year HWL’s and freeboard from the lowest nearby structure. The basins were designed to meet the freeboard requirements for low floor and low entry. The basins were designed to meet 3 feet of freeboard between the structure and the HWL per City regulation. Table 5.1 Stormwater Basin Performance The filtration basin EOF’s were designed to be at least 1.0 feet below the low entry. The summary showing this comparison is provided in Table 5.2. Table 5.2 Stormwater Basin EOF Summary Location EOF/Top of Berm Elevation Lowest Nearby Structure Entry Freeboard (ft) Basin 1 971.3 975.1 3.8 Basin 2 979.0 981.4 2.4 Note that there is an existing backyard catch basins near the southwest corner of the site. Table 5.3 summarizes the HWLs in existing and proposed conditions at this catch basin to show that the development does not adversely affect flood concerns in this area. Table 5.3 Southwest Catch Basin HWL Summary Location Normal Water Level/Top of Sand 100- Year HWL Lowest Nearby Structure Elev. Freeboard (ft) Basin 1 970.0 971.4 975.1 3.7 Basin 2 976.0 978.4 981.4 3.0 Condition Normal Water Level/Rim Elevation 100-Year HWL Existing 982.6 983.0 Proposed 982.6 982.9 31 Waterview Stormwater Management Plan Section 5 – Results July 2024 www.ae2s.com Page 11 5.2 Rate Control The development site was analyzed to determine the pre- and post-development runoff rates discharging from the site. The site has three main discharge points: east to Minnewashta Pkwy, south to White Oak Lane storm sewer, and northwest to neighborhoods off Stratford Ridge and Hallgren Ct. Ultimately the east discharge point routes to Lake Minnewashta, the south to Lake Saint Joe, and the northwest to Lake Virginia. Table 5.4-5.6 show the existing and proposed discharge at each of these sites for the four design rainfall conditions. See Appendix C for the pre- and post-development HydroCAD summaries. Table 5.4 Site Discharge: East (cfs) Condition 2-Year 10-Year 100- Year 10-Day Snowmelt Existing 2.7 5.3 11.3 1.0 Proposed 0.9 3.4 11.1 0.9 Difference -1.8 -1.9 -0.2 -0.1 Table 5.5 Site Discharge: Northwest (cfs) Condition 2-Year 10-Year 100-Year 10-Day Snowmelt Existing 0.3 0.5 1.1 0.1 Proposed 0.2 0.4 0.8 0.1 Difference -0.1 -0.1 -0.3 0.0 Table 5.6 Site Discharge: South (cfs) Condition 2-Year 10-Year 100-Year 10-Day Snowmelt Existing 1.5 2.8 5.7 0.4 Proposed 1.4 2.4 4.7 0.3 Difference -0.1 -0.4 -1.0 -0.1 5.3 Water Quality Volume MCWD requires that projects provide a water quality treatment volume onsite in the amount equivalent to one inch (1.0”) of runoff generated by the new and reconstructed impervious 32 Waterview Stormwater Management Plan Section 5 – Results July 2024 www.ae2s.com Page 12 surface. The project is proposing to meet its water quality treatment volume with filtration given the poor soils on the site, therefore the abstraction volume required must be doubled per MCWD regulation in order to meet phorsphorous control standards. With this doubling, the MCWD regulation is more strict than the City regulation, therefore the site was designed for the MCWD regulation. Table 5.7 summarizes the site impervious, and the required abstraction volume. Table 5.7 Abstraction Requirements New Impervious Area (ac) Standard WQ Runoff Depth Required (in) WQ Runoff Depth Required (in) [When Using Filtration] Required Abstraction Volume (ac-ft) Required Abstraction Volume (cf) 0.72 1.0 2.0 0.12 5,250 Two filtration basins were used to meet the site’s requirements for water quality volume. Table 5.8 summarizes the filtration basins’ water quality provided and Table 5.9 summarizes the total abstraction from both basins. Seen in Table 5.9 the site is meeting the required filtration abstraction volume therefore the volume and phosphorous control requirements are met. Table 5.8 Filtration Basin Summary BMP Top of Sand Bottom Area (sqft) Filtration Zone Design Filtration Rate (in/hr) Filtration Zone Volume (cf) Drawdown time (hr) Basin 1 970.0 2,200 970.0-970.6 1.6 1,400 5.0 Basin 2 976.0 2,600 976.0-977.2 1.6 3,950 12.0 Table 5.9 Abstraction Summary BMP Abstraction Volume Credit (cf) Basin 1 1,400 Basin 2 3,950 Total Abstraction Volume Provided 5,350 Total Abstraction Volume Needed 5,250 Surplus Abstraction Volume +100 33 Waterview Stormwater Management Plan Appendix A July 2024 www.ae2s.com Appendix A: Figures 34 35 36 37 Waterview Stormwater Managmenet Plan Appendix B July 2024 www.ae2s.com Appendix B: Geotechnical Information 38 Hydrologic Soil Group—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2024 Page 1 of 44969200496940049696004969800497000049702004970400497060049692004969400496960049698004970000497020049704004970600449800450000450200450400450600450800451000451200451400451600451800452000 449800 450000 450200 450400 450600 450800 451000 451200 451400 451600 451800 452000 44° 53' 17'' N 93° 38' 13'' W44° 53' 17'' N93° 36' 24'' W44° 52' 27'' N 93° 38' 13'' W44° 52' 27'' N 93° 36' 24'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 0 500 1000 2000 3000 Feet 0 150 300 600 900 Meters Map Scale: 1:10,900 if printed on A landscape (11" x 8.5") sheet. 39 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 20, Sep 10, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 29, 2023—Sep 13, 2023 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2024 Page 2 of 4 40 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CO Cordova clay loam, 0 to 2 percent slopes C/D 8.4 1.5% CW Cordova-Webster complex C/D 1.5 0.3% EX Essexville sandy loam B/D 21.3 3.7% HM Hamel loam, 0 to 2 percent slopes C/D 16.0 2.8% KB Kilkenny-Lester loams, 2 to 6 percent slopes C/D 92.9 16.3% KB2 Lester-Kilkenny loams, 2 to 6 percent slopes, eroded B 4.6 0.8% KC Lester-Kilkenny loams, 6 to 12 percent slopes B 32.3 5.7% KC2 Lester-Kilkenny complex, 6 to 10 percent slopes, moderately eroded C 111.6 19.6% KD Lester-Kilkenny loams, 12 to 18 percent slopes B 27.0 4.7% KD2 Lester-Kilkenny complex, 10 to 16 percent slopes, moderately eroded C 1.1 0.2% KE2 Lester-Kilkenny complex, 16 to 22 percent slopes C 6.2 1.1% KF Lester-Kilkenny complex, 22 to 40 percent slopes C 17.6 3.1% LS Le Sueur loam, 1 to 3 percent slopes C/D 2.3 0.4% MK Muskego and Houghton soils, 0 to 1 percent slopes C/D 9.7 1.7% MP Klossner and Muskego soils, ponded, 0 to 1 percent slopes C/D 13.6 2.4% PM Klossner muck, 0 to 1 percent slopes C/D 3.3 0.6% W Water 199.9 35.1% Totals for Area of Interest 569.2 100.0% Hydrologic Soil Group—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2024 Page 3 of 4 41 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2024 Page 4 of 4 42 Haugo GeoTechnical Services, LLC 2825 Cedar Avenue South Minneapolis, MN 55407 Figure #: 1 Drawn By: NA Date: 5/28/24 Scale: None Project #: 24-0301 Soil Boring Location Sketch 6870 Minnewashta Parkway Chanhassen, Minnesota SB-3 SB-1 Legend Approximate Soil Boring Location SB-4 SB-5 SB-7 SB-6 Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification. SB-2 43 Sandy Lean Clay, dark brown, moist (Topsoil) (SC) Clayey Sand, trace Gravel, brown, wet, loose (Glacial Till) (CL) Sandy Lean Clay, brown, moist, rather soft to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 17 SS 18 SS 19 SS 20 SS 21 SS 22 SS 23 SS 24 1-3-2 (5) 1-2-3 (5) 2-3-3 (6) 3-4-4 (8) 4-5-5 (10) 4-5-5 (10) 5-7-8 (15) NOTES GROUND ELEVATION 977.1 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/22/24 COMPLETED 5/22/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 44 Sandy Lean Clay, dark brown, moist (Topsoil) (CL) Sandy Lean Clay, brown, moist to wet, rather soft to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 9 SS 10 SS 11 SS 12 SS 13 SS 14 SS 15 SS 16 2-2-3 (5) 5-3-5 (8) 3-4-4 (8) 3-2-3 (5) 1-2-3 (5) 2-3-4 (7) 5-6-8 (14) NOTES GROUND ELEVATION 977.8 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/22/24 COMPLETED 5/22/24 AT TIME OF DRILLING 15.00 ft / Elev 962.80 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 45 Sandy Lean Clay, trace Grass, dark brown, moist (Topsoil) (SC) Clayey Sand, brown, wet to waterbearing at about 5 feet, very loose (Glacial Till) (CL) Sandy Lean Clay, brown, moist, rather stiff (Glacial Till) (CL) Sandy Lean Clay, grey, moist, medium to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 0-0-0 (0) 0-0-0 (0) 3-5-6 (11) 3-5-7 (12) 3-5-6 (11) 2-4-5 (9) 3-3-5 (8) NOTES GROUND ELEVATION 972.2 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/22/24 COMPLETED 5/22/24 AT TIME OF DRILLING 5.00 ft / Elev 967.20 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 46 Sandy Lean Clay, black, moist (Topsoil) (CL) Sandy Lean Clay, brown, wet, rather soft to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 49 SS 50 SS 51 SS 52 SS 53 SS 54 SS 55 SS 56 1-2-2 (4) 2-2-2 (4) 3-9-5 (14) 3-4-6 (10) 4-6-6 (12) 5-6-8 (14) 3-5-7 (12) NOTES GROUND ELEVATION 984.4 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/23/24 COMPLETED 5/23/24 AT TIME OF DRILLING 20.00 ft / Elev 964.40 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 47 Sandy Lean Clay, black, wet (Topsoil) (CL) Sandy Lean Clay, brown, moist, rather soft to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 41 SS 42 SS 43 SS 44 SS 45 SS 46 SS 47 SS 48 2-2-2 (4) 2-3-5 (8) 4-5-5 (10) 5-6-5 (11) 3-4-4 (8) 3-4-5 (9) 3-6-7 (13) NOTES GROUND ELEVATION 984.2 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/23/24 COMPLETED 5/23/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 48 Silty Clayey Sand, black, moist (Topsoil) (CL) Sandy Lean Clay, brown, moist, soft to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 2-1-2 (3) 2-3-3 (6) 2-2-3 (5) 3-4-6 (10) 2-4-5 (9) 3-4-5 (9) 3-4-5 (9) NOTES GROUND ELEVATION 980 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/23/24 COMPLETED 5/23/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 49 Clayey Sand, black, wet (Topsoil) (SC) Clayey Sand, brown, wet, very loose (Glacial Till) (CL) Sandy Lean Clay, brown, wet, rather soft to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 33 SS 34 SS 35 SS 36 SS 37 SS 38 SS 39 SS 40 3-2-1 (3) 3-2-2 (4) 9-4-4 (8) 3-3-4 (7) 3-3-4 (7) 2-2-4 (6) 4-4-6 (10) NOTES GROUND ELEVATION 987.5 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/23/24 COMPLETED 5/23/24 AT TIME OF DRILLING 14.50 ft / Elev 973.00 ft Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 50 51 Waterview Stormwater Management Plan Appendix C July 2024 www.ae2s.com Appendix C: HydroCAD Summaries (Pre- and Post- Development) 52 Existing 26S EX2 27S EX3 28S EX4 33S EX1 23R East 24R North West 29R South 30P CB1 Routing Diagram for Headla_20240703 Prepared by {enter your company name here}, Printed 7/9/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link 53 Waterview_Existing_20240709 Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year MSE 24-hr 3 Default 24.00 1 2.86 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.24 2 3 10daysnow Spillway 1-day 10-day Default 240.00 1 7.30 4 4 100-Year MSE 24-hr 3 Default 24.00 1 7.30 2 54 Waterview_Existing_20240709 Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.639 79 Woods/grass comb., Good, HSG D (26S, 27S, 28S, 33S) 0.366 98 impervious (26S, 28S, 33S) 3.005 81 TOTAL AREA 55 Waterview_Existing_20240709 Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.639 HSG D 26S, 27S, 28S, 33S 0.366 Other 26S, 28S, 33S 3.005 TOTAL AREA 56 Waterview_Existing_20240709 Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 2.639 0.000 2.639 Woods/grass comb., Good 26S, 27S, 28S, 33S 0.000 0.000 0.000 0.000 0.366 0.366 impervious 26S, 28S, 33S 0.000 0.000 0.000 2.639 0.366 3.005 TOTAL AREA 57 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.03 hrs, 8001 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.678 ac 10.47% Impervious Runoff Depth=1.25"Subcatchment 26S: EX2 Flow Length=225' Tc=12.2 min CN=79/98 Runoff=1.16 cfs 0.071 af Runoff Area=0.160 ac 0.00% Impervious Runoff Depth=1.09"Subcatchment 27S: EX3 Tc=12.0 min CN=79/0 Runoff=0.25 cfs 0.014 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth=1.84"Subcatchment 28S: EX4 Tc=12.0 min CN=79/98 Runoff=0.41 cfs 0.026 af Runoff Area=1.998 ac 10.66% Impervious Runoff Depth=1.25"Subcatchment 33S: EX1 Flow Length=550' Tc=19.3 min CN=79/98 Runoff=2.73 cfs 0.208 af Inflow=2.73 cfs 0.208 afReach 23R: East Outflow=2.73 cfs 0.208 af Inflow=0.25 cfs 0.014 afReach 24R: North West Outflow=0.25 cfs 0.014 af Inflow=1.51 cfs 0.096 afReach 29R: South Outflow=1.51 cfs 0.096 af Peak Elev=982.76' Storage=0.003 af Inflow=1.56 cfs 0.096 afPond 30P: CB1 Primary=1.51 cfs 0.096 af Secondary=0.00 cfs 0.000 af Outflow=1.51 cfs 0.096 af Total Runoff Area = 3.005 ac Runoff Volume = 0.319 af Average Runoff Depth = 1.27" 87.82% Pervious = 2.639 ac 12.18% Impervious = 0.366 ac 58 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: EX2 Runoff = 1.16 cfs @ 12.21 hrs, Volume= 0.071 af, Depth= 1.25" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.071 79 Woods/grass comb., Good, HSG D 0.536 79 Woods/grass comb., Good, HSG D * 0.071 98 impervious 0.678 81 Weighted Average 0.607 79 89.53% Pervious Area 0.071 98 10.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0250 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 2.7 125 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.2 225 Total Subcatchment 26S: EX2 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.678 ac Runoff Volume=0.071 af Runoff Depth=1.25" Flow Length=225' Tc=12.2 min CN=79/98 1.16 cfs 59 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: EX3 Runoff = 0.25 cfs @ 12.21 hrs, Volume= 0.014 af, Depth= 1.09" Routed to Reach 24R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.137 79 Woods/grass comb., Good, HSG D 0.023 79 Woods/grass comb., Good, HSG D 0.160 79 Weighted Average 0.160 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 27S: EX3 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 2-Year Rainfall=2.86" Runoff Area=0.160 ac Runoff Volume=0.014 af Runoff Depth=1.09" Tc=12.0 min CN=79/0 0.25 cfs 60 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: EX4 Runoff = 0.41 cfs @ 12.20 hrs, Volume= 0.026 af, Depth= 1.84" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 28S: EX4 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.169 ac Runoff Volume=0.026 af Runoff Depth=1.84" Tc=12.0 min CN=79/98 0.41 cfs 61 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: EX1 Runoff = 2.73 cfs @ 12.30 hrs, Volume= 0.208 af, Depth= 1.25" Routed to Reach 23R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 1.781 79 Woods/grass comb., Good, HSG D 0.004 79 Woods/grass comb., Good, HSG D * 0.213 98 impervious 1.998 81 Weighted Average 1.785 79 89.34% Pervious Area 0.213 98 10.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 5.6 450 0.0360 1.33 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.3 550 Total Subcatchment 33S: EX1 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=1.998 ac Runoff Volume=0.208 af Runoff Depth=1.25" Flow Length=550' Tc=19.3 min CN=79/98 2.73 cfs 62 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 23R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.998 ac, 10.66% Impervious, Inflow Depth = 1.25" for 2-Year event Inflow = 2.73 cfs @ 12.30 hrs, Volume= 0.208 af Outflow = 2.73 cfs @ 12.30 hrs, Volume= 0.208 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 23R: East Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=1.998 ac 2.73 cfs 2.73 cfs 63 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 24R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.160 ac, 0.00% Impervious, Inflow Depth = 1.09" for 2-Year event Inflow = 0.25 cfs @ 12.21 hrs, Volume= 0.014 af Outflow = 0.25 cfs @ 12.21 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 24R: North West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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=0.160 ac 0.25 cfs 0.25 cfs 64 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 29R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth = 1.37" for 2-Year event Inflow = 1.51 cfs @ 12.23 hrs, Volume= 0.096 af Outflow = 1.51 cfs @ 12.23 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 29R: South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.847 ac 1.51 cfs 1.51 cfs 65 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 30P: CB1 Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth = 1.37" for 2-Year event Inflow = 1.56 cfs @ 12.20 hrs, Volume= 0.096 af Outflow = 1.51 cfs @ 12.23 hrs, Volume= 0.096 af, Atten= 4%, Lag= 1.7 min Primary = 1.51 cfs @ 12.23 hrs, Volume= 0.096 af Routed to Reach 29R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 29R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.76' @ 12.23 hrs Surf.Area= 0.035 ac Storage= 0.003 af Plug-Flow detention time= 1.9 min calculated for 0.096 af (100% of inflow) Center-of-Mass det. time= 1.9 min ( 805.2 - 803.4 ) Volume Invert Avail.Storage Storage Description #1 982.60' 0.977 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.60 0.007 0.000 0.000 984.00 0.249 0.179 0.179 986.00 0.549 0.798 0.977 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.50 cfs @ 12.23 hrs HW=982.76' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.50 cfs @ 1.31 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 66 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 30P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.847 ac Peak Elev=982.76' Storage=0.003 af 1.56 cfs 1.51 cfs 1.51 cfs 0.00 cfs Pond 30P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 220200180160140120100806040200Elevation (feet)986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir 67 Waterview_Existing_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 30P: CB1 Elevation (feet) Surface (acres) Storage (acre-feet) 982.60 0.007 0.000 982.65 0.016 0.001 982.70 0.024 0.002 982.75 0.033 0.003 982.80 0.042 0.005 982.85 0.050 0.007 982.90 0.059 0.010 982.95 0.068 0.013 983.00 0.076 0.017 983.05 0.085 0.021 983.10 0.093 0.025 983.15 0.102 0.030 983.20 0.111 0.035 983.25 0.119 0.041 983.30 0.128 0.047 983.35 0.137 0.054 983.40 0.145 0.061 983.45 0.154 0.068 983.50 0.163 0.076 983.55 0.171 0.085 983.60 0.180 0.093 983.65 0.188 0.103 983.70 0.197 0.112 983.75 0.206 0.122 983.80 0.214 0.133 983.85 0.223 0.144 983.90 0.232 0.155 983.95 0.240 0.167 984.00 0.249 0.179 984.05 0.257 0.192 984.10 0.264 0.205 984.15 0.271 0.218 984.20 0.279 0.232 984.25 0.287 0.246 984.30 0.294 0.261 984.35 0.302 0.276 984.40 0.309 0.291 984.45 0.317 0.306 984.50 0.324 0.322 984.55 0.332 0.339 984.60 0.339 0.356 984.65 0.346 0.373 984.70 0.354 0.390 984.75 0.361 0.408 984.80 0.369 0.426 984.85 0.377 0.445 984.90 0.384 0.464 984.95 0.392 0.483 985.00 0.399 0.503 985.05 0.407 0.523 985.10 0.414 0.544 985.15 0.421 0.565 Elevation (feet) Surface (acres) Storage (acre-feet) 985.20 0.429 0.586 985.25 0.436 0.608 985.30 0.444 0.630 985.35 0.452 0.652 985.40 0.459 0.675 985.45 0.467 0.698 985.50 0.474 0.721 985.55 0.482 0.745 985.60 0.489 0.770 985.65 0.496 0.794 985.70 0.504 0.819 985.75 0.511 0.845 985.80 0.519 0.870 985.85 0.527 0.897 985.90 0.534 0.923 985.95 0.542 0.950 986.00 0.549 0.977 68 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.03 hrs, 8001 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.678 ac 10.47% Impervious Runoff Depth=2.35"Subcatchment 26S: EX2 Flow Length=225' Tc=12.2 min CN=79/98 Runoff=2.21 cfs 0.133 af Runoff Area=0.160 ac 0.00% Impervious Runoff Depth=2.16"Subcatchment 27S: EX3 Tc=12.0 min CN=79/0 Runoff=0.50 cfs 0.029 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth=3.06"Subcatchment 28S: EX4 Tc=12.0 min CN=79/98 Runoff=0.68 cfs 0.043 af Runoff Area=1.998 ac 10.66% Impervious Runoff Depth=2.36"Subcatchment 33S: EX1 Flow Length=550' Tc=19.3 min CN=79/98 Runoff=5.25 cfs 0.392 af Inflow=5.25 cfs 0.392 afReach 23R: East Outflow=5.25 cfs 0.392 af Inflow=0.50 cfs 0.029 afReach 24R: North West Outflow=0.50 cfs 0.029 af Inflow=2.76 cfs 0.176 afReach 29R: South Outflow=2.76 cfs 0.176 af Peak Elev=982.84' Storage=0.007 af Inflow=2.89 cfs 0.176 afPond 30P: CB1 Primary=2.76 cfs 0.176 af Secondary=0.00 cfs 0.000 af Outflow=2.76 cfs 0.176 af Total Runoff Area = 3.005 ac Runoff Volume = 0.597 af Average Runoff Depth = 2.38" 87.82% Pervious = 2.639 ac 12.18% Impervious = 0.366 ac 69 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: EX2 Runoff = 2.21 cfs @ 12.20 hrs, Volume= 0.133 af, Depth= 2.35" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.071 79 Woods/grass comb., Good, HSG D 0.536 79 Woods/grass comb., Good, HSG D * 0.071 98 impervious 0.678 81 Weighted Average 0.607 79 89.53% Pervious Area 0.071 98 10.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0250 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 2.7 125 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.2 225 Total Subcatchment 26S: EX2 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.678 ac Runoff Volume=0.133 af Runoff Depth=2.35" Flow Length=225' Tc=12.2 min CN=79/98 2.21 cfs 70 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: EX3 Runoff = 0.50 cfs @ 12.20 hrs, Volume= 0.029 af, Depth= 2.16" Routed to Reach 24R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.137 79 Woods/grass comb., Good, HSG D 0.023 79 Woods/grass comb., Good, HSG D 0.160 79 Weighted Average 0.160 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 27S: EX3 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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=4.24" Runoff Area=0.160 ac Runoff Volume=0.029 af Runoff Depth=2.16" Tc=12.0 min CN=79/0 0.50 cfs 71 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 20HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: EX4 Runoff = 0.68 cfs @ 12.20 hrs, Volume= 0.043 af, Depth= 3.06" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 28S: EX4 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.169 ac Runoff Volume=0.043 af Runoff Depth=3.06" Tc=12.0 min CN=79/98 0.68 cfs 72 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 21HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: EX1 Runoff = 5.25 cfs @ 12.29 hrs, Volume= 0.392 af, Depth= 2.36" Routed to Reach 23R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 1.781 79 Woods/grass comb., Good, HSG D 0.004 79 Woods/grass comb., Good, HSG D * 0.213 98 impervious 1.998 81 Weighted Average 1.785 79 89.34% Pervious Area 0.213 98 10.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 5.6 450 0.0360 1.33 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.3 550 Total Subcatchment 33S: EX1 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=1.998 ac Runoff Volume=0.392 af Runoff Depth=2.36" Flow Length=550' Tc=19.3 min CN=79/98 5.25 cfs 73 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 22HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 23R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.998 ac, 10.66% Impervious, Inflow Depth = 2.36" for 10-Year event Inflow = 5.25 cfs @ 12.29 hrs, Volume= 0.392 af Outflow = 5.25 cfs @ 12.29 hrs, Volume= 0.392 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 23R: East Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=1.998 ac 5.25 cfs 5.25 cfs 74 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 23HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 24R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.160 ac, 0.00% Impervious, Inflow Depth = 2.16" for 10-Year event Inflow = 0.50 cfs @ 12.20 hrs, Volume= 0.029 af Outflow = 0.50 cfs @ 12.20 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 24R: North West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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=0.160 ac 0.50 cfs 0.50 cfs 75 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 24HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 29R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth = 2.49" for 10-Year event Inflow = 2.76 cfs @ 12.23 hrs, Volume= 0.176 af Outflow = 2.76 cfs @ 12.23 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 29R: South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=0.847 ac 2.76 cfs 2.76 cfs 76 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 25HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 30P: CB1 Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth = 2.49" for 10-Year event Inflow = 2.89 cfs @ 12.20 hrs, Volume= 0.176 af Outflow = 2.76 cfs @ 12.23 hrs, Volume= 0.176 af, Atten= 4%, Lag= 1.9 min Primary = 2.76 cfs @ 12.23 hrs, Volume= 0.176 af Routed to Reach 29R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 29R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.84' @ 12.23 hrs Surf.Area= 0.049 ac Storage= 0.007 af Plug-Flow detention time= 2.6 min calculated for 0.176 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 797.0 - 795.2 ) Volume Invert Avail.Storage Storage Description #1 982.60' 0.977 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.60 0.007 0.000 0.000 984.00 0.249 0.179 0.179 986.00 0.549 0.798 0.977 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.75 cfs @ 12.23 hrs HW=982.84' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 2.75 cfs @ 1.61 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 77 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 26HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 30P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=0.847 ac Peak Elev=982.84' Storage=0.007 af 2.89 cfs 2.76 cfs 2.76 cfs 0.00 cfs Pond 30P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 220200180160140120100806040200Elevation (feet)986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir 78 Waterview_Existing_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 27HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 30P: CB1 Elevation (feet) Surface (acres) Storage (acre-feet) 982.60 0.007 0.000 982.65 0.016 0.001 982.70 0.024 0.002 982.75 0.033 0.003 982.80 0.042 0.005 982.85 0.050 0.007 982.90 0.059 0.010 982.95 0.068 0.013 983.00 0.076 0.017 983.05 0.085 0.021 983.10 0.093 0.025 983.15 0.102 0.030 983.20 0.111 0.035 983.25 0.119 0.041 983.30 0.128 0.047 983.35 0.137 0.054 983.40 0.145 0.061 983.45 0.154 0.068 983.50 0.163 0.076 983.55 0.171 0.085 983.60 0.180 0.093 983.65 0.188 0.103 983.70 0.197 0.112 983.75 0.206 0.122 983.80 0.214 0.133 983.85 0.223 0.144 983.90 0.232 0.155 983.95 0.240 0.167 984.00 0.249 0.179 984.05 0.257 0.192 984.10 0.264 0.205 984.15 0.271 0.218 984.20 0.279 0.232 984.25 0.287 0.246 984.30 0.294 0.261 984.35 0.302 0.276 984.40 0.309 0.291 984.45 0.317 0.306 984.50 0.324 0.322 984.55 0.332 0.339 984.60 0.339 0.356 984.65 0.346 0.373 984.70 0.354 0.390 984.75 0.361 0.408 984.80 0.369 0.426 984.85 0.377 0.445 984.90 0.384 0.464 984.95 0.392 0.483 985.00 0.399 0.503 985.05 0.407 0.523 985.10 0.414 0.544 985.15 0.421 0.565 Elevation (feet) Surface (acres) Storage (acre-feet) 985.20 0.429 0.586 985.25 0.436 0.608 985.30 0.444 0.630 985.35 0.452 0.652 985.40 0.459 0.675 985.45 0.467 0.698 985.50 0.474 0.721 985.55 0.482 0.745 985.60 0.489 0.770 985.65 0.496 0.794 985.70 0.504 0.819 985.75 0.511 0.845 985.80 0.519 0.870 985.85 0.527 0.897 985.90 0.534 0.923 985.95 0.542 0.950 986.00 0.549 0.977 79 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 28HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.03 hrs, 8001 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.678 ac 10.47% Impervious Runoff Depth=7.06"Subcatchment 26S: EX2 Flow Length=225' Tc=12.2 min AMC Adjusted CN=98/98 Runoff=0.33 cfs 0.399 af Runoff Area=0.160 ac 0.00% Impervious Runoff Depth=7.06"Subcatchment 27S: EX3 Tc=12.0 min AMC Adjusted CN=98/98 Runoff=0.08 cfs 0.094 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth=7.06"Subcatchment 28S: EX4 Tc=12.0 min AMC Adjusted CN=98/98 Runoff=0.08 cfs 0.099 af Runoff Area=1.998 ac 10.66% Impervious Runoff Depth=7.06"Subcatchment 33S: EX1 Flow Length=550' Tc=19.3 min AMC Adjusted CN=98/98 Runoff=0.95 cfs 1.176 af Inflow=0.95 cfs 1.176 afReach 23R: East Outflow=0.95 cfs 1.176 af Inflow=0.08 cfs 0.094 afReach 24R: North West Outflow=0.08 cfs 0.094 af Inflow=0.41 cfs 0.498 afReach 29R: South Outflow=0.41 cfs 0.498 af Peak Elev=982.67' Storage=0.001 af Inflow=0.41 cfs 0.498 afPond 30P: CB1 Primary=0.41 cfs 0.498 af Secondary=0.00 cfs 0.000 af Outflow=0.41 cfs 0.498 af Total Runoff Area = 3.005 ac Runoff Volume = 1.768 af Average Runoff Depth = 7.06" 87.82% Pervious = 2.639 ac 12.18% Impervious = 0.366 ac 80 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 29HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: EX2 Runoff = 0.33 cfs @ 121.39 hrs, Volume= 0.399 af, Depth= 7.06" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 0.071 79 Woods/grass comb., Good, HSG D 0.536 79 Woods/grass comb., Good, HSG D * 0.071 98 impervious 0.678 81 98 Weighted Average, AMC Adjusted 0.607 79 98 89.53% Pervious Area, AMC Adjusted 0.071 98 98 10.47% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0250 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 2.7 125 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.2 225 Total Subcatchment 26S: EX2 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=0.678 ac Runoff Volume=0.399 af Runoff Depth=7.06" Flow Length=225' Tc=12.2 min AMC Adjusted CN=98/98 0.33 cfs 81 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 30HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: EX3 Runoff = 0.08 cfs @ 121.39 hrs, Volume= 0.094 af, Depth= 7.06" Routed to Reach 24R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 0.137 79 Woods/grass comb., Good, HSG D 0.023 79 Woods/grass comb., Good, HSG D 0.160 79 98 Weighted Average, AMC Adjusted 0.160 79 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 27S: EX3 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=0.160 ac Runoff Volume=0.094 af Runoff Depth=7.06" Tc=12.0 min AMC Adjusted CN=98/98 0.08 cfs 82 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 31HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: EX4 Runoff = 0.08 cfs @ 121.39 hrs, Volume= 0.099 af, Depth= 7.06" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 98 Weighted Average, AMC Adjusted 0.087 79 98 51.48% Pervious Area, AMC Adjusted 0.082 98 98 48.52% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 28S: EX4 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=0.169 ac Runoff Volume=0.099 af Runoff Depth=7.06" Tc=12.0 min AMC Adjusted CN=98/98 0.08 cfs 83 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 32HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: EX1 Runoff = 0.95 cfs @ 121.50 hrs, Volume= 1.176 af, Depth= 7.06" Routed to Reach 23R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 1.781 79 Woods/grass comb., Good, HSG D 0.004 79 Woods/grass comb., Good, HSG D * 0.213 98 impervious 1.998 81 98 Weighted Average, AMC Adjusted 1.785 79 98 89.34% Pervious Area, AMC Adjusted 0.213 98 98 10.66% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 5.6 450 0.0360 1.33 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.3 550 Total Subcatchment 33S: EX1 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=1.998 ac Runoff Volume=1.176 af Runoff Depth=7.06" Flow Length=550' Tc=19.3 min AMC Adjusted CN=98/98 0.95 cfs 84 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 33HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 23R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.998 ac, 10.66% Impervious, Inflow Depth = 7.06" for 10daysnow event Inflow = 0.95 cfs @ 121.50 hrs, Volume= 1.176 af Outflow = 0.95 cfs @ 121.50 hrs, Volume= 1.176 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 23R: East Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=1.998 ac 0.95 cfs 0.95 cfs 85 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 34HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 24R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.160 ac, 0.00% Impervious, Inflow Depth = 7.06" for 10daysnow event Inflow = 0.08 cfs @ 121.39 hrs, Volume= 0.094 af Outflow = 0.08 cfs @ 121.39 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 24R: North West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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=0.160 ac 0.08 cfs 0.08 cfs 86 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 35HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 29R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth > 7.06" for 10daysnow event Inflow = 0.41 cfs @ 121.42 hrs, Volume= 0.498 af Outflow = 0.41 cfs @ 121.42 hrs, Volume= 0.498 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 29R: South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.847 ac 0.41 cfs 0.41 cfs 87 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 36HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 30P: CB1 Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth = 7.06" for 10daysnow event Inflow = 0.41 cfs @ 121.39 hrs, Volume= 0.498 af Outflow = 0.41 cfs @ 121.42 hrs, Volume= 0.498 af, Atten= 0%, Lag= 1.6 min Primary = 0.41 cfs @ 121.42 hrs, Volume= 0.498 af Routed to Reach 29R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 29R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.67' @ 121.42 hrs Surf.Area= 0.019 ac Storage= 0.001 af Plug-Flow detention time= 2.3 min calculated for 0.498 af (100% of inflow) Center-of-Mass det. time= 2.3 min ( 7,415.8 - 7,413.5 ) Volume Invert Avail.Storage Storage Description #1 982.60' 0.977 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.60 0.007 0.000 0.000 984.00 0.249 0.179 0.179 986.00 0.549 0.798 0.977 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.41 cfs @ 121.42 hrs HW=982.67' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.41 cfs @ 0.85 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 88 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 37HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 30P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.847 ac Peak Elev=982.67' Storage=0.001 af 0.41 cfs 0.41 cfs 0.41 cfs 0.00 cfs Pond 30P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 220200180160140120100806040200Elevation (feet)986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir 89 Waterview_Existing_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 38HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 30P: CB1 Elevation (feet) Surface (acres) Storage (acre-feet) 982.60 0.007 0.000 982.65 0.016 0.001 982.70 0.024 0.002 982.75 0.033 0.003 982.80 0.042 0.005 982.85 0.050 0.007 982.90 0.059 0.010 982.95 0.068 0.013 983.00 0.076 0.017 983.05 0.085 0.021 983.10 0.093 0.025 983.15 0.102 0.030 983.20 0.111 0.035 983.25 0.119 0.041 983.30 0.128 0.047 983.35 0.137 0.054 983.40 0.145 0.061 983.45 0.154 0.068 983.50 0.163 0.076 983.55 0.171 0.085 983.60 0.180 0.093 983.65 0.188 0.103 983.70 0.197 0.112 983.75 0.206 0.122 983.80 0.214 0.133 983.85 0.223 0.144 983.90 0.232 0.155 983.95 0.240 0.167 984.00 0.249 0.179 984.05 0.257 0.192 984.10 0.264 0.205 984.15 0.271 0.218 984.20 0.279 0.232 984.25 0.287 0.246 984.30 0.294 0.261 984.35 0.302 0.276 984.40 0.309 0.291 984.45 0.317 0.306 984.50 0.324 0.322 984.55 0.332 0.339 984.60 0.339 0.356 984.65 0.346 0.373 984.70 0.354 0.390 984.75 0.361 0.408 984.80 0.369 0.426 984.85 0.377 0.445 984.90 0.384 0.464 984.95 0.392 0.483 985.00 0.399 0.503 985.05 0.407 0.523 985.10 0.414 0.544 985.15 0.421 0.565 Elevation (feet) Surface (acres) Storage (acre-feet) 985.20 0.429 0.586 985.25 0.436 0.608 985.30 0.444 0.630 985.35 0.452 0.652 985.40 0.459 0.675 985.45 0.467 0.698 985.50 0.474 0.721 985.55 0.482 0.745 985.60 0.489 0.770 985.65 0.496 0.794 985.70 0.504 0.819 985.75 0.511 0.845 985.80 0.519 0.870 985.85 0.527 0.897 985.90 0.534 0.923 985.95 0.542 0.950 986.00 0.549 0.977 90 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 39HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.03 hrs, 8001 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.678 ac 10.47% Impervious Runoff Depth=5.09"Subcatchment 26S: EX2 Flow Length=225' Tc=12.2 min CN=79/98 Runoff=4.73 cfs 0.288 af Runoff Area=0.160 ac 0.00% Impervious Runoff Depth=4.86"Subcatchment 27S: EX3 Tc=12.0 min CN=79/0 Runoff=1.10 cfs 0.065 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth=5.93"Subcatchment 28S: EX4 Tc=12.0 min CN=79/98 Runoff=1.31 cfs 0.083 af Runoff Area=1.998 ac 10.66% Impervious Runoff Depth=5.09"Subcatchment 33S: EX1 Flow Length=550' Tc=19.3 min CN=79/98 Runoff=11.29 cfs 0.848 af Inflow=11.29 cfs 0.848 afReach 23R: East Outflow=11.29 cfs 0.848 af Inflow=1.10 cfs 0.065 afReach 24R: North West Outflow=1.10 cfs 0.065 af Inflow=5.70 cfs 0.371 afReach 29R: South Outflow=5.70 cfs 0.371 af Peak Elev=982.99' Storage=0.016 af Inflow=6.04 cfs 0.371 afPond 30P: CB1 Primary=5.70 cfs 0.371 af Secondary=0.00 cfs 0.000 af Outflow=5.70 cfs 0.371 af Total Runoff Area = 3.005 ac Runoff Volume = 1.284 af Average Runoff Depth = 5.13" 87.82% Pervious = 2.639 ac 12.18% Impervious = 0.366 ac 91 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 40HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: EX2 Runoff = 4.73 cfs @ 12.20 hrs, Volume= 0.288 af, Depth= 5.09" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.071 79 Woods/grass comb., Good, HSG D 0.536 79 Woods/grass comb., Good, HSG D * 0.071 98 impervious 0.678 81 Weighted Average 0.607 79 89.53% Pervious Area 0.071 98 10.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0250 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 2.7 125 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.2 225 Total Subcatchment 26S: EX2 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.678 ac Runoff Volume=0.288 af Runoff Depth=5.09" Flow Length=225' Tc=12.2 min CN=79/98 4.73 cfs 92 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 41HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: EX3 Runoff = 1.10 cfs @ 12.20 hrs, Volume= 0.065 af, Depth= 4.86" Routed to Reach 24R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.137 79 Woods/grass comb., Good, HSG D 0.023 79 Woods/grass comb., Good, HSG D 0.160 79 Weighted Average 0.160 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 27S: EX3 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.160 ac Runoff Volume=0.065 af Runoff Depth=4.86" Tc=12.0 min CN=79/0 1.10 cfs 93 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 42HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: EX4 Runoff = 1.31 cfs @ 12.19 hrs, Volume= 0.083 af, Depth= 5.93" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 28S: EX4 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.169 ac Runoff Volume=0.083 af Runoff Depth=5.93" Tc=12.0 min CN=79/98 1.31 cfs 94 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 43HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: EX1 Runoff = 11.29 cfs @ 12.28 hrs, Volume= 0.848 af, Depth= 5.09" Routed to Reach 23R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 1.781 79 Woods/grass comb., Good, HSG D 0.004 79 Woods/grass comb., Good, HSG D * 0.213 98 impervious 1.998 81 Weighted Average 1.785 79 89.34% Pervious Area 0.213 98 10.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 5.6 450 0.0360 1.33 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.3 550 Total Subcatchment 33S: EX1 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=1.998 ac Runoff Volume=0.848 af Runoff Depth=5.09" Flow Length=550' Tc=19.3 min CN=79/98 11.29 cfs 95 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 44HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 23R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.998 ac, 10.66% Impervious, Inflow Depth = 5.09" for 100-Year event Inflow = 11.29 cfs @ 12.28 hrs, Volume= 0.848 af Outflow = 11.29 cfs @ 12.28 hrs, Volume= 0.848 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 23R: East Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.998 ac 11.29 cfs 11.29 cfs 96 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 45HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 24R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.160 ac, 0.00% Impervious, Inflow Depth = 4.86" for 100-Year event Inflow = 1.10 cfs @ 12.20 hrs, Volume= 0.065 af Outflow = 1.10 cfs @ 12.20 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 24R: North West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.160 ac 1.10 cfs 1.10 cfs 97 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 46HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 29R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth = 5.26" for 100-Year event Inflow = 5.70 cfs @ 12.23 hrs, Volume= 0.371 af Outflow = 5.70 cfs @ 12.23 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 29R: South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.847 ac 5.70 cfs 5.70 cfs 98 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 47HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 30P: CB1 Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth = 5.26" for 100-Year event Inflow = 6.04 cfs @ 12.20 hrs, Volume= 0.371 af Outflow = 5.70 cfs @ 12.23 hrs, Volume= 0.371 af, Atten= 6%, Lag= 2.2 min Primary = 5.70 cfs @ 12.23 hrs, Volume= 0.371 af Routed to Reach 29R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 29R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.99' @ 12.23 hrs Surf.Area= 0.075 ac Storage= 0.016 af Plug-Flow detention time= 2.6 min calculated for 0.371 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 785.8 - 784.0 ) Volume Invert Avail.Storage Storage Description #1 982.60' 0.977 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.60 0.007 0.000 0.000 984.00 0.249 0.179 0.179 986.00 0.549 0.798 0.977 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.68 cfs @ 12.23 hrs HW=982.99' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 5.68 cfs @ 2.05 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 99 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 48HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 30P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.847 ac Peak Elev=982.99' Storage=0.016 af 6.04 cfs 5.70 cfs 5.70 cfs 0.00 cfs Pond 30P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 220200180160140120100806040200Elevation (feet)986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir 100 Waterview_Existing_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 49HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 30P: CB1 Elevation (feet) Surface (acres) Storage (acre-feet) 982.60 0.007 0.000 982.65 0.016 0.001 982.70 0.024 0.002 982.75 0.033 0.003 982.80 0.042 0.005 982.85 0.050 0.007 982.90 0.059 0.010 982.95 0.068 0.013 983.00 0.076 0.017 983.05 0.085 0.021 983.10 0.093 0.025 983.15 0.102 0.030 983.20 0.111 0.035 983.25 0.119 0.041 983.30 0.128 0.047 983.35 0.137 0.054 983.40 0.145 0.061 983.45 0.154 0.068 983.50 0.163 0.076 983.55 0.171 0.085 983.60 0.180 0.093 983.65 0.188 0.103 983.70 0.197 0.112 983.75 0.206 0.122 983.80 0.214 0.133 983.85 0.223 0.144 983.90 0.232 0.155 983.95 0.240 0.167 984.00 0.249 0.179 984.05 0.257 0.192 984.10 0.264 0.205 984.15 0.271 0.218 984.20 0.279 0.232 984.25 0.287 0.246 984.30 0.294 0.261 984.35 0.302 0.276 984.40 0.309 0.291 984.45 0.317 0.306 984.50 0.324 0.322 984.55 0.332 0.339 984.60 0.339 0.356 984.65 0.346 0.373 984.70 0.354 0.390 984.75 0.361 0.408 984.80 0.369 0.426 984.85 0.377 0.445 984.90 0.384 0.464 984.95 0.392 0.483 985.00 0.399 0.503 985.05 0.407 0.523 985.10 0.414 0.544 985.15 0.421 0.565 Elevation (feet) Surface (acres) Storage (acre-feet) 985.20 0.429 0.586 985.25 0.436 0.608 985.30 0.444 0.630 985.35 0.452 0.652 985.40 0.459 0.675 985.45 0.467 0.698 985.50 0.474 0.721 985.55 0.482 0.745 985.60 0.489 0.770 985.65 0.496 0.794 985.70 0.504 0.819 985.75 0.511 0.845 985.80 0.519 0.870 985.85 0.527 0.897 985.90 0.534 0.923 985.95 0.542 0.950 986.00 0.549 0.977 101 Proposed 3S PR1 4S PR2 10S PR3 11S PR4 12S PR5 13S PR7 14S PR6 3R East 4R South 5R North West 1P basin 2 2P basin 1 15P CB1 Routing Diagram for Headla_20240703 Prepared by {enter your company name here}, Printed 7/9/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link 102 Waterview_Proposed_20240709 Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year MSE 24-hr 3 Default 24.00 1 2.86 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.24 2 3 10daysnow Spillway 1-day 10-day Default 240.00 1 7.30 4 4 100-Year MSE 24-hr 3 Default 24.00 1 7.30 2 103 Waterview_Proposed_20240709 Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.113 80 >75% Grass cover, Good, HSG D (3S, 4S, 10S, 11S, 12S, 14S) 0.087 79 Woods/grass comb., Good, HSG D (13S) 0.805 98 impervious (3S, 4S, 10S, 11S, 12S, 13S, 14S) 3.005 85 TOTAL AREA 104 Waterview_Proposed_20240709 Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.200 HSG D 3S, 4S, 10S, 11S, 12S, 13S, 14S 0.805 Other 3S, 4S, 10S, 11S, 12S, 13S, 14S 3.005 TOTAL AREA 105 Waterview_Proposed_20240709 Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 2.113 0.000 2.113 >75% Grass cover, Good 3S, 4S, 10S, 11S, 12S, 14S 0.000 0.000 0.000 0.087 0.000 0.087 Woods/grass comb., Good 13S 0.000 0.000 0.000 0.000 0.805 0.805 impervious 3S, 4S, 10S, 11S, 12S, 13S, 14S 0.000 0.000 0.000 2.200 0.805 3.005 TOTAL AREA 106 Waterview_Proposed_20240709 Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 1P 971.00 970.00 83.5 0.0120 0.013 0.0 12.0 0.0 2 1P 973.00 971.00 128.7 0.0155 0.013 0.0 12.0 0.0 3 2P 967.62 967.60 9.0 0.0022 0.013 0.0 12.0 0.0 107 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.03 hrs, 8001 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.628 ac 25.00% Impervious Runoff Depth=1.52"Subcatchment 3S: PR1 Tc=12.0 min CN=80/98 Runoff=1.29 cfs 0.079 af Runoff Area=1.237 ac 25.06% Impervious Runoff Depth=1.52"Subcatchment 4S: PR2 Tc=12.0 min CN=80/98 Runoff=2.54 cfs 0.156 af Runoff Area=0.391 ac 25.06% Impervious Runoff Depth=1.52"Subcatchment 10S: PR3 Tc=12.0 min CN=80/98 Runoff=0.80 cfs 0.049 af Runoff Area=0.215 ac 25.12% Impervious Runoff Depth=1.52"Subcatchment 11S: PR4 Tc=12.0 min CN=80/98 Runoff=0.44 cfs 0.027 af Runoff Area=0.255 ac 29.80% Impervious Runoff Depth=1.59"Subcatchment 12S: PR5 Tc=12.0 min CN=80/98 Runoff=0.54 cfs 0.034 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth=1.84"Subcatchment 13S: PR7 Tc=12.0 min CN=79/98 Runoff=0.41 cfs 0.026 af Runoff Area=0.110 ac 25.45% Impervious Runoff Depth=1.52"Subcatchment 14S: PR6 Tc=12.0 min CN=80/98 Runoff=0.23 cfs 0.014 af Inflow=0.94 cfs 0.162 afReach 3R: East Outflow=0.94 cfs 0.162 af Inflow=1.37 cfs 0.087 afReach 4R: South Outflow=1.37 cfs 0.087 af Inflow=0.23 cfs 0.014 afReach 5R: North West Outflow=0.23 cfs 0.014 af Peak Elev=977.44' Storage=4,889 cf Inflow=2.54 cfs 0.156 afPond 1P: basin 2 Primary=0.13 cfs 0.066 af Secondary=0.00 cfs 0.000 af Outflow=0.13 cfs 0.066 af Peak Elev=970.68' Storage=1,661 cf Inflow=1.29 cfs 0.145 afPond 2P: basin 1 Primary=0.56 cfs 0.112 af Secondary=0.00 cfs 0.000 af Outflow=0.56 cfs 0.112 af Peak Elev=982.72' Storage=69 cf Inflow=0.95 cfs 0.060 afPond 15P: CB1 Primary=0.93 cfs 0.060 af Secondary=0.00 cfs 0.000 af Outflow=0.93 cfs 0.060 af Total Runoff Area = 3.005 ac Runoff Volume = 0.386 af Average Runoff Depth = 1.54" 73.21% Pervious = 2.200 ac 26.79% Impervious = 0.805 ac 108 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PR1 Runoff = 1.29 cfs @ 12.20 hrs, Volume= 0.079 af, Depth= 1.52" Routed to Pond 2P : basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.471 80 >75% Grass cover, Good, HSG D * 0.157 98 impervious 0.628 85 Weighted Average 0.471 80 75.00% Pervious Area 0.157 98 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: PR1 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.628 ac Runoff Volume=0.079 af Runoff Depth=1.52" Tc=12.0 min CN=80/98 1.29 cfs 109 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PR2 Runoff = 2.54 cfs @ 12.20 hrs, Volume= 0.156 af, Depth= 1.52" Routed to Pond 1P : basin 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.787 80 >75% Grass cover, Good, HSG D 0.140 80 >75% Grass cover, Good, HSG D * 0.310 98 impervious 1.237 85 Weighted Average 0.927 80 74.94% Pervious Area 0.310 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=1.237 ac Runoff Volume=0.156 af Runoff Depth=1.52" Tc=12.0 min CN=80/98 2.54 cfs 110 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: PR3 Runoff = 0.80 cfs @ 12.20 hrs, Volume= 0.049 af, Depth= 1.52" Routed to Reach 3R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.291 80 >75% Grass cover, Good, HSG D 0.002 80 >75% Grass cover, Good, HSG D * 0.098 98 impervious 0.391 85 Weighted Average 0.293 80 74.94% Pervious Area 0.098 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 10S: PR3 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 2-Year Rainfall=2.86" Runoff Area=0.391 ac Runoff Volume=0.049 af Runoff Depth=1.52" Tc=12.0 min CN=80/98 0.80 cfs 111 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PR4 Runoff = 0.44 cfs @ 12.20 hrs, Volume= 0.027 af, Depth= 1.52" Routed to Reach 4R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.039 80 >75% Grass cover, Good, HSG D 0.122 80 >75% Grass cover, Good, HSG D * 0.054 98 impervious 0.215 85 Weighted Average 0.161 80 74.88% Pervious Area 0.054 98 25.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 11S: PR4 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 2-Year Rainfall=2.86" Runoff Area=0.215 ac Runoff Volume=0.027 af Runoff Depth=1.52" Tc=12.0 min CN=80/98 0.44 cfs 112 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: PR5 Runoff = 0.54 cfs @ 12.20 hrs, Volume= 0.034 af, Depth= 1.59" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description * 0.179 80 >75% Grass cover, Good, HSG D * 0.076 98 impervious 0.255 85 Weighted Average 0.179 80 70.20% Pervious Area 0.076 98 29.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 12S: PR5 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.255 ac Runoff Volume=0.034 af Runoff Depth=1.59" Tc=12.0 min CN=80/98 0.54 cfs 113 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: PR7 Runoff = 0.41 cfs @ 12.20 hrs, Volume= 0.026 af, Depth= 1.84" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 13S: PR7 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.169 ac Runoff Volume=0.026 af Runoff Depth=1.84" Tc=12.0 min CN=79/98 0.41 cfs 114 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: PR6 Runoff = 0.23 cfs @ 12.20 hrs, Volume= 0.014 af, Depth= 1.52" Routed to Reach 5R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.064 80 >75% Grass cover, Good, HSG D 0.018 80 >75% Grass cover, Good, HSG D * 0.028 98 impervious 0.110 85 Weighted Average 0.082 80 74.55% Pervious Area 0.028 98 25.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 14S: PR6 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 2-Year Rainfall=2.86" Runoff Area=0.110 ac Runoff Volume=0.014 af Runoff Depth=1.52" Tc=12.0 min CN=80/98 0.23 cfs 115 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.256 ac, 25.04% Impervious, Inflow Depth = 0.86" for 2-Year event Inflow = 0.94 cfs @ 12.37 hrs, Volume= 0.162 af Outflow = 0.94 cfs @ 12.37 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 3R: East Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=2.256 ac 0.94 cfs 0.94 cfs 116 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.639 ac, 33.18% Impervious, Inflow Depth = 1.63" for 2-Year event Inflow = 1.37 cfs @ 12.21 hrs, Volume= 0.087 af Outflow = 1.37 cfs @ 12.21 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 4R: South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.639 ac 1.37 cfs 1.37 cfs 117 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.110 ac, 25.45% Impervious, Inflow Depth = 1.52" for 2-Year event Inflow = 0.23 cfs @ 12.20 hrs, Volume= 0.014 af Outflow = 0.23 cfs @ 12.20 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 5R: North West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 Inflow Area=0.110 ac 0.23 cfs 0.23 cfs 118 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: basin 2 Inflow Area = 1.237 ac, 25.06% Impervious, Inflow Depth = 1.52" for 2-Year event Inflow = 2.54 cfs @ 12.20 hrs, Volume= 0.156 af Outflow = 0.13 cfs @ 13.68 hrs, Volume= 0.066 af, Atten= 95%, Lag= 88.7 min Primary = 0.13 cfs @ 13.68 hrs, Volume= 0.066 af Routed to Pond 2P : basin 1 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 977.44' @ 13.68 hrs Surf.Area= 4,189 sf Storage= 4,889 cf Plug-Flow detention time= 451.7 min calculated for 0.066 af (42% of inflow) Center-of-Mass det. time= 354.8 min ( 1,150.8 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 976.00' 21,271 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 976.00 2,620 0 0 978.00 4,805 7,425 7,425 979.00 6,493 5,649 13,074 980.00 9,900 8,197 21,271 Device Routing Invert Outlet Devices #1 Primary 971.00'12.0" Round Culvert L= 83.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 971.00' / 970.00' S= 0.0120 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 973.00'12.0" Round Culvert L= 128.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 973.00' / 971.00' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #3 Device 2 978.00'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 977.20'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 979.00'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 119 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=0.13 cfs @ 13.68 hrs HW=977.44' TW=970.64' (Dynamic Tailwater) 1=Culvert (Passes 0.13 cfs of 8.18 cfs potential flow) 2=Culvert (Passes 0.13 cfs of 6.42 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.13 cfs @ 1.65 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=976.00' TW=0.00' (Dynamic Tailwater) 5=EOF ( Controls 0.00 cfs) Pond 1P: basin 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=1.237 ac Peak Elev=977.44' Storage=4,889 cf 2.54 cfs 0.13 cfs 0.13 cfs 0.00 cfs 120 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 20HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 1P: basin 2 Total Primary Secondary Stage-Discharge Discharge (cfs) 4035302520151050Elevation (feet)980 979 978 977 976 Orifice/Grate Orifice/Grate EOF 121 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 21HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: basin 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.00 2,620 0 976.05 2,675 132 976.10 2,729 267 976.15 2,784 405 976.20 2,839 546 976.25 2,893 689 976.30 2,948 835 976.35 3,002 984 976.40 3,057 1,135 976.45 3,112 1,290 976.50 3,166 1,447 976.55 3,221 1,606 976.60 3,276 1,769 976.65 3,330 1,934 976.70 3,385 2,102 976.75 3,439 2,272 976.80 3,494 2,446 976.85 3,549 2,622 976.90 3,603 2,800 976.95 3,658 2,982 977.00 3,713 3,166 977.05 3,767 3,353 977.10 3,822 3,543 977.15 3,876 3,735 977.20 3,931 3,931 977.25 3,986 4,129 977.30 4,040 4,329 977.35 4,095 4,533 977.40 4,149 4,739 977.45 4,204 4,947 977.50 4,259 5,159 977.55 4,313 5,373 977.60 4,368 5,590 977.65 4,423 5,810 977.70 4,477 6,033 977.75 4,532 6,258 977.80 4,586 6,486 977.85 4,641 6,717 977.90 4,696 6,950 977.95 4,750 7,186 978.00 4,805 7,425 978.05 4,889 7,667 978.10 4,974 7,914 978.15 5,058 8,165 978.20 5,143 8,420 978.25 5,227 8,679 978.30 5,311 8,942 978.35 5,396 9,210 978.40 5,480 9,482 978.45 5,565 9,758 978.50 5,649 10,039 978.55 5,733 10,323 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 978.60 5,818 10,612 978.65 5,902 10,905 978.70 5,987 11,202 978.75 6,071 11,504 978.80 6,155 11,809 978.85 6,240 12,119 978.90 6,324 12,433 978.95 6,409 12,751 979.00 6,493 13,074 979.05 6,663 13,403 979.10 6,834 13,740 979.15 7,004 14,086 979.20 7,174 14,441 979.25 7,345 14,804 979.30 7,515 15,175 979.35 7,685 15,555 979.40 7,856 15,944 979.45 8,026 16,341 979.50 8,197 16,746 979.55 8,367 17,160 979.60 8,537 17,583 979.65 8,708 18,014 979.70 8,878 18,454 979.75 9,048 18,902 979.80 9,219 19,359 979.85 9,389 19,824 979.90 9,559 20,298 979.95 9,730 20,780 980.00 9,900 21,271 122 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 22HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: basin 1 Inflow Area = 1.865 ac, 25.04% Impervious, Inflow Depth = 0.94" for 2-Year event Inflow = 1.29 cfs @ 12.20 hrs, Volume= 0.145 af Outflow = 0.56 cfs @ 12.41 hrs, Volume= 0.112 af, Atten= 57%, Lag= 12.4 min Primary = 0.56 cfs @ 12.41 hrs, Volume= 0.112 af Routed to Reach 3R : East Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 970.68' @ 12.41 hrs Surf.Area= 2,658 sf Storage= 1,661 cf Plug-Flow detention time= 236.6 min calculated for 0.112 af (77% of inflow) Center-of-Mass det. time= 89.2 min ( 1,046.4 - 957.2 ) Volume Invert Avail.Storage Storage Description #1 970.00' 5,405 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 970.00 2,200 0 0 971.00 2,870 2,535 2,535 972.00 2,870 2,870 5,405 Device Routing Invert Outlet Devices #1 Primary 967.62'12.0" Round Culvert L= 9.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 967.62' / 967.60' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 970.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 971.25'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.56 cfs @ 12.41 hrs HW=970.68' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.56 cfs of 7.47 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.56 cfs @ 0.94 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=970.00' TW=0.00' (Dynamic Tailwater) 3=EOF ( Controls 0.00 cfs) 123 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 23HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 2P: basin 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=1.865 ac Peak Elev=970.68' Storage=1,661 cf 1.29 cfs 0.56 cfs 0.56 cfs 0.00 cfs Pond 2P: basin 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 302826242220181614121086420Elevation (feet)972 971 970 Orifice/Grate EOF 124 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 24HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.00 2,200 0 970.02 2,213 44 970.04 2,227 89 970.06 2,240 133 970.08 2,254 178 970.10 2,267 223 970.12 2,280 269 970.14 2,294 315 970.16 2,307 361 970.18 2,321 407 970.20 2,334 453 970.22 2,347 500 970.24 2,361 547 970.26 2,374 595 970.28 2,388 642 970.30 2,401 690 970.32 2,414 738 970.34 2,428 787 970.36 2,441 835 970.38 2,455 884 970.40 2,468 934 970.42 2,481 983 970.44 2,495 1,033 970.46 2,508 1,083 970.48 2,522 1,133 970.50 2,535 1,184 970.52 2,548 1,235 970.54 2,562 1,286 970.56 2,575 1,337 970.58 2,589 1,389 970.60 2,602 1,441 970.62 2,615 1,493 970.64 2,629 1,545 970.66 2,642 1,598 970.68 2,656 1,651 970.70 2,669 1,704 970.72 2,682 1,758 970.74 2,696 1,811 970.76 2,709 1,865 970.78 2,723 1,920 970.80 2,736 1,974 970.82 2,749 2,029 970.84 2,763 2,084 970.86 2,776 2,140 970.88 2,790 2,195 970.90 2,803 2,251 970.92 2,816 2,308 970.94 2,830 2,364 970.96 2,843 2,421 970.98 2,857 2,478 971.00 2,870 2,535 971.02 2,870 2,592 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.04 2,870 2,650 971.06 2,870 2,707 971.08 2,870 2,765 971.10 2,870 2,822 971.12 2,870 2,879 971.14 2,870 2,937 971.16 2,870 2,994 971.18 2,870 3,052 971.20 2,870 3,109 971.22 2,870 3,166 971.24 2,870 3,224 971.26 2,870 3,281 971.28 2,870 3,339 971.30 2,870 3,396 971.32 2,870 3,453 971.34 2,870 3,511 971.36 2,870 3,568 971.38 2,870 3,626 971.40 2,870 3,683 971.42 2,870 3,740 971.44 2,870 3,798 971.46 2,870 3,855 971.48 2,870 3,913 971.50 2,870 3,970 971.52 2,870 4,027 971.54 2,870 4,085 971.56 2,870 4,142 971.58 2,870 4,200 971.60 2,870 4,257 971.62 2,870 4,314 971.64 2,870 4,372 971.66 2,870 4,429 971.68 2,870 4,487 971.70 2,870 4,544 971.72 2,870 4,601 971.74 2,870 4,659 971.76 2,870 4,716 971.78 2,870 4,774 971.80 2,870 4,831 971.82 2,870 4,888 971.84 2,870 4,946 971.86 2,870 5,003 971.88 2,870 5,061 971.90 2,870 5,118 971.92 2,870 5,175 971.94 2,870 5,233 971.96 2,870 5,290 971.98 2,870 5,348 972.00 2,870 5,405 125 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 25HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 15P: CB1 Inflow Area = 0.424 ac, 37.26% Impervious, Inflow Depth = 1.69" for 2-Year event Inflow = 0.95 cfs @ 12.20 hrs, Volume= 0.060 af Outflow = 0.93 cfs @ 12.22 hrs, Volume= 0.060 af, Atten= 2%, Lag= 1.2 min Primary = 0.93 cfs @ 12.22 hrs, Volume= 0.060 af Routed to Reach 4R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 4R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.72' @ 12.22 hrs Surf.Area= 876 sf Storage= 69 cf Plug-Flow detention time= 1.8 min calculated for 0.060 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 788.6 - 786.8 ) Volume Invert Avail.Storage Storage Description #1 982.60' 112,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 982.60 300 0 0 984.00 7,150 5,215 5,215 999.00 7,150 107,250 112,465 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.93 cfs @ 12.22 hrs HW=982.72' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.93 cfs @ 1.12 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 126 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 26HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 15P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.424 ac Peak Elev=982.72' Storage=69 cf 0.95 cfs 0.93 cfs 0.93 cfs 0.00 cfs Pond 15P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 12,00010,0008,0006,0004,0002,0000Elevation (feet)999 998 997 996 995 994 993 992 991 990 989 988 987 986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir 127 Waterview_Proposed_20240709 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 27HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 15P: CB1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 982.60 300 0 982.80 1,279 158 983.00 2,257 511 983.20 3,236 1,061 983.40 4,214 1,806 983.60 5,193 2,746 983.80 6,171 3,883 984.00 7,150 5,215 984.20 7,150 6,645 984.40 7,150 8,075 984.60 7,150 9,505 984.80 7,150 10,935 985.00 7,150 12,365 985.20 7,150 13,795 985.40 7,150 15,225 985.60 7,150 16,655 985.80 7,150 18,085 986.00 7,150 19,515 986.20 7,150 20,945 986.40 7,150 22,375 986.60 7,150 23,805 986.80 7,150 25,235 987.00 7,150 26,665 987.20 7,150 28,095 987.40 7,150 29,525 987.60 7,150 30,955 987.80 7,150 32,385 988.00 7,150 33,815 988.20 7,150 35,245 988.40 7,150 36,675 988.60 7,150 38,105 988.80 7,150 39,535 989.00 7,150 40,965 989.20 7,150 42,395 989.40 7,150 43,825 989.60 7,150 45,255 989.80 7,150 46,685 990.00 7,150 48,115 990.20 7,150 49,545 990.40 7,150 50,975 990.60 7,150 52,405 990.80 7,150 53,835 991.00 7,150 55,265 991.20 7,150 56,695 991.40 7,150 58,125 991.60 7,150 59,555 991.80 7,150 60,985 992.00 7,150 62,415 992.20 7,150 63,845 992.40 7,150 65,275 992.60 7,150 66,705 992.80 7,150 68,135 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 993.00 7,150 69,565 993.20 7,150 70,995 993.40 7,150 72,425 993.60 7,150 73,855 993.80 7,150 75,285 994.00 7,150 76,715 994.20 7,150 78,145 994.40 7,150 79,575 994.60 7,150 81,005 994.80 7,150 82,435 995.00 7,150 83,865 995.20 7,150 85,295 995.40 7,150 86,725 995.60 7,150 88,155 995.80 7,150 89,585 996.00 7,150 91,015 996.20 7,150 92,445 996.40 7,150 93,875 996.60 7,150 95,305 996.80 7,150 96,735 997.00 7,150 98,165 997.20 7,150 99,595 997.40 7,150 101,025 997.60 7,150 102,455 997.80 7,150 103,885 998.00 7,150 105,315 998.20 7,150 106,745 998.40 7,150 108,175 998.60 7,150 109,605 998.80 7,150 111,035 999.00 7,150 112,465 128 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 28HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.03 hrs, 8001 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.628 ac 25.00% Impervious Runoff Depth=2.68"Subcatchment 3S: PR1 Tc=12.0 min CN=80/98 Runoff=2.30 cfs 0.140 af Runoff Area=1.237 ac 25.06% Impervious Runoff Depth=2.68"Subcatchment 4S: PR2 Tc=12.0 min CN=80/98 Runoff=4.53 cfs 0.277 af Runoff Area=0.391 ac 25.06% Impervious Runoff Depth=2.68"Subcatchment 10S: PR3 Tc=12.0 min CN=80/98 Runoff=1.43 cfs 0.087 af Runoff Area=0.215 ac 25.12% Impervious Runoff Depth=2.68"Subcatchment 11S: PR4 Tc=12.0 min CN=80/98 Runoff=0.79 cfs 0.048 af Runoff Area=0.255 ac 29.80% Impervious Runoff Depth=2.77"Subcatchment 12S: PR5 Tc=12.0 min CN=80/98 Runoff=0.95 cfs 0.059 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth=3.06"Subcatchment 13S: PR7 Tc=12.0 min CN=79/98 Runoff=0.68 cfs 0.043 af Runoff Area=0.110 ac 25.45% Impervious Runoff Depth=2.69"Subcatchment 14S: PR6 Tc=12.0 min CN=80/98 Runoff=0.40 cfs 0.025 af Inflow=3.37 cfs 0.381 afReach 3R: East Outflow=3.37 cfs 0.381 af Inflow=2.38 cfs 0.150 afReach 4R: South Outflow=2.38 cfs 0.150 af Inflow=0.40 cfs 0.025 afReach 5R: North West Outflow=0.40 cfs 0.025 af Peak Elev=977.98' Storage=7,350 cf Inflow=4.53 cfs 0.277 afPond 1P: basin 2 Primary=0.50 cfs 0.186 af Secondary=0.00 cfs 0.000 af Outflow=0.50 cfs 0.186 af Peak Elev=970.80' Storage=1,985 cf Inflow=2.35 cfs 0.327 afPond 2P: basin 1 Primary=2.13 cfs 0.294 af Secondary=0.00 cfs 0.000 af Outflow=2.13 cfs 0.294 af Peak Elev=982.77' Storage=120 cf Inflow=1.63 cfs 0.102 afPond 15P: CB1 Primary=1.60 cfs 0.102 af Secondary=0.00 cfs 0.000 af Outflow=1.60 cfs 0.102 af Total Runoff Area = 3.005 ac Runoff Volume = 0.679 af Average Runoff Depth = 2.71" 73.21% Pervious = 2.200 ac 26.79% Impervious = 0.805 ac 129 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 29HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PR1 Runoff = 2.30 cfs @ 12.20 hrs, Volume= 0.140 af, Depth= 2.68" Routed to Pond 2P : basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.471 80 >75% Grass cover, Good, HSG D * 0.157 98 impervious 0.628 85 Weighted Average 0.471 80 75.00% Pervious Area 0.157 98 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: PR1 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.628 ac Runoff Volume=0.140 af Runoff Depth=2.68" Tc=12.0 min CN=80/98 2.30 cfs 130 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 30HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PR2 Runoff = 4.53 cfs @ 12.20 hrs, Volume= 0.277 af, Depth= 2.68" Routed to Pond 1P : basin 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.787 80 >75% Grass cover, Good, HSG D 0.140 80 >75% Grass cover, Good, HSG D * 0.310 98 impervious 1.237 85 Weighted Average 0.927 80 74.94% Pervious Area 0.310 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=1.237 ac Runoff Volume=0.277 af Runoff Depth=2.68" Tc=12.0 min CN=80/98 4.53 cfs 131 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 31HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: PR3 Runoff = 1.43 cfs @ 12.20 hrs, Volume= 0.087 af, Depth= 2.68" Routed to Reach 3R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.291 80 >75% Grass cover, Good, HSG D 0.002 80 >75% Grass cover, Good, HSG D * 0.098 98 impervious 0.391 85 Weighted Average 0.293 80 74.94% Pervious Area 0.098 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 10S: PR3 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.391 ac Runoff Volume=0.087 af Runoff Depth=2.68" Tc=12.0 min CN=80/98 1.43 cfs 132 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 32HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PR4 Runoff = 0.79 cfs @ 12.20 hrs, Volume= 0.048 af, Depth= 2.68" Routed to Reach 4R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.039 80 >75% Grass cover, Good, HSG D 0.122 80 >75% Grass cover, Good, HSG D * 0.054 98 impervious 0.215 85 Weighted Average 0.161 80 74.88% Pervious Area 0.054 98 25.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 11S: PR4 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 10-Year Rainfall=4.24" Runoff Area=0.215 ac Runoff Volume=0.048 af Runoff Depth=2.68" Tc=12.0 min CN=80/98 0.79 cfs 133 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 33HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: PR5 Runoff = 0.95 cfs @ 12.20 hrs, Volume= 0.059 af, Depth= 2.77" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description * 0.179 80 >75% Grass cover, Good, HSG D * 0.076 98 impervious 0.255 85 Weighted Average 0.179 80 70.20% Pervious Area 0.076 98 29.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 12S: PR5 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.255 ac Runoff Volume=0.059 af Runoff Depth=2.77" Tc=12.0 min CN=80/98 0.95 cfs 134 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 34HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: PR7 Runoff = 0.68 cfs @ 12.20 hrs, Volume= 0.043 af, Depth= 3.06" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 13S: PR7 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.169 ac Runoff Volume=0.043 af Runoff Depth=3.06" Tc=12.0 min CN=79/98 0.68 cfs 135 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 35HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: PR6 Runoff = 0.40 cfs @ 12.20 hrs, Volume= 0.025 af, Depth= 2.69" Routed to Reach 5R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.064 80 >75% Grass cover, Good, HSG D 0.018 80 >75% Grass cover, Good, HSG D * 0.028 98 impervious 0.110 85 Weighted Average 0.082 80 74.55% Pervious Area 0.028 98 25.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 14S: PR6 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.110 ac Runoff Volume=0.025 af Runoff Depth=2.69" Tc=12.0 min CN=80/98 0.40 cfs 136 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 36HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.256 ac, 25.04% Impervious, Inflow Depth = 2.03" for 10-Year event Inflow = 3.37 cfs @ 12.24 hrs, Volume= 0.381 af Outflow = 3.37 cfs @ 12.24 hrs, Volume= 0.381 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 3R: East Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=2.256 ac 3.37 cfs 3.37 cfs 137 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 37HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.639 ac, 33.18% Impervious, Inflow Depth = 2.82" for 10-Year event Inflow = 2.38 cfs @ 12.21 hrs, Volume= 0.150 af Outflow = 2.38 cfs @ 12.21 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 4R: South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.639 ac 2.38 cfs 2.38 cfs 138 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 38HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.110 ac, 25.45% Impervious, Inflow Depth = 2.69" for 10-Year event Inflow = 0.40 cfs @ 12.20 hrs, Volume= 0.025 af Outflow = 0.40 cfs @ 12.20 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 5R: North West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.110 ac 0.40 cfs 0.40 cfs 139 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 39HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: basin 2 Inflow Area = 1.237 ac, 25.06% Impervious, Inflow Depth = 2.68" for 10-Year event Inflow = 4.53 cfs @ 12.20 hrs, Volume= 0.277 af Outflow = 0.50 cfs @ 12.92 hrs, Volume= 0.186 af, Atten= 89%, Lag= 43.4 min Primary = 0.50 cfs @ 12.92 hrs, Volume= 0.186 af Routed to Pond 2P : basin 1 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 977.98' @ 12.92 hrs Surf.Area= 4,788 sf Storage= 7,350 cf Plug-Flow detention time= 273.6 min calculated for 0.186 af (67% of inflow) Center-of-Mass det. time= 199.0 min ( 987.8 - 788.8 ) Volume Invert Avail.Storage Storage Description #1 976.00' 21,271 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 976.00 2,620 0 0 978.00 4,805 7,425 7,425 979.00 6,493 5,649 13,074 980.00 9,900 8,197 21,271 Device Routing Invert Outlet Devices #1 Primary 971.00'12.0" Round Culvert L= 83.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 971.00' / 970.00' S= 0.0120 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 973.00'12.0" Round Culvert L= 128.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 973.00' / 971.00' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #3 Device 2 978.00'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 977.20'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 979.00'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 140 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 40HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=0.50 cfs @ 12.92 hrs HW=977.98' TW=970.70' (Dynamic Tailwater) 1=Culvert (Passes 0.50 cfs of 8.52 cfs potential flow) 2=Culvert (Passes 0.50 cfs of 6.73 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.50 cfs @ 3.65 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=976.00' TW=0.00' (Dynamic Tailwater) 5=EOF ( Controls 0.00 cfs) Pond 1P: basin 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=1.237 ac Peak Elev=977.98' Storage=7,350 cf 4.53 cfs 0.50 cfs 0.50 cfs 0.00 cfs 141 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 41HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 1P: basin 2 Total Primary Secondary Stage-Discharge Discharge (cfs) 4035302520151050Elevation (feet)980 979 978 977 976 Orifice/Grate Orifice/Grate EOF 142 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 42HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: basin 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.00 2,620 0 976.05 2,675 132 976.10 2,729 267 976.15 2,784 405 976.20 2,839 546 976.25 2,893 689 976.30 2,948 835 976.35 3,002 984 976.40 3,057 1,135 976.45 3,112 1,290 976.50 3,166 1,447 976.55 3,221 1,606 976.60 3,276 1,769 976.65 3,330 1,934 976.70 3,385 2,102 976.75 3,439 2,272 976.80 3,494 2,446 976.85 3,549 2,622 976.90 3,603 2,800 976.95 3,658 2,982 977.00 3,713 3,166 977.05 3,767 3,353 977.10 3,822 3,543 977.15 3,876 3,735 977.20 3,931 3,931 977.25 3,986 4,129 977.30 4,040 4,329 977.35 4,095 4,533 977.40 4,149 4,739 977.45 4,204 4,947 977.50 4,259 5,159 977.55 4,313 5,373 977.60 4,368 5,590 977.65 4,423 5,810 977.70 4,477 6,033 977.75 4,532 6,258 977.80 4,586 6,486 977.85 4,641 6,717 977.90 4,696 6,950 977.95 4,750 7,186 978.00 4,805 7,425 978.05 4,889 7,667 978.10 4,974 7,914 978.15 5,058 8,165 978.20 5,143 8,420 978.25 5,227 8,679 978.30 5,311 8,942 978.35 5,396 9,210 978.40 5,480 9,482 978.45 5,565 9,758 978.50 5,649 10,039 978.55 5,733 10,323 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 978.60 5,818 10,612 978.65 5,902 10,905 978.70 5,987 11,202 978.75 6,071 11,504 978.80 6,155 11,809 978.85 6,240 12,119 978.90 6,324 12,433 978.95 6,409 12,751 979.00 6,493 13,074 979.05 6,663 13,403 979.10 6,834 13,740 979.15 7,004 14,086 979.20 7,174 14,441 979.25 7,345 14,804 979.30 7,515 15,175 979.35 7,685 15,555 979.40 7,856 15,944 979.45 8,026 16,341 979.50 8,197 16,746 979.55 8,367 17,160 979.60 8,537 17,583 979.65 8,708 18,014 979.70 8,878 18,454 979.75 9,048 18,902 979.80 9,219 19,359 979.85 9,389 19,824 979.90 9,559 20,298 979.95 9,730 20,780 980.00 9,900 21,271 143 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 43HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: basin 1 Inflow Area = 1.865 ac, 25.04% Impervious, Inflow Depth = 2.10" for 10-Year event Inflow = 2.35 cfs @ 12.21 hrs, Volume= 0.327 af Outflow = 2.13 cfs @ 12.27 hrs, Volume= 0.294 af, Atten= 10%, Lag= 3.7 min Primary = 2.13 cfs @ 12.27 hrs, Volume= 0.294 af Routed to Reach 3R : East Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 970.80' @ 12.27 hrs Surf.Area= 2,738 sf Storage= 1,985 cf Plug-Flow detention time= 105.3 min calculated for 0.294 af (90% of inflow) Center-of-Mass det. time= 35.0 min ( 937.3 - 902.3 ) Volume Invert Avail.Storage Storage Description #1 970.00' 5,405 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 970.00 2,200 0 0 971.00 2,870 2,535 2,535 972.00 2,870 2,870 5,405 Device Routing Invert Outlet Devices #1 Primary 967.62'12.0" Round Culvert L= 9.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 967.62' / 967.60' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 970.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 971.25'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.12 cfs @ 12.27 hrs HW=970.80' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 2.12 cfs of 7.68 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.12 cfs @ 1.47 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=970.00' TW=0.00' (Dynamic Tailwater) 3=EOF ( Controls 0.00 cfs) 144 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 44HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 2P: basin 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=1.865 ac Peak Elev=970.80' Storage=1,985 cf 2.35 cfs 2.13 cfs 2.13 cfs 0.00 cfs Pond 2P: basin 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 302826242220181614121086420Elevation (feet)972 971 970 Orifice/Grate EOF 145 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 45HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.00 2,200 0 970.02 2,213 44 970.04 2,227 89 970.06 2,240 133 970.08 2,254 178 970.10 2,267 223 970.12 2,280 269 970.14 2,294 315 970.16 2,307 361 970.18 2,321 407 970.20 2,334 453 970.22 2,347 500 970.24 2,361 547 970.26 2,374 595 970.28 2,388 642 970.30 2,401 690 970.32 2,414 738 970.34 2,428 787 970.36 2,441 835 970.38 2,455 884 970.40 2,468 934 970.42 2,481 983 970.44 2,495 1,033 970.46 2,508 1,083 970.48 2,522 1,133 970.50 2,535 1,184 970.52 2,548 1,235 970.54 2,562 1,286 970.56 2,575 1,337 970.58 2,589 1,389 970.60 2,602 1,441 970.62 2,615 1,493 970.64 2,629 1,545 970.66 2,642 1,598 970.68 2,656 1,651 970.70 2,669 1,704 970.72 2,682 1,758 970.74 2,696 1,811 970.76 2,709 1,865 970.78 2,723 1,920 970.80 2,736 1,974 970.82 2,749 2,029 970.84 2,763 2,084 970.86 2,776 2,140 970.88 2,790 2,195 970.90 2,803 2,251 970.92 2,816 2,308 970.94 2,830 2,364 970.96 2,843 2,421 970.98 2,857 2,478 971.00 2,870 2,535 971.02 2,870 2,592 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.04 2,870 2,650 971.06 2,870 2,707 971.08 2,870 2,765 971.10 2,870 2,822 971.12 2,870 2,879 971.14 2,870 2,937 971.16 2,870 2,994 971.18 2,870 3,052 971.20 2,870 3,109 971.22 2,870 3,166 971.24 2,870 3,224 971.26 2,870 3,281 971.28 2,870 3,339 971.30 2,870 3,396 971.32 2,870 3,453 971.34 2,870 3,511 971.36 2,870 3,568 971.38 2,870 3,626 971.40 2,870 3,683 971.42 2,870 3,740 971.44 2,870 3,798 971.46 2,870 3,855 971.48 2,870 3,913 971.50 2,870 3,970 971.52 2,870 4,027 971.54 2,870 4,085 971.56 2,870 4,142 971.58 2,870 4,200 971.60 2,870 4,257 971.62 2,870 4,314 971.64 2,870 4,372 971.66 2,870 4,429 971.68 2,870 4,487 971.70 2,870 4,544 971.72 2,870 4,601 971.74 2,870 4,659 971.76 2,870 4,716 971.78 2,870 4,774 971.80 2,870 4,831 971.82 2,870 4,888 971.84 2,870 4,946 971.86 2,870 5,003 971.88 2,870 5,061 971.90 2,870 5,118 971.92 2,870 5,175 971.94 2,870 5,233 971.96 2,870 5,290 971.98 2,870 5,348 972.00 2,870 5,405 146 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 46HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 15P: CB1 Inflow Area = 0.424 ac, 37.26% Impervious, Inflow Depth = 2.88" for 10-Year event Inflow = 1.63 cfs @ 12.20 hrs, Volume= 0.102 af Outflow = 1.60 cfs @ 12.22 hrs, Volume= 0.102 af, Atten= 2%, Lag= 1.3 min Primary = 1.60 cfs @ 12.22 hrs, Volume= 0.102 af Routed to Reach 4R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 4R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.77' @ 12.22 hrs Surf.Area= 1,125 sf Storage= 120 cf Plug-Flow detention time= 1.6 min calculated for 0.102 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 782.5 - 780.9 ) Volume Invert Avail.Storage Storage Description #1 982.60' 112,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 982.60 300 0 0 984.00 7,150 5,215 5,215 999.00 7,150 107,250 112,465 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.59 cfs @ 12.22 hrs HW=982.77' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.59 cfs @ 1.34 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 147 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 47HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 15P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.424 ac Peak Elev=982.77' Storage=120 cf 1.63 cfs 1.60 cfs 1.60 cfs 0.00 cfs Pond 15P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 12,00010,0008,0006,0004,0002,0000Elevation (feet)999 998 997 996 995 994 993 992 991 990 989 988 987 986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir 148 Waterview_Proposed_20240709 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 48HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 15P: CB1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 982.60 300 0 982.80 1,279 158 983.00 2,257 511 983.20 3,236 1,061 983.40 4,214 1,806 983.60 5,193 2,746 983.80 6,171 3,883 984.00 7,150 5,215 984.20 7,150 6,645 984.40 7,150 8,075 984.60 7,150 9,505 984.80 7,150 10,935 985.00 7,150 12,365 985.20 7,150 13,795 985.40 7,150 15,225 985.60 7,150 16,655 985.80 7,150 18,085 986.00 7,150 19,515 986.20 7,150 20,945 986.40 7,150 22,375 986.60 7,150 23,805 986.80 7,150 25,235 987.00 7,150 26,665 987.20 7,150 28,095 987.40 7,150 29,525 987.60 7,150 30,955 987.80 7,150 32,385 988.00 7,150 33,815 988.20 7,150 35,245 988.40 7,150 36,675 988.60 7,150 38,105 988.80 7,150 39,535 989.00 7,150 40,965 989.20 7,150 42,395 989.40 7,150 43,825 989.60 7,150 45,255 989.80 7,150 46,685 990.00 7,150 48,115 990.20 7,150 49,545 990.40 7,150 50,975 990.60 7,150 52,405 990.80 7,150 53,835 991.00 7,150 55,265 991.20 7,150 56,695 991.40 7,150 58,125 991.60 7,150 59,555 991.80 7,150 60,985 992.00 7,150 62,415 992.20 7,150 63,845 992.40 7,150 65,275 992.60 7,150 66,705 992.80 7,150 68,135 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 993.00 7,150 69,565 993.20 7,150 70,995 993.40 7,150 72,425 993.60 7,150 73,855 993.80 7,150 75,285 994.00 7,150 76,715 994.20 7,150 78,145 994.40 7,150 79,575 994.60 7,150 81,005 994.80 7,150 82,435 995.00 7,150 83,865 995.20 7,150 85,295 995.40 7,150 86,725 995.60 7,150 88,155 995.80 7,150 89,585 996.00 7,150 91,015 996.20 7,150 92,445 996.40 7,150 93,875 996.60 7,150 95,305 996.80 7,150 96,735 997.00 7,150 98,165 997.20 7,150 99,595 997.40 7,150 101,025 997.60 7,150 102,455 997.80 7,150 103,885 998.00 7,150 105,315 998.20 7,150 106,745 998.40 7,150 108,175 998.60 7,150 109,605 998.80 7,150 111,035 999.00 7,150 112,465 149 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 49HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.03 hrs, 8001 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.628 ac 25.00% Impervious Runoff Depth=7.06"Subcatchment 3S: PR1 Tc=12.0 min AMC Adjusted CN=98/98 Runoff=0.30 cfs 0.370 af Runoff Area=1.237 ac 25.06% Impervious Runoff Depth=7.06"Subcatchment 4S: PR2 Tc=12.0 min AMC Adjusted CN=98/98 Runoff=0.60 cfs 0.728 af Runoff Area=0.391 ac 25.06% Impervious Runoff Depth=7.06"Subcatchment 10S: PR3 Tc=12.0 min AMC Adjusted CN=98/98 Runoff=0.19 cfs 0.230 af Runoff Area=0.215 ac 25.12% Impervious Runoff Depth=7.06"Subcatchment 11S: PR4 Tc=12.0 min AMC Adjusted CN=98/98 Runoff=0.10 cfs 0.127 af Runoff Area=0.255 ac 29.80% Impervious Runoff Depth=7.06"Subcatchment 12S: PR5 Tc=12.0 min AMC Adjusted CN=98/98 Runoff=0.12 cfs 0.150 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth=7.06"Subcatchment 13S: PR7 Tc=12.0 min AMC Adjusted CN=98/98 Runoff=0.08 cfs 0.099 af Runoff Area=0.110 ac 25.45% Impervious Runoff Depth=7.06"Subcatchment 14S: PR6 Tc=12.0 min AMC Adjusted CN=98/98 Runoff=0.05 cfs 0.065 af Inflow=0.86 cfs 1.200 afReach 3R: East Outflow=0.86 cfs 1.200 af Inflow=0.31 cfs 0.376 afReach 4R: South Outflow=0.31 cfs 0.376 af Inflow=0.05 cfs 0.065 afReach 5R: North West Outflow=0.05 cfs 0.065 af Peak Elev=977.82' Storage=6,556 cf Inflow=0.60 cfs 0.728 afPond 1P: basin 2 Primary=0.42 cfs 0.634 af Secondary=0.00 cfs 0.000 af Outflow=0.42 cfs 0.634 af Peak Elev=970.69' Storage=1,690 cf Inflow=0.68 cfs 1.003 afPond 2P: basin 1 Primary=0.68 cfs 0.970 af Secondary=0.00 cfs 0.000 af Outflow=0.68 cfs 0.970 af Peak Elev=982.64' Storage=17 cf Inflow=0.20 cfs 0.249 afPond 15P: CB1 Primary=0.20 cfs 0.249 af Secondary=0.00 cfs 0.000 af Outflow=0.20 cfs 0.249 af Total Runoff Area = 3.005 ac Runoff Volume = 1.768 af Average Runoff Depth = 7.06" 73.21% Pervious = 2.200 ac 26.79% Impervious = 0.805 ac 150 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 50HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PR1 Runoff = 0.30 cfs @ 121.39 hrs, Volume= 0.370 af, Depth= 7.06" Routed to Pond 2P : basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 0.471 80 >75% Grass cover, Good, HSG D * 0.157 98 impervious 0.628 85 98 Weighted Average, AMC Adjusted 0.471 80 98 75.00% Pervious Area, AMC Adjusted 0.157 98 98 25.00% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: PR1 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=0.628 ac Runoff Volume=0.370 af Runoff Depth=7.06" Tc=12.0 min AMC Adjusted CN=98/98 0.30 cfs 151 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 51HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PR2 Runoff = 0.60 cfs @ 121.39 hrs, Volume= 0.728 af, Depth= 7.06" Routed to Pond 1P : basin 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 0.787 80 >75% Grass cover, Good, HSG D 0.140 80 >75% Grass cover, Good, HSG D * 0.310 98 impervious 1.237 85 98 Weighted Average, AMC Adjusted 0.927 80 98 74.94% Pervious Area, AMC Adjusted 0.310 98 98 25.06% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=1.237 ac Runoff Volume=0.728 af Runoff Depth=7.06" Tc=12.0 min AMC Adjusted CN=98/98 0.60 cfs 152 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 52HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: PR3 Runoff = 0.19 cfs @ 121.39 hrs, Volume= 0.230 af, Depth= 7.06" Routed to Reach 3R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 0.291 80 >75% Grass cover, Good, HSG D 0.002 80 >75% Grass cover, Good, HSG D * 0.098 98 impervious 0.391 85 98 Weighted Average, AMC Adjusted 0.293 80 98 74.94% Pervious Area, AMC Adjusted 0.098 98 98 25.06% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 10S: PR3 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=0.391 ac Runoff Volume=0.230 af Runoff Depth=7.06" Tc=12.0 min AMC Adjusted CN=98/98 0.19 cfs 153 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 53HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PR4 Runoff = 0.10 cfs @ 121.39 hrs, Volume= 0.127 af, Depth= 7.06" Routed to Reach 4R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 0.039 80 >75% Grass cover, Good, HSG D 0.122 80 >75% Grass cover, Good, HSG D * 0.054 98 impervious 0.215 85 98 Weighted Average, AMC Adjusted 0.161 80 98 74.88% Pervious Area, AMC Adjusted 0.054 98 98 25.12% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 11S: PR4 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=0.215 ac Runoff Volume=0.127 af Runoff Depth=7.06" Tc=12.0 min AMC Adjusted CN=98/98 0.10 cfs 154 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 54HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: PR5 Runoff = 0.12 cfs @ 121.39 hrs, Volume= 0.150 af, Depth= 7.06" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description * 0.179 80 >75% Grass cover, Good, HSG D * 0.076 98 impervious 0.255 85 98 Weighted Average, AMC Adjusted 0.179 80 98 70.20% Pervious Area, AMC Adjusted 0.076 98 98 29.80% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 12S: PR5 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=0.255 ac Runoff Volume=0.150 af Runoff Depth=7.06" Tc=12.0 min AMC Adjusted CN=98/98 0.12 cfs 155 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 55HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: PR7 Runoff = 0.08 cfs @ 121.39 hrs, Volume= 0.099 af, Depth= 7.06" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 98 Weighted Average, AMC Adjusted 0.087 79 98 51.48% Pervious Area, AMC Adjusted 0.082 98 98 48.52% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 13S: PR7 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=0.169 ac Runoff Volume=0.099 af Runoff Depth=7.06" Tc=12.0 min AMC Adjusted CN=98/98 0.08 cfs 156 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 56HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: PR6 Runoff = 0.05 cfs @ 121.39 hrs, Volume= 0.065 af, Depth= 7.06" Routed to Reach 5R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4 Area (ac) CN Adj Description 0.064 80 >75% Grass cover, Good, HSG D 0.018 80 >75% Grass cover, Good, HSG D * 0.028 98 impervious 0.110 85 98 Weighted Average, AMC Adjusted 0.082 80 98 74.55% Pervious Area, AMC Adjusted 0.028 98 98 25.45% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 14S: PR6 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Spillway 1-day 10-day 10daysnow Rainfall=7.30" AMC=4 Runoff Area=0.110 ac Runoff Volume=0.065 af Runoff Depth=7.06" Tc=12.0 min AMC Adjusted CN=98/98 0.05 cfs 157 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 57HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.256 ac, 25.04% Impervious, Inflow Depth > 6.38" for 10daysnow event Inflow = 0.86 cfs @ 121.55 hrs, Volume= 1.200 af Outflow = 0.86 cfs @ 121.55 hrs, Volume= 1.200 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 3R: East Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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=2.256 ac 0.86 cfs 0.86 cfs 158 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 58HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.639 ac, 33.18% Impervious, Inflow Depth > 7.06" for 10daysnow event Inflow = 0.31 cfs @ 121.40 hrs, Volume= 0.376 af Outflow = 0.31 cfs @ 121.40 hrs, Volume= 0.376 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 4R: South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 Inflow Area=0.639 ac 0.31 cfs 0.31 cfs 159 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 59HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.110 ac, 25.45% Impervious, Inflow Depth = 7.06" for 10daysnow event Inflow = 0.05 cfs @ 121.39 hrs, Volume= 0.065 af Outflow = 0.05 cfs @ 121.39 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 5R: North West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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=0.110 ac 0.05 cfs 0.05 cfs 160 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 60HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: basin 2 Inflow Area = 1.237 ac, 25.06% Impervious, Inflow Depth = 7.06" for 10daysnow event Inflow = 0.60 cfs @ 121.39 hrs, Volume= 0.728 af Outflow = 0.42 cfs @ 122.51 hrs, Volume= 0.634 af, Atten= 30%, Lag= 67.0 min Primary = 0.42 cfs @ 122.51 hrs, Volume= 0.634 af Routed to Pond 2P : basin 1 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 977.82' @ 122.51 hrs Surf.Area= 4,603 sf Storage= 6,556 cf Plug-Flow detention time= 1,523.0 min calculated for 0.634 af (87% of inflow) Center-of-Mass det. time= 808.7 min ( 8,222.0 - 7,413.3 ) Volume Invert Avail.Storage Storage Description #1 976.00' 21,271 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 976.00 2,620 0 0 978.00 4,805 7,425 7,425 979.00 6,493 5,649 13,074 980.00 9,900 8,197 21,271 Device Routing Invert Outlet Devices #1 Primary 971.00'12.0" Round Culvert L= 83.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 971.00' / 970.00' S= 0.0120 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 973.00'12.0" Round Culvert L= 128.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 973.00' / 971.00' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #3 Device 2 978.00'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 977.20'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 979.00'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 161 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 61HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=0.42 cfs @ 122.51 hrs HW=977.82' TW=970.69' (Dynamic Tailwater) 1=Culvert (Passes 0.42 cfs of 8.42 cfs potential flow) 2=Culvert (Passes 0.42 cfs of 6.64 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.42 cfs @ 3.07 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=976.00' TW=0.00' (Dynamic Tailwater) 5=EOF ( Controls 0.00 cfs) Pond 1P: basin 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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=1.237 ac Peak Elev=977.82' Storage=6,556 cf 0.60 cfs 0.42 cfs 0.42 cfs 0.00 cfs 162 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 62HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 1P: basin 2 Total Primary Secondary Stage-Discharge Discharge (cfs) 4035302520151050Elevation (feet)980 979 978 977 976 Orifice/Grate Orifice/Grate EOF 163 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 63HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: basin 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.00 2,620 0 976.05 2,675 132 976.10 2,729 267 976.15 2,784 405 976.20 2,839 546 976.25 2,893 689 976.30 2,948 835 976.35 3,002 984 976.40 3,057 1,135 976.45 3,112 1,290 976.50 3,166 1,447 976.55 3,221 1,606 976.60 3,276 1,769 976.65 3,330 1,934 976.70 3,385 2,102 976.75 3,439 2,272 976.80 3,494 2,446 976.85 3,549 2,622 976.90 3,603 2,800 976.95 3,658 2,982 977.00 3,713 3,166 977.05 3,767 3,353 977.10 3,822 3,543 977.15 3,876 3,735 977.20 3,931 3,931 977.25 3,986 4,129 977.30 4,040 4,329 977.35 4,095 4,533 977.40 4,149 4,739 977.45 4,204 4,947 977.50 4,259 5,159 977.55 4,313 5,373 977.60 4,368 5,590 977.65 4,423 5,810 977.70 4,477 6,033 977.75 4,532 6,258 977.80 4,586 6,486 977.85 4,641 6,717 977.90 4,696 6,950 977.95 4,750 7,186 978.00 4,805 7,425 978.05 4,889 7,667 978.10 4,974 7,914 978.15 5,058 8,165 978.20 5,143 8,420 978.25 5,227 8,679 978.30 5,311 8,942 978.35 5,396 9,210 978.40 5,480 9,482 978.45 5,565 9,758 978.50 5,649 10,039 978.55 5,733 10,323 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 978.60 5,818 10,612 978.65 5,902 10,905 978.70 5,987 11,202 978.75 6,071 11,504 978.80 6,155 11,809 978.85 6,240 12,119 978.90 6,324 12,433 978.95 6,409 12,751 979.00 6,493 13,074 979.05 6,663 13,403 979.10 6,834 13,740 979.15 7,004 14,086 979.20 7,174 14,441 979.25 7,345 14,804 979.30 7,515 15,175 979.35 7,685 15,555 979.40 7,856 15,944 979.45 8,026 16,341 979.50 8,197 16,746 979.55 8,367 17,160 979.60 8,537 17,583 979.65 8,708 18,014 979.70 8,878 18,454 979.75 9,048 18,902 979.80 9,219 19,359 979.85 9,389 19,824 979.90 9,559 20,298 979.95 9,730 20,780 980.00 9,900 21,271 164 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 64HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: basin 1 Inflow Area = 1.865 ac, 25.04% Impervious, Inflow Depth > 6.45" for 10daysnow event Inflow = 0.68 cfs @ 121.62 hrs, Volume= 1.003 af Outflow = 0.68 cfs @ 121.70 hrs, Volume= 0.970 af, Atten= 0%, Lag= 5.1 min Primary = 0.68 cfs @ 121.70 hrs, Volume= 0.970 af Routed to Reach 3R : East Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 970.69' @ 121.70 hrs Surf.Area= 2,666 sf Storage= 1,690 cf Plug-Flow detention time= 405.2 min calculated for 0.970 af (97% of inflow) Center-of-Mass det. time= 205.3 min ( 8,129.4 - 7,924.1 ) Volume Invert Avail.Storage Storage Description #1 970.00' 5,405 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 970.00 2,200 0 0 971.00 2,870 2,535 2,535 972.00 2,870 2,870 5,405 Device Routing Invert Outlet Devices #1 Primary 967.62'12.0" Round Culvert L= 9.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 967.62' / 967.60' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 970.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 971.25'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.68 cfs @ 121.70 hrs HW=970.69' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.68 cfs of 7.49 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.68 cfs @ 1.01 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=970.00' TW=0.00' (Dynamic Tailwater) 3=EOF ( Controls 0.00 cfs) 165 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 65HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 2P: basin 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.865 ac Peak Elev=970.69' Storage=1,690 cf 0.68 cfs 0.68 cfs 0.68 cfs 0.00 cfs Pond 2P: basin 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 302826242220181614121086420Elevation (feet)972 971 970 Orifice/Grate EOF 166 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 66HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.00 2,200 0 970.02 2,213 44 970.04 2,227 89 970.06 2,240 133 970.08 2,254 178 970.10 2,267 223 970.12 2,280 269 970.14 2,294 315 970.16 2,307 361 970.18 2,321 407 970.20 2,334 453 970.22 2,347 500 970.24 2,361 547 970.26 2,374 595 970.28 2,388 642 970.30 2,401 690 970.32 2,414 738 970.34 2,428 787 970.36 2,441 835 970.38 2,455 884 970.40 2,468 934 970.42 2,481 983 970.44 2,495 1,033 970.46 2,508 1,083 970.48 2,522 1,133 970.50 2,535 1,184 970.52 2,548 1,235 970.54 2,562 1,286 970.56 2,575 1,337 970.58 2,589 1,389 970.60 2,602 1,441 970.62 2,615 1,493 970.64 2,629 1,545 970.66 2,642 1,598 970.68 2,656 1,651 970.70 2,669 1,704 970.72 2,682 1,758 970.74 2,696 1,811 970.76 2,709 1,865 970.78 2,723 1,920 970.80 2,736 1,974 970.82 2,749 2,029 970.84 2,763 2,084 970.86 2,776 2,140 970.88 2,790 2,195 970.90 2,803 2,251 970.92 2,816 2,308 970.94 2,830 2,364 970.96 2,843 2,421 970.98 2,857 2,478 971.00 2,870 2,535 971.02 2,870 2,592 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.04 2,870 2,650 971.06 2,870 2,707 971.08 2,870 2,765 971.10 2,870 2,822 971.12 2,870 2,879 971.14 2,870 2,937 971.16 2,870 2,994 971.18 2,870 3,052 971.20 2,870 3,109 971.22 2,870 3,166 971.24 2,870 3,224 971.26 2,870 3,281 971.28 2,870 3,339 971.30 2,870 3,396 971.32 2,870 3,453 971.34 2,870 3,511 971.36 2,870 3,568 971.38 2,870 3,626 971.40 2,870 3,683 971.42 2,870 3,740 971.44 2,870 3,798 971.46 2,870 3,855 971.48 2,870 3,913 971.50 2,870 3,970 971.52 2,870 4,027 971.54 2,870 4,085 971.56 2,870 4,142 971.58 2,870 4,200 971.60 2,870 4,257 971.62 2,870 4,314 971.64 2,870 4,372 971.66 2,870 4,429 971.68 2,870 4,487 971.70 2,870 4,544 971.72 2,870 4,601 971.74 2,870 4,659 971.76 2,870 4,716 971.78 2,870 4,774 971.80 2,870 4,831 971.82 2,870 4,888 971.84 2,870 4,946 971.86 2,870 5,003 971.88 2,870 5,061 971.90 2,870 5,118 971.92 2,870 5,175 971.94 2,870 5,233 971.96 2,870 5,290 971.98 2,870 5,348 972.00 2,870 5,405 167 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 67HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 15P: CB1 Inflow Area = 0.424 ac, 37.26% Impervious, Inflow Depth = 7.06" for 10daysnow event Inflow = 0.20 cfs @ 121.39 hrs, Volume= 0.249 af Outflow = 0.20 cfs @ 121.41 hrs, Volume= 0.249 af, Atten= 0%, Lag= 1.2 min Primary = 0.20 cfs @ 121.41 hrs, Volume= 0.249 af Routed to Reach 4R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 4R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.64' @ 121.41 hrs Surf.Area= 509 sf Storage= 17 cf Plug-Flow detention time= 2.6 min calculated for 0.249 af (100% of inflow) Center-of-Mass det. time= 2.5 min ( 7,415.9 - 7,413.3 ) Volume Invert Avail.Storage Storage Description #1 982.60' 112,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 982.60 300 0 0 984.00 7,150 5,215 5,215 999.00 7,150 107,250 112,465 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.20 cfs @ 121.41 hrs HW=982.64' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.20 cfs @ 0.68 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 168 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 68HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 15P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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=0.424 ac Peak Elev=982.64' Storage=17 cf 0.20 cfs 0.20 cfs 0.20 cfs 0.00 cfs Pond 15P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 12,00010,0008,0006,0004,0002,0000Elevation (feet)999 998 997 996 995 994 993 992 991 990 989 988 987 986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir 169 Waterview_Proposed_20240709 Spillway 1-day 10-day 10daysnow Rainfall=7.30", AMC=4Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 69HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 15P: CB1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 982.60 300 0 982.80 1,279 158 983.00 2,257 511 983.20 3,236 1,061 983.40 4,214 1,806 983.60 5,193 2,746 983.80 6,171 3,883 984.00 7,150 5,215 984.20 7,150 6,645 984.40 7,150 8,075 984.60 7,150 9,505 984.80 7,150 10,935 985.00 7,150 12,365 985.20 7,150 13,795 985.40 7,150 15,225 985.60 7,150 16,655 985.80 7,150 18,085 986.00 7,150 19,515 986.20 7,150 20,945 986.40 7,150 22,375 986.60 7,150 23,805 986.80 7,150 25,235 987.00 7,150 26,665 987.20 7,150 28,095 987.40 7,150 29,525 987.60 7,150 30,955 987.80 7,150 32,385 988.00 7,150 33,815 988.20 7,150 35,245 988.40 7,150 36,675 988.60 7,150 38,105 988.80 7,150 39,535 989.00 7,150 40,965 989.20 7,150 42,395 989.40 7,150 43,825 989.60 7,150 45,255 989.80 7,150 46,685 990.00 7,150 48,115 990.20 7,150 49,545 990.40 7,150 50,975 990.60 7,150 52,405 990.80 7,150 53,835 991.00 7,150 55,265 991.20 7,150 56,695 991.40 7,150 58,125 991.60 7,150 59,555 991.80 7,150 60,985 992.00 7,150 62,415 992.20 7,150 63,845 992.40 7,150 65,275 992.60 7,150 66,705 992.80 7,150 68,135 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 993.00 7,150 69,565 993.20 7,150 70,995 993.40 7,150 72,425 993.60 7,150 73,855 993.80 7,150 75,285 994.00 7,150 76,715 994.20 7,150 78,145 994.40 7,150 79,575 994.60 7,150 81,005 994.80 7,150 82,435 995.00 7,150 83,865 995.20 7,150 85,295 995.40 7,150 86,725 995.60 7,150 88,155 995.80 7,150 89,585 996.00 7,150 91,015 996.20 7,150 92,445 996.40 7,150 93,875 996.60 7,150 95,305 996.80 7,150 96,735 997.00 7,150 98,165 997.20 7,150 99,595 997.40 7,150 101,025 997.60 7,150 102,455 997.80 7,150 103,885 998.00 7,150 105,315 998.20 7,150 106,745 998.40 7,150 108,175 998.60 7,150 109,605 998.80 7,150 111,035 999.00 7,150 112,465 170 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 70HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.03 hrs, 8001 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.628 ac 25.00% Impervious Runoff Depth=5.49"Subcatchment 3S: PR1 Tc=12.0 min CN=80/98 Runoff=4.65 cfs 0.288 af Runoff Area=1.237 ac 25.06% Impervious Runoff Depth=5.50"Subcatchment 4S: PR2 Tc=12.0 min CN=80/98 Runoff=9.17 cfs 0.566 af Runoff Area=0.391 ac 25.06% Impervious Runoff Depth=5.50"Subcatchment 10S: PR3 Tc=12.0 min CN=80/98 Runoff=2.90 cfs 0.179 af Runoff Area=0.215 ac 25.12% Impervious Runoff Depth=5.50"Subcatchment 11S: PR4 Tc=12.0 min CN=80/98 Runoff=1.59 cfs 0.098 af Runoff Area=0.255 ac 29.80% Impervious Runoff Depth=5.59"Subcatchment 12S: PR5 Tc=12.0 min CN=80/98 Runoff=1.91 cfs 0.119 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth=5.93"Subcatchment 13S: PR7 Tc=12.0 min CN=79/98 Runoff=1.31 cfs 0.083 af Runoff Area=0.110 ac 25.45% Impervious Runoff Depth=5.50"Subcatchment 14S: PR6 Tc=12.0 min CN=80/98 Runoff=0.82 cfs 0.050 af Inflow=11.05 cfs 0.910 afReach 3R: East Outflow=11.05 cfs 0.910 af Inflow=4.71 cfs 0.301 afReach 4R: South Outflow=4.71 cfs 0.301 af Inflow=0.82 cfs 0.050 afReach 5R: North West Outflow=0.82 cfs 0.050 af Peak Elev=978.43' Storage=9,634 cf Inflow=9.17 cfs 0.566 afPond 1P: basin 2 Primary=7.02 cfs 0.476 af Secondary=0.00 cfs 0.000 af Outflow=7.02 cfs 0.476 af Peak Elev=971.35' Storage=3,544 cf Inflow=10.93 cfs 0.764 afPond 2P: basin 1 Primary=8.50 cfs 0.725 af Secondary=0.81 cfs 0.006 af Outflow=9.31 cfs 0.731 af Peak Elev=982.86' Storage=250 cf Inflow=3.22 cfs 0.202 afPond 15P: CB1 Primary=3.14 cfs 0.202 af Secondary=0.00 cfs 0.000 af Outflow=3.14 cfs 0.202 af Total Runoff Area = 3.005 ac Runoff Volume = 1.384 af Average Runoff Depth = 5.53" 73.21% Pervious = 2.200 ac 26.79% Impervious = 0.805 ac 171 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 71HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PR1 Runoff = 4.65 cfs @ 12.20 hrs, Volume= 0.288 af, Depth= 5.49" Routed to Pond 2P : basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.471 80 >75% Grass cover, Good, HSG D * 0.157 98 impervious 0.628 85 Weighted Average 0.471 80 75.00% Pervious Area 0.157 98 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: PR1 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.628 ac Runoff Volume=0.288 af Runoff Depth=5.49" Tc=12.0 min CN=80/98 4.65 cfs 172 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 72HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PR2 Runoff = 9.17 cfs @ 12.20 hrs, Volume= 0.566 af, Depth= 5.50" Routed to Pond 1P : basin 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.787 80 >75% Grass cover, Good, HSG D 0.140 80 >75% Grass cover, Good, HSG D * 0.310 98 impervious 1.237 85 Weighted Average 0.927 80 74.94% Pervious Area 0.310 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=1.237 ac Runoff Volume=0.566 af Runoff Depth=5.50" Tc=12.0 min CN=80/98 9.17 cfs 173 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 73HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: PR3 Runoff = 2.90 cfs @ 12.20 hrs, Volume= 0.179 af, Depth= 5.50" Routed to Reach 3R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.291 80 >75% Grass cover, Good, HSG D 0.002 80 >75% Grass cover, Good, HSG D * 0.098 98 impervious 0.391 85 Weighted Average 0.293 80 74.94% Pervious Area 0.098 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 10S: PR3 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.391 ac Runoff Volume=0.179 af Runoff Depth=5.50" Tc=12.0 min CN=80/98 2.90 cfs 174 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 74HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PR4 Runoff = 1.59 cfs @ 12.20 hrs, Volume= 0.098 af, Depth= 5.50" Routed to Reach 4R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.039 80 >75% Grass cover, Good, HSG D 0.122 80 >75% Grass cover, Good, HSG D * 0.054 98 impervious 0.215 85 Weighted Average 0.161 80 74.88% Pervious Area 0.054 98 25.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 11S: PR4 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.215 ac Runoff Volume=0.098 af Runoff Depth=5.50" Tc=12.0 min CN=80/98 1.59 cfs 175 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 75HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: PR5 Runoff = 1.91 cfs @ 12.20 hrs, Volume= 0.119 af, Depth= 5.59" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description * 0.179 80 >75% Grass cover, Good, HSG D * 0.076 98 impervious 0.255 85 Weighted Average 0.179 80 70.20% Pervious Area 0.076 98 29.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 12S: PR5 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.255 ac Runoff Volume=0.119 af Runoff Depth=5.59" Tc=12.0 min CN=80/98 1.91 cfs 176 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 76HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: PR7 Runoff = 1.31 cfs @ 12.19 hrs, Volume= 0.083 af, Depth= 5.93" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 13S: PR7 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.169 ac Runoff Volume=0.083 af Runoff Depth=5.93" Tc=12.0 min CN=79/98 1.31 cfs 177 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 77HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: PR6 Runoff = 0.82 cfs @ 12.20 hrs, Volume= 0.050 af, Depth= 5.50" Routed to Reach 5R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.064 80 >75% Grass cover, Good, HSG D 0.018 80 >75% Grass cover, Good, HSG D * 0.028 98 impervious 0.110 85 Weighted Average 0.082 80 74.55% Pervious Area 0.028 98 25.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 14S: PR6 Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.110 ac Runoff Volume=0.050 af Runoff Depth=5.50" Tc=12.0 min CN=80/98 0.82 cfs 178 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 78HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.256 ac, 25.04% Impervious, Inflow Depth = 4.84" for 100-Year event Inflow = 11.05 cfs @ 12.31 hrs, Volume= 0.910 af Outflow = 11.05 cfs @ 12.31 hrs, Volume= 0.910 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 3R: East Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.256 ac 11.05 cfs 11.05 cfs 179 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 79HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.639 ac, 33.18% Impervious, Inflow Depth = 5.65" for 100-Year event Inflow = 4.71 cfs @ 12.21 hrs, Volume= 0.301 af Outflow = 4.71 cfs @ 12.21 hrs, Volume= 0.301 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 4R: South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=0.639 ac 4.71 cfs 4.71 cfs 180 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 80HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.110 ac, 25.45% Impervious, Inflow Depth = 5.50" for 100-Year event Inflow = 0.82 cfs @ 12.20 hrs, Volume= 0.050 af Outflow = 0.82 cfs @ 12.20 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Reach 5R: North West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (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 Inflow Area=0.110 ac 0.82 cfs 0.82 cfs 181 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 81HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: basin 2 Inflow Area = 1.237 ac, 25.06% Impervious, Inflow Depth = 5.50" for 100-Year event Inflow = 9.17 cfs @ 12.20 hrs, Volume= 0.566 af Outflow = 7.02 cfs @ 12.28 hrs, Volume= 0.476 af, Atten= 23%, Lag= 5.4 min Primary = 7.02 cfs @ 12.28 hrs, Volume= 0.476 af Routed to Pond 2P : basin 1 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 978.43' @ 12.28 hrs Surf.Area= 5,527 sf Storage= 9,634 cf Plug-Flow detention time= 162.0 min calculated for 0.476 af (84% of inflow) Center-of-Mass det. time= 108.3 min ( 887.1 - 778.8 ) Volume Invert Avail.Storage Storage Description #1 976.00' 21,271 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 976.00 2,620 0 0 978.00 4,805 7,425 7,425 979.00 6,493 5,649 13,074 980.00 9,900 8,197 21,271 Device Routing Invert Outlet Devices #1 Primary 971.00'12.0" Round Culvert L= 83.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 971.00' / 970.00' S= 0.0120 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 973.00'12.0" Round Culvert L= 128.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 973.00' / 971.00' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #3 Device 2 978.00'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 977.20'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 979.00'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 182 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 82HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=6.98 cfs @ 12.28 hrs HW=978.42' TW=971.30' (Dynamic Tailwater) 1=Culvert (Passes 6.98 cfs of 8.61 cfs potential flow) 2=Culvert (Barrel Controls 6.98 cfs @ 8.88 fps) 3=Orifice/Grate (Passes < 6.39 cfs potential flow) 4=Orifice/Grate (Passes < 0.66 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=976.00' TW=0.00' (Dynamic Tailwater) 5=EOF ( Controls 0.00 cfs) Pond 1P: basin 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.237 ac Peak Elev=978.43' Storage=9,634 cf 9.17 cfs 7.02 cfs 7.02 cfs 0.00 cfs 183 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 83HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 1P: basin 2 Total Primary Secondary Stage-Discharge Discharge (cfs) 4035302520151050Elevation (feet)980 979 978 977 976 Orifice/Grate Orifice/Grate EOF 184 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 84HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: basin 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 976.00 2,620 0 976.05 2,675 132 976.10 2,729 267 976.15 2,784 405 976.20 2,839 546 976.25 2,893 689 976.30 2,948 835 976.35 3,002 984 976.40 3,057 1,135 976.45 3,112 1,290 976.50 3,166 1,447 976.55 3,221 1,606 976.60 3,276 1,769 976.65 3,330 1,934 976.70 3,385 2,102 976.75 3,439 2,272 976.80 3,494 2,446 976.85 3,549 2,622 976.90 3,603 2,800 976.95 3,658 2,982 977.00 3,713 3,166 977.05 3,767 3,353 977.10 3,822 3,543 977.15 3,876 3,735 977.20 3,931 3,931 977.25 3,986 4,129 977.30 4,040 4,329 977.35 4,095 4,533 977.40 4,149 4,739 977.45 4,204 4,947 977.50 4,259 5,159 977.55 4,313 5,373 977.60 4,368 5,590 977.65 4,423 5,810 977.70 4,477 6,033 977.75 4,532 6,258 977.80 4,586 6,486 977.85 4,641 6,717 977.90 4,696 6,950 977.95 4,750 7,186 978.00 4,805 7,425 978.05 4,889 7,667 978.10 4,974 7,914 978.15 5,058 8,165 978.20 5,143 8,420 978.25 5,227 8,679 978.30 5,311 8,942 978.35 5,396 9,210 978.40 5,480 9,482 978.45 5,565 9,758 978.50 5,649 10,039 978.55 5,733 10,323 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 978.60 5,818 10,612 978.65 5,902 10,905 978.70 5,987 11,202 978.75 6,071 11,504 978.80 6,155 11,809 978.85 6,240 12,119 978.90 6,324 12,433 978.95 6,409 12,751 979.00 6,493 13,074 979.05 6,663 13,403 979.10 6,834 13,740 979.15 7,004 14,086 979.20 7,174 14,441 979.25 7,345 14,804 979.30 7,515 15,175 979.35 7,685 15,555 979.40 7,856 15,944 979.45 8,026 16,341 979.50 8,197 16,746 979.55 8,367 17,160 979.60 8,537 17,583 979.65 8,708 18,014 979.70 8,878 18,454 979.75 9,048 18,902 979.80 9,219 19,359 979.85 9,389 19,824 979.90 9,559 20,298 979.95 9,730 20,780 980.00 9,900 21,271 185 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 85HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: basin 1 Inflow Area = 1.865 ac, 25.04% Impervious, Inflow Depth = 4.91" for 100-Year event Inflow = 10.93 cfs @ 12.25 hrs, Volume= 0.764 af Outflow = 9.31 cfs @ 12.33 hrs, Volume= 0.731 af, Atten= 15%, Lag= 4.9 min Primary = 8.50 cfs @ 12.33 hrs, Volume= 0.725 af Routed to Reach 3R : East Secondary = 0.81 cfs @ 12.33 hrs, Volume= 0.006 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 971.35' @ 12.33 hrs Surf.Area= 2,870 sf Storage= 3,544 cf Plug-Flow detention time= 50.7 min calculated for 0.730 af (96% of inflow) Center-of-Mass det. time= 17.4 min ( 863.7 - 846.3 ) Volume Invert Avail.Storage Storage Description #1 970.00' 5,405 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 970.00 2,200 0 0 971.00 2,870 2,535 2,535 972.00 2,870 2,870 5,405 Device Routing Invert Outlet Devices #1 Primary 967.62'12.0" Round Culvert L= 9.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 967.62' / 967.60' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 970.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 971.25'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=8.50 cfs @ 12.33 hrs HW=971.35' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.50 cfs @ 10.82 fps) 2=Orifice/Grate (Passes 8.50 cfs of 15.03 cfs potential flow) Secondary OutFlow Max=0.80 cfs @ 12.33 hrs HW=971.35' TW=0.00' (Dynamic Tailwater) 3=EOF (Weir Controls 0.80 cfs @ 0.77 fps) 186 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 86HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 2P: basin 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.865 ac Peak Elev=971.35' Storage=3,544 cf 10.93 cfs 9.31 cfs 8.50 cfs 0.81 cfs Pond 2P: basin 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 302826242220181614121086420Elevation (feet)972 971 970 Orifice/Grate EOF 187 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 87HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.00 2,200 0 970.02 2,213 44 970.04 2,227 89 970.06 2,240 133 970.08 2,254 178 970.10 2,267 223 970.12 2,280 269 970.14 2,294 315 970.16 2,307 361 970.18 2,321 407 970.20 2,334 453 970.22 2,347 500 970.24 2,361 547 970.26 2,374 595 970.28 2,388 642 970.30 2,401 690 970.32 2,414 738 970.34 2,428 787 970.36 2,441 835 970.38 2,455 884 970.40 2,468 934 970.42 2,481 983 970.44 2,495 1,033 970.46 2,508 1,083 970.48 2,522 1,133 970.50 2,535 1,184 970.52 2,548 1,235 970.54 2,562 1,286 970.56 2,575 1,337 970.58 2,589 1,389 970.60 2,602 1,441 970.62 2,615 1,493 970.64 2,629 1,545 970.66 2,642 1,598 970.68 2,656 1,651 970.70 2,669 1,704 970.72 2,682 1,758 970.74 2,696 1,811 970.76 2,709 1,865 970.78 2,723 1,920 970.80 2,736 1,974 970.82 2,749 2,029 970.84 2,763 2,084 970.86 2,776 2,140 970.88 2,790 2,195 970.90 2,803 2,251 970.92 2,816 2,308 970.94 2,830 2,364 970.96 2,843 2,421 970.98 2,857 2,478 971.00 2,870 2,535 971.02 2,870 2,592 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.04 2,870 2,650 971.06 2,870 2,707 971.08 2,870 2,765 971.10 2,870 2,822 971.12 2,870 2,879 971.14 2,870 2,937 971.16 2,870 2,994 971.18 2,870 3,052 971.20 2,870 3,109 971.22 2,870 3,166 971.24 2,870 3,224 971.26 2,870 3,281 971.28 2,870 3,339 971.30 2,870 3,396 971.32 2,870 3,453 971.34 2,870 3,511 971.36 2,870 3,568 971.38 2,870 3,626 971.40 2,870 3,683 971.42 2,870 3,740 971.44 2,870 3,798 971.46 2,870 3,855 971.48 2,870 3,913 971.50 2,870 3,970 971.52 2,870 4,027 971.54 2,870 4,085 971.56 2,870 4,142 971.58 2,870 4,200 971.60 2,870 4,257 971.62 2,870 4,314 971.64 2,870 4,372 971.66 2,870 4,429 971.68 2,870 4,487 971.70 2,870 4,544 971.72 2,870 4,601 971.74 2,870 4,659 971.76 2,870 4,716 971.78 2,870 4,774 971.80 2,870 4,831 971.82 2,870 4,888 971.84 2,870 4,946 971.86 2,870 5,003 971.88 2,870 5,061 971.90 2,870 5,118 971.92 2,870 5,175 971.94 2,870 5,233 971.96 2,870 5,290 971.98 2,870 5,348 972.00 2,870 5,405 188 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 88HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 15P: CB1 Inflow Area = 0.424 ac, 37.26% Impervious, Inflow Depth = 5.73" for 100-Year event Inflow = 3.22 cfs @ 12.20 hrs, Volume= 0.202 af Outflow = 3.14 cfs @ 12.22 hrs, Volume= 0.202 af, Atten= 2%, Lag= 1.4 min Primary = 3.14 cfs @ 12.22 hrs, Volume= 0.202 af Routed to Reach 4R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 4R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.86' @ 12.22 hrs Surf.Area= 1,592 sf Storage= 250 cf Plug-Flow detention time= 1.5 min calculated for 0.202 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 773.9 - 772.5 ) Volume Invert Avail.Storage Storage Description #1 982.60' 112,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 982.60 300 0 0 984.00 7,150 5,215 5,215 999.00 7,150 107,250 112,465 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.11 cfs @ 12.22 hrs HW=982.86' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 3.11 cfs @ 1.68 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 189 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 89HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 15P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=0.424 ac Peak Elev=982.86' Storage=250 cf 3.22 cfs 3.14 cfs 3.14 cfs 0.00 cfs Pond 15P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 12,00010,0008,0006,0004,0002,0000Elevation (feet)999 998 997 996 995 994 993 992 991 990 989 988 987 986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir 190 Waterview_Proposed_20240709 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240703 Printed 7/9/2024Prepared by {enter your company name here} Page 90HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 15P: CB1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 982.60 300 0 982.80 1,279 158 983.00 2,257 511 983.20 3,236 1,061 983.40 4,214 1,806 983.60 5,193 2,746 983.80 6,171 3,883 984.00 7,150 5,215 984.20 7,150 6,645 984.40 7,150 8,075 984.60 7,150 9,505 984.80 7,150 10,935 985.00 7,150 12,365 985.20 7,150 13,795 985.40 7,150 15,225 985.60 7,150 16,655 985.80 7,150 18,085 986.00 7,150 19,515 986.20 7,150 20,945 986.40 7,150 22,375 986.60 7,150 23,805 986.80 7,150 25,235 987.00 7,150 26,665 987.20 7,150 28,095 987.40 7,150 29,525 987.60 7,150 30,955 987.80 7,150 32,385 988.00 7,150 33,815 988.20 7,150 35,245 988.40 7,150 36,675 988.60 7,150 38,105 988.80 7,150 39,535 989.00 7,150 40,965 989.20 7,150 42,395 989.40 7,150 43,825 989.60 7,150 45,255 989.80 7,150 46,685 990.00 7,150 48,115 990.20 7,150 49,545 990.40 7,150 50,975 990.60 7,150 52,405 990.80 7,150 53,835 991.00 7,150 55,265 991.20 7,150 56,695 991.40 7,150 58,125 991.60 7,150 59,555 991.80 7,150 60,985 992.00 7,150 62,415 992.20 7,150 63,845 992.40 7,150 65,275 992.60 7,150 66,705 992.80 7,150 68,135 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 993.00 7,150 69,565 993.20 7,150 70,995 993.40 7,150 72,425 993.60 7,150 73,855 993.80 7,150 75,285 994.00 7,150 76,715 994.20 7,150 78,145 994.40 7,150 79,575 994.60 7,150 81,005 994.80 7,150 82,435 995.00 7,150 83,865 995.20 7,150 85,295 995.40 7,150 86,725 995.60 7,150 88,155 995.80 7,150 89,585 996.00 7,150 91,015 996.20 7,150 92,445 996.40 7,150 93,875 996.60 7,150 95,305 996.80 7,150 96,735 997.00 7,150 98,165 997.20 7,150 99,595 997.40 7,150 101,025 997.60 7,150 102,455 997.80 7,150 103,885 998.00 7,150 105,315 998.20 7,150 106,745 998.40 7,150 108,175 998.60 7,150 109,605 998.80 7,150 111,035 999.00 7,150 112,465 191 Waterview Stormwater Management Plan Appendix D July 2024 www.ae2s.com Appendix D: Outlet Control Structure Details 192 193 194 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Wooddale Builders for a Five Lot Subdivision On July 16, 2024, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application to subdivide 3.02 acres into five single-family lots and two outlots. The Planning Commission conducted a public hearing on the proposed development which was preceded by published and mailed notice. The Planning Commission heard testimony from all interested persons wishing to speak and made the following Findings of Fact on the remaining application. FINDINGS OF FACT 1. The property is currently zoned Single-Family Residential - RSF. 2. The property is guided in the Land Use Plan for Low Density Residential. 3. The legal description of the property is: See Attached Exhibit A 4. The Subdivision Ordinance directs the Planning Commission to consider seven possible adverse effects of the proposed subdivision. The seven affects and our findings regarding them are: SUBDIVISION FINDINGS a. The proposed subdivision is consistent with the zoning ordinance; Finding: The subdivision meets all the requirements of the RSF, Residential Single- Family District and the zoning ordinance if the conditions of approval are met. b. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city's comprehensive plan; Finding: The proposed subdivision is consistent with the Comprehensive Plan and subdivision ordinance if the conditions of approval are met. c. The physical characteristics of the site, including but not limited to topography, soils, vegetation, susceptibility to erosion and siltation, susceptibility to flooding, and stormwater drainage are suitable for the proposed development; Finding: The proposed site is suitable for development subject to the conditions specified in this report. 195 d. The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by this chapter; Finding: The proposed subdivision will provide adequate urban infrastructure subject to the conditions specified in this report. e. The proposed subdivision will not cause environmental damage; Finding: The proposed subdivision will not cause significant environmental damage subject to the conditions of approval. The proposed subdivision contains adequate open areas to accommodate house pads. f. The proposed subdivision will not conflict with easements of record; and Finding: The proposed subdivision will not conflict with existing easements, but rather will expand and provide all necessary easements. g. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: 1) Lack of adequate stormwater drainage. 2) Lack of adequate roads. 3) Lack of adequate sanitary sewer systems. 4) Lack of adequate off-site public improvements or support systems. Finding: The proposed subdivision will have access to public utilities and streets if the specified conditions of approval are met. 5. The planning report Planning Case 2024-11, dated July 16, 2024 prepared by Rachel Jeske, et al, is incorporated herein. RECOMMENDATION The Planning Commission recommends that the City Council approves the Preliminary Plat ADOPTED by the Chanhassen Planning Commission this 16th day of July 2024. CHANHASSEN PLANNING COMMISSION BY:_______________________________ Steve Jobe, Vice Chair 196 EXHIBIT A Legal Description: The Land is described as follows: That part of Government Lot 6, Section 5, Township 116 North, Range 23 West of the 5th Principal Meridian, Carver County, Minnesota, described as follows: Beginning at a point on the west line of said Government Lot 6 distant 704.93 feet northerly from the southwest corner of said Government Lot 6; thence on an assumed bearing of North, along said west line, a distance of 207.80 feet to a point on said west line distant 396.00 feet southerly from the northwest corner of said Government Lot 6; thence on bearing of East, parallel with the north line of said Government Lot 6 about 843 feet to the shoreline of Lake Minnewashta; thence southerly along said shoreline, to the intersection with a line bearing South 89 degrees 43 minutes 30 seconds East from the point of beginning; thence North 89 degrees 43 minutes 30 seconds West about 719 feet, to the point of beginning. Abstract Property - Certificate of Title No. 61408.0 Address: 6870 Minnewashta Parkway, Excelsior, MN PID & Acreage: 250053100, 3.02 Acres 197 Application: Preliminary Plat at 6870 Minnewashta Parkway. (Planning Case #2024-11) Staff Report Date: July 15, 2024 Drafted By: Rachel Jeske, Planner Erik Henricksen, Project Engineer Joe Seidl, Water Resources Engineer Planning Commission Review Date: July 16, 2024 City Council Review Date: August 12, 2024 SUMMARY OF REQUEST: The Applicant is requesting preliminary and final plat approval to subdivide the property located generally at 6870 Minnewashta Parkway into five lots and two outlots. The Planning Commission is requested to review the preliminary plat application. LOCATION: 6870 Minnewashta Parkway PID 25-0053-100 PROPOSED MOTION: “The Chanhassen Planning Commission recommends the approval of the requested preliminary plat for the 3.02-acre property located 6870 Minnewashta Parkway subject to the conditions of approval and adopts the attached Findings of Fact and Decision.” 198 Page 2 of 12 APPLICANT: Wooddale Builders 6117 Blue Circle Drive, Suite 101, Minnetonka, MN 55343 PRESENT ZONING: Single-Family Residential, RSF 2040 LAND USE PLAN: Residential – Low Density (1.2 – 4.0 units/net acre) ACREAGE: 3.02 gross acres (130,764 sq. ft.) and 2.68 net acres (116,775 sq. ft.) DENSITY: 1.66 units per acre LEVEL OF CITY DISCRETION IN DECISION-MAKING: The city’s discretion in approving or denying a preliminary plat is limited to whether or not the proposed plat meets the standards outlined in the Subdivision Regulations and Zoning Ordinance. If it meets these standards, the city must approve the preliminary plat. This is a quasi-judicial decision. COMMUNITY ENGAGEMENT Notice of this public hearing has been mailed to all property owners within 500 feet . The applicant held a neighborhood meeting on July 8th at the Chanhassen Recreation Center. This neighborhood meeting was conducted entirely by the Applicant as a way to gather feedback from adjacent property owners prior to going before the Planning Commission and City Council. APPLICABLE REGULATIONS Chapter 18, Subdivision, Chapter 20, Article XXII, RSF Single-Family Residential District PROPOSAL/SUMMARY The Applicant is requesting the splitting of a 3.02-acre parcel zoned Single-Family Residential and guided for Residential Low Density development into five lots and two outlots. EXISTING CONDITIONS The proposed Waterview subdivision is located at 6870 Minnewashta Parkway, which has never been officially platted. The property abuts White Oak Lane to the south, Stratford Lane to the north, and is bisected by Minnewashta Parkway from north to south on the far east side of the property. The existing home and lakeshore portion of the property gain access via driveways from Minnewashta Parkway: one leading to the primary structure west of Minnewashta Parkway and the other to the lakefront portion of the property east of Minnewashta Parkway. The property is currently serviced by municipal sanitary and water, with additional sanitary and water services already stubbed to the property. 199 Page 3 of 12 The Developer proposes to remove all structures on the property as well as the primary access from Minnewashta Parkway, which is in accordance with the City’s 2040 Comprehensive Plan to limit access points along collector roadways. Additionally, the developer will utilize the majority of the existing municipal service stubs to service the five lots associated with Waterview. The existing access to the lakefront portion (proposed as Outlots A and B) is proposed to remain. SITE CONSTRAINTS Environmental Protection Districts • Bluff Creek corridor - This property is not located within the Bluff Creek Overlay District. • Wetland Protection - There are no wetlands on the site. • Bluff Protection - There are no bluffs on the property. • Shoreland Management - The property is located within a shoreland protection district for Lake Minnewashta. • Floodplain Overlay – A portion of Outlot A and Outlot B are located within the AE Flood Zone and the 500 Year Flood Zone adjacent to the lake. SUBDIVISION REVIEW The Applicant is proposing to subdivide 3.02 acres into five lots and two outlots for single - family detached housing. Four of the lots are proposed to be accessed via White Oak Lane, and the fifth lot is proposed to be accessed via Stratford Lane. The existing single-family home and access off Minnewashta Parkway are to be eliminated with the proposed development. The Developer will be required to fully remove the existing access from the west side of Minnewashta Parkway and reconstruct the curb and gutter for a contiguous street section. 200 Page 4 of 12 As currently proposed, all lots meet the minimum lot area, lot width and lot depth requirements of the zoning ordinance. Applicant should note that Lot 5 would be considered a corner lot with double frontage and that city code establishes that for corner lots that the side of the property with the least amount of roadway frontage would be considered the “front yard”. Therefore, the front yard for Lot 5 as proposed would be the portion of the lot adjacent to Minnewashta Parkway . The city’s zoning ordinance would define lot 4 as a “flag lot”. City ordinance allows for flag lots. City code section 18-60(a) states that “all lots shall abut their full required minimum frontage on a public street as required by the zoning ordinance, or accessed by a private street; or a flat lot which shall have a minimum of 30 feet of frontage on a public street.” As shown, lot 4 is compliant with this regulation by having 32.1 feet of public street frontage. COMPLIANCE TABLE Setbacks: Front - 30 ft., Side - 10 ft., Rear - 30 ft. Staff notes that the proposal is consistent with the Comprehensive Plan and the Zoning Ordinance. Outlot A will be required to be deeded to Lot 4 and Outlot B will be required to be deeded to Lot 5. Outlots A and B are not developable. These outlots may not be used as an association beach lot. Outlot B may not be sold separately from Lot 5, Block 1 and Outlot A may not be sold Area (sq. ft.) Frontage (ft.) Depth (ft.) Lot Cover - % impervious Notes (sq. ft.) Code 15,000 90 125 25% Flag lots must have a minimum width of 30 feet at a public roadway. Lot 1 18,182 105 191 25% (4,545 sq. ft.) Lot 2 17,541 95 191 25% (4,385 sq. ft.) Lot 3 27,520 92 185 25% (6,880 sq. ft.) Flag lot frontage is shown as 32.1 feet. Lot 4 27,917 105.7 228 25% (6,979 sq. ft.) Lot 5 25,616 107 284 25% (6,404 sq. ft.) City code would establish that the “front yard” of Lot 5 would be the portion of the yard abutting Minnewashta Parkway Total 116,775 3.02 acres 201 Page 5 of 12 separately from Lot 4, Block 1. The existing improvements on the outlots are to remain after the subdivision. Approving the subdivision would create five buildable lots which would have access to a public street and municipal services. There are four existing stubs, which would require the addition of one additional utility connection. The proposed subdivision would complete the cul-de-sac bulb on White Oak Lane and would establish new drainage and utility easements based on the increased right of way. Approximately three-quarters of the cul-de-sac on White Oak Lane was constructed in 2000 in association with the White Oak Addition development. The remainder of the cul -de-sac located on 6870 Minnewashta Parkway was not constructed; however, a road easement was recorded as a condition of the White Oak Addition in anticipation of future development at 6870 Minnewashta Parkway. As such, the Developer must complete construction of the cul -de-sac in accordance with Chanhassen Specifications and Detail Plates. The proposed driveway for Lot 5 does not appear to meet setback requirements or fully extend the surmountable curb line to account for drainage across the entire entrance. The Developer will be required to update the proposed driveway configurations to conform to Sec. 20-1122 of City Code and extend the surmountable curbing accordingly. LANDSCAPING The Applicant provided a tree inventory with their submittal including calculations for canopy coverage. Gross Project Area 3.52 acres Canopy Area: 2.24 Acres Baseline Canopy Coverage 61% (2.15 acres) Canopy to be saved: 0.85 acres Minimum Canopy Coverage Requirement 1.62 acres (46% of net project area) Credited remaining existing canopy 0.85 acres Required additional Canopy Coverage to be mitigated 39,978.42 sq ft or 0.92 acres (1.62 acres – 0.85 acres) Square feet per replacement tree 1,089 sq ft Additional trees required to meet Canopy Coverage requirement 37 trees. (39,978.42/1089) The Landscaping Plan denotes that 37 trees will be planted which meets the city code requirements related to canopy coverage as outlined in the above table. Landscaping plan submitted on 7-11-24 adheres to the City’s species diversity requirements which states that the landscaping plan shall consist of no more than 10% of the trees can be 202 Page 6 of 12 from one tree species, no more than 20% of the trees can be from one genus, and no more than 30% of the trees can be from one family. EASEMENTS The Developer proposes to subdivide 6870 Minnewashta Parkway into five lots. These lots are configured to accommodate the build-out of five single-family homes. Generally, Block 1, Lots 1-5, and their associated public drainage and utility easements (DUEs) are configured to meet City Ordinance (Sec. 18-76(b)), with standard right-of-way (ROW) widths over public streets (Sec. 18-57(p)(8)). Atypical DUEs are illustrated on Lots 3 and 5 to encompass a private stormwater Best Management Practice (BMP). These private improvements are not required to be encumbered by a DUE and should be reconfigured in accordance with Sec. 18-76(b). Additionally, in accordance with Sec. 20-923 (Improvements and Encroachments in Public Easements), any private structures or improvements (e.g., proposed private stormwater pipe, existing “wood stairs” in Outlot A, etc.) within public DUEs or ROW require the execution and recordation of an Encroachment Agreement, which must be recorded prior to the issuance of building permits. Additional ROW will be required on the northeast corner of Lot 5, where Minnewashta Parkway and Stratford Lane, both public roads, intersect. Based on the provided survey and plans, a portion of this intersection and the associated street improvements fall within the lot’s property lines. Any previously recorded easements within the proposed subdivision must be vacated prior to or concurrently with the final plat. This includes items 9 and 10 under Schedule B, Part II, of the ALTA Commitment for Title Insurance provided by the applicant, and as depicted on the ALTA/NSPS Land Title Survey, dated May 23, 2024. GRADING The existing Waterview Development is located south of Lake Minnetonka and west of Minnewashta Pkwy and Lake Minnewashta. The area currently has a single-family home, two sheds, and associated driveway located on the site with associated landscaping. Drainage from the existing site flows east towards Lake Minnewashta. The northwest corner of the site drains offsite to the north. The southwest corner of the site drains to a beehive grate which routes via storm sewer to Lake Saint Joe to the south. In the proposed conditions, five homes and two basins are proposed on site. The drainage will generally match the existing conditions. The majority of the site flows to the two proposed basins on site and outlets east towards Lake Minnewashta. The outlet of the two basins connects into the storm sewer on Stratford Lane and outlets towards Lake Minnewashta. The northwest corner of the site drains off to the north, and the southwest corner of the site drains to a beehive grate and ultimately flows towards Lake Saint Joe. 203 Page 7 of 12 SANITARY SEWER AND WATER MAIN The proposed development has adequate access to municipal sanitary and water services from Minnewashta Parkway and White Oak Lane. Although the property has service stubs for the five lots already extending to the property, minor adjustments are required to conform to City Code and Chanhassen Specifications and Detail Plates. The Developer and their Engineer must amend the construction plans, dated June 14, 2024, prepared by Robert S. Molstad, PE with Sathre-Berquist, Inc., to fully address construction plan comments and concerns. Final construction plans will be subject to review and approval by staff prior to the recording of the final plat. As a majority of the sanitary and water laterals were installed over 20 years ago, it is necessary to ensure their serviceability prior to home construction. The Developer will be required to televise all sanitary service laterals and submit the CCTV footage and reporting to the City Engineer for review prior to the issuance of building permits. Water service laterals shall be inspected by the Developer and their Contractor, in coordination with the City Utility Department, to ensure all curb stops are operational prior to the issuance of building permits. STORM WATER MANAGEMENT A geotechnical exploration report by Haugo Geotechnical Services, dated June 5, 2024, was provided for the proposed development by the Developer. While this report generally provides the necessary recommendations for construction, Table 3 – Anticipated Excavation Depths indicates anticipated excavation elevations of 965 feet, which are below the existing groundwater elevations of 967 feet. Upon review of the preliminary construction plans, this appears to be inaccurate, as mass grading indicates this area will be graded to approximately 973 feet. The Developer will be required to provide additional plans, i.e. provide a dewatering plan specific to the site and geotechnical information submitted with the development or provide clarification regarding the proposed excavation depths and the existing groundwater elevation and update the report accordingly. Additional soil borings may be needed to verify stormwater management design and the location of groundwater within the footprints of the proposed BMPS. Article VII, Chapter 19 of City Code describes the required storm water 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). The proposed project is located within the Minnehaha Creek Watershed District (MCWD) and is therefore subject to the watershed’s rules and regulations. A MCWD permit will be required prior to recording of the final plat. A Stormwater Management Report is required to be submitted for review to confirm all applicable stormwater management requirements are being met. This includes rate control and water quality requirements among others. The site is proposing to meet stormwater management requirements through two filtration basins. Filtration basin 2 is proposed to outlet to filtration basin 1 which discharges to the storm sewer on Stratford Lane and out to Lake Minnewashta. 204 Page 8 of 12 All comments from the City and MCWD shall be addressed. The site is shown to be complian t with rate control and MCWD’s water quality volume requirements, however additional information is needed on the proposed basin outlets to confirm modeling is accurate to the site. Additionally, water quality modeling is needed to confirm the site is complian t with the City’s water quality treatment requirements (60% TP and 90% TSS removals). The applicant shall provide final versions of all modeling (HydroCAD and any water quality models developed) and Stormwater Management Report to address all comments and confirm rate, volume and water quality requirements are met prior to the recording of the final plat. As outlined in the City’s Surface Water Management Plan adopted in December 2018 and described in City Ordinance, the city requires at least 3 feet of freeboard between a building elevation and adjacent ponding features. Freeboard requirements are not currently being met to the proposed building on Lot 3 Block 1 with respect to the HWL of Basin 2. Additionally, building elevations for the existing homes north of the project site are needed to confirm freeboard is also met to the existing homes. Because the proposed basins are filtration basins there would likely be negligible impacts to groundwater levels caused by the design, however additional analysis and information on stormwater emergency overflow routes is needed to verify the design meets the intent of City code with regards to freeboard. The applicant shall submit additional information on the design to meet this requirement. Modifications to the design may be needed to meet the City’s freeboard requirements. The proposed BMPs are to be privately owned and maintained. All privately owned and maintained BMPs and storm sewer should be located outside of drainage and utility easement. A stormwater operations and maintenance plan is required and shall be approved by staff and recorded concurrently with the final plat. The plan shall include the maintenance schedule, responsible party, and shall include information on how the BMPs will be cleaned out as necessary. The ownership of the private BMPS and right to convey stormwater must be codified within HOA documents and/or private easements. Documentation of the future ownership and/or private easements shall be recorded concurrently with the final plat. STORM WATER UTILITY CONNECTION CHARGES Section 4-30 of city code sets out the fees associated with surface water management. A water quality and water quantity fee are collected with a subdivision. These fees are based on land use type and are intended to reflect the fact that the more intense the development type, the greater the degradation of surface water. The SWMP fee on this project will be calculated based on the current fee schedule rates for the parcel areas. The SWMP fee could be adjusted down by 50% based on Code Sect. 18-63 (stormwater design to NURP standards) which will be confirmed with approval of final plans. ASSESSMENTS Water and sewer partial hookups are either due at the time of final plat or can be postponed until building permit applications are received in which the entire hookup fee is due. The partial 205 Page 9 of 12 hookup fees will be assessed at the rate in effect at that time. The remaining partial hookups fees are due with the building permit. DEVELOPMENT FEES The city adopts an annual fee schedule by ordinance. The city’s current fee schedule establishes development fees associated with the subdivision of land including park dedication, surface water management, and water and sewer utility hook-up fees. These fees are due prior to the final plat of the subdivision being released for recording. Based on the proposed development the following fees will be collected and outlined in a future Development Contract between the city and the Applicant. The below fees are an estimate and based on the 2024 fee schedule and are subject to change with future city fee schedule. Development fees outlined within the Development Contract are final. 1. Administration Fee: if the improvement costs are between $500,000 and $1,000,000, 2% of the improvement costs. If the improvement costs exceed $1,000,000, 2.5% of the first $1,000,000 plus 1.5% of the remainder. 2. Park Dedication - $23,200 ($5,800.00 per lot with a 1 lot credit for existing parcel) 3. Surface Water Management - $28,841 ($9,550.00 per acre) This fee could be adjusted down by 50% based on Code Sect. 18-63. To be confirmed by City Staff upon submission of final plans by Developer. 4. A portion of the water hook-up charge: $2,750/unit, or, the full amount with the building permit: $9,190/unit 5. A portion of the sanitary sewer hook-up charge: $750/unit or, the full amount with the building permit: $2,480/unit 6. GIS fees: $100 for the plat plus $30 per parcel RECOMMENDATION Staff recommends that the Planning Commission recommend the approval of the subdivision and preliminary plat subject to the conditions of approval and adopt the attached Findings of Fact and Decision. CITY STAFF APPLICATION REVIEW COMMENTS PLANNING: 1. Applicant shall enter into a Development Contract with the City. 2. Restrictive covenants must be recorded with the plat providing that Outlot B and Lot 5, Block 1 shall not be conveyed separately from one another and that Outlot A and Lot 4, Block 1 shall not be conveyed separately from one another. 3. The applicant shall include a tree protection plan that includes the location of tree preservation fencing. Tree protection fencing should be placed on the inside of the silt fence to minimize damage to root systems. 206 Page 10 of 12 4. The applicant shall conduct a site visit with the Environmental Resource Specialist to assess the condition of the ash trees on site. If the ash trees cannot be saved, they should be removed. 5. No more than ten percent of the trees may be from any one tree species, no more than 20 percent of the trees may be from any one genus, and no more than 30 percent of trees from any one family. Applicant should adjust the landscape plan to reflect this requirement- trees in the pine family currently represent 50% of the trees in the landscape plan. 6. Applicant must include the size of the proposed trees. Overstory deciduous trees must be a minimum of 2.5” caliper, understory trees shall be a minimum of 1.5” caliper. Conifers shall be at least 6’ in height when counted as an understory tree and 8’ in height when counted as an overstory tree or when it’s being planted as the required front yard tree. 7. Applicant shall indicate which species the proposed trees are within the landscape plan. 8. All proposed plantings must be done on the lot occupied by the house. No landscape screening shall be located in any public right of way or within 8’ of the traveled portion of the street. 9. Applicant shall include calculations for the required buffer yard plantings which are listed in Chapter 20-1176 (f). Buffer yard plantings are required along Minnewashta Parkway where the length and width will determine the number of trees and shrubs that need to be planted. 10. Landscaping plan shall be updated to preserve some viewshed of the lake on lot 4 and lot 5. ENGINEERING: 1. The developer shall enter into Encroachment Agreements for all private improvements located within public drainage and utility easements or right -of-way, as approved by the City Engineer, prior to issuance of building permits. 2. Approximately 400 square feet of additional right-of-way will be required on the northeast corner of Lot 5, where Minnewashta Parkway and Stratford Lane intersect to encumber the entire street section. 3. Any previously recorded easements located within proposed public right -of-way or proposed public drainage and utility easements must be vacated prior to or concurrently with the final plat. 4. The Developer will be required to provide additional plans, i.e. provide a dewatering plan specific to the site and geotechnical information submitted with the development or provide clarification regarding the proposed excavation depths and the existing groundwater elevation and update the report by Haugo Geotechnical Services, dated June 5, 2024 accordingly. 5. The Developer will be required to update the proposed driveway configurations to conform to Sec. 20-1122 of City Code and extend the surmountable across all driveway entrances. 6. The Developer and their Engineer must amend the construction plans, dated June 14, 2024, prepared by Robert S. Molstad, PE with Sathre-Berquist, Inc., to fully address 207 Page 11 of 12 construction plan comments and concerns. Final construction plans will be subject to review and approval by staff prior to the recording of the final plat. 7. The Developer will be required to televise all sanitary service laterals and submit the CCTV footage and reporting to the City Engineer for review prior to the issuance of building permits. 8. Water service laterals shall be inspected by the Developer and their Contractor, in coordination with the City Utility Department, to ensure all curb stops are operational prior to the issuance of building permits. 9. It is the applicant’s responsibility to ensure that permits are received from all other agencies with jurisdiction over the project (i.e. Army Corps of Engineers, DNR, MnDOT, Carver County, Minnehaha Creek Watershed District, Board of Water and Soil Resources, PCA, etc.). 10. Public drainage and utility easements shall be recorded prior to, or concurrently with, the recording of the subdivision in accordance with the Proposed Property Division plan drafted by Sathre-Bergquist, Inc., dated July 10, 2024. 11. The development fees associated with this subdivision shall be paid prior to recording of the subdivision. Fees are based on rates in effect at the time of recordation of the final plat. WATER RESOURCES: 1. Water quality modeling is required to confirm the site meets the City’s water quality requirements of 60% TP and 90% TSS removal. Electronic copies of any models used (HydroCAD, MIDS, and or P8) shall be reviewed and approved by staff prior to the recording of the final plat. 2. Modifications to the design and/or additional information is required to show the design meets freeboard requirements. Additional information shall be provided verifying this requirement is met and shall be reviewed and approved by staff prior to the recording of the final plat. 3. An Operations and Maintenance plan for all proposed private BMPs including the inspection frequency, maintenance schedule, and responsible party shall be reviewed and approved by staff prior to recording of the final plat 4. Privately owned BMPs shall be moved outside of public drainage and utility easements. 5. The ownership of the private BMPs and the right to convey stormwater must be codified within HOA documents and/or private easements. Documentation of the future ownership and/or private easements shall be recorded concurrently with the final plat. 6. The applicant should provide storm sewer sizing calculations and a catch basin drainage area map to confirm storm sewer is sized to the 10-year event. The calculations and map shall be reviewed and approved by staff prior to the recording of the final plat. 7. A SWPPP is required where there is 1 acre or more disturbance on site. The SWPPP shall be reviewed and approved by staff prior to the recording of the final plat. BUILDING: 208 Page 12 of 12 1. Building plans must provide sufficient information to verify that proposed building meets all requirements of the Minnesota State Building Code, additional comments or requirements may be required after plan review 2. A building permit must be obtained before beginning any construction. 3. Retaining walls (if present) more than four feet high, measured from the bottom of the footing to the top of the wall, must be designed by a professional engineer and a building permit must be obtained prior to construction. Retaining walls (if present) under four feet in height require a zoning permit. 4. A building permit must be obtained prior to demolishing any structures on the site and before beginning any construction on the site. 5. A final grading plan and soils report must be submitted to the Inspections Division before building permits will be issued FIRE: 1. Cul-de-sac will need to meet city standards for fire apparatus turn around. 2. Hydrants must be added to the cul-de-sac 209 210 Planning Commission Item July 16, 2024 Item Consider Ordinance XXX: Amendment to the PUDR for the Chaparral, Chaparral 2nd Addition and Chaparral 3rd Addition. File No.Planning Case #24-10 Item No: B.2 Agenda Section PUBLIC HEARINGS Prepared By Rachel Arsenault, Associate Planner Applicant Loren Jenson, Chaparral HOA Present Zoning Planned Unit Development Residential District (PUDR) Land Use Residential Low Density Acerage 76 acres Density Applicable Regulations Ordinance No. 658 - Planned Unit Development Residential - Chaparral, Chaparral 2nd Addition, and Chaparral 3rd Addition. The ordinance amendment is proposing to remove dimensional deck requirements for single-family homes and duplexes. The Chaparral PUDR contains quadplexes, duplexes, and single-family homes. In the current PUDR ordinance decks installed may only be 10 feet by 20 feet. SUGGESTED ACTION Motion to recommend the City Council adopt Ordinance XXX: Amending the Chaparral Planned Unit Development Residential (PUDR) SUMMARY This proposed ordinance removes deck dimensional requirements for single-family houses and duplexes within the Chaparral PUDR. The requirements for the quad-plex units will remain the same in the 211 application of regulations, however we are using this opportunity to clarify the wording of the regulations for future reference. Amendment to the PUD as it relates to the quad plex units has not been requested by the HOA. BACKGROUND Loren Jenson as a representative of the Chaparral HOA approached the city to propose an amendment to the PUDR for Chaparral due to recent inquiries to the city's planning department for regulations regarding the addition of new decks for duplexes within Chaparral. The Chaparral HOA no longer wishes to regulate duplex decks to only be built one size and would like to implement a new regulation of a maximum size, providing more flexibility for homeowners. Additionally, the Chaparral HOA states the requirement for a 10-foot by 20-foot deck creates a financial burden for the HOA given the current cost of labor and materials. In discussion and review with the city, staff has concluded it is more effective to remove the regulations; if the HOA wishes to regulate the sizes, it should be regulated through their HOA bylaws. Within the City of Chanhassen, Chaparral is the only PUDR to regulate deck dimensions explicitly. Elsewhere in the city, decks are implicitly regulated through building setbacks. DISCUSSION RECOMMENDATION Staff recommends the Planning Commission recommend approval of the Ordinance as presented. ATTACHMENTS Application zoning ordinance amendment Chaparral Affidavits of Mailing combined 24-10 Proposed Redlined Ordinance - Chaparral PUD 212 COMMUNITY DEVELOPMENT DEPARTMENT Planning Division - 7700 Market Boulevard Mailing Address - P.O. Box 147, Chanhassen, MN 55317 Phone: (9521 227 -1 100 / Fax: (952) 227 -1110 Submittal Date *crTYorcHmHAssrtt APPLICATION FOR DEVELOPMENT REVIEW PC Date CC Date 60-Day Review Date Section 1: Application Type (check all that apply) (Reter to the approqiate Application Checklist fot rcquied subfiiflal information that must accompany this application) n Comprehensive Plan Amendment.....,.... E Conditional Use Permit (CUP) E Single-Family ResidenceE ntt otners................. E lnterim Use Permit (lUP) E ln conjunction with Single-Family Residence.. $325n Att others .......$500 n Rezoning (REZ) E Planned Unit Development (PUD) . E Minor Amendment to existing PUD n Ati others...... E Sign Plan Review..,..,.......... ....... $150 n Site Ptan Review (SPR) E Administrative ......... .. ........ $100E Commercial/lndustrial Districts"................ ..... $500 Plus $10 per 1 ,000 square feet of building area:(_ thousand square feet) 'lnclude number of gllllhg employees: 'lnclude number of oeq employessi ! Residential Districts........................... .. .......... $5OO Plus $5 per dwelling unit ( units) E Subdivision (SUB) n Create 3 lots or less E Create over 3 lots ....$'1000 + $'15 per I(_ lots) ,....... $600 . $325 . $500 $7s0 $100 $500 E Metes & Bounds (2 lots) E Consolidate Lots.........,. ..... $500 ... .. .. $300 ........... $ 1 50 .$150 s700. $200 $1s0 $275 $200 $s00 'Additional escrow may be requlred for other applications through the development contract. E Vacation of Easements/Right-of-way (VAC)........ $300 (Addational recording fees may apply) tr n tr E E Administrative Subd. (Line Adjustment)..... E Final Plat + $15 per lot................................(lncludes $450 escrow for attorney costs) Variance (VAR).................. Wetland Alteration Permit (WAP) E Single-Family Residence.............. E Att others...... Appeal of Administrative Decision....... Zoning Ordinance Amendment (ZOA) Nq[E: When multiple applications are processed concufiently, the apprcpriate fee shall be charged tor each application. ! Property Owners' List within 500' lcity to generale after pre-apptication meeting) .............. ........ $3 per address (_ addresses) ! Escrow for Recording Documents (check all that apply)........... ....$ perdocument* ! Conotion"r u;; F;;ii - -G0'- tr-i,i;,* u;"#,;it iio - si6 Ph; eireemehi - $as n Wetland Alteration Permit - $50 n Easements (- easements) $85 ! Vacation - $85 n Variance - $50 E Metes & Bounds Sub (2 deeds) $250 E Deeds - $100 19141 6gg' 500 Section 2: Required lnformation Description of Proposal: Property Address or Location Ps16s1 g; N/A Chaparral, Chaparral 2nd Addition and Chaparral 3rd Addition Legal Descript ;qn N/A Total Acreage: Present Zoning Wetlands Present?n ves E tto Requested Zoning N/A Residential Residential Present Land Use Designation:Requested Land Use Designation Existing Use of Property Residential E Check box if separate narrative is attached 213 Section 3: Property Owner and Applicant lnformation APPLICANT OTHER THAN PROPERTY OWNER: ln signing this application, I, as applicant, represent to have obtained authorization from the property owner to file this application. I agree to be bound by conditions of approval, subject only to the right to object at the hearings on the application or during the appeal period. lf this application has not been signed by the property owner, I have attached separate documentation of full legal capacity to file the application. This application should be processed in my name and I am the party whom the City should contact regarding any malter pertaining to this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct. Name Contact Phone: City/State/Zip Email: Address Signature: Cell: Fax: Date PROPERTY OWNER: ln signing this application, l, as property owner, have full legal capacity to, and hereby do, authorize the filing of this application. I understand that conditions of approval are binding and agree to be bound by those conditions, subject only to the right to object at the hearings or during the appeal periods. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct. prr". Loren Jenson Contact: Address ZO L Phone: city/state/zip 61 2-644-237 53Cell: Fax: Date Cell: Fax: Contact Phone: Email loren jenson@hotmail.com Signature PROJECT ENGINEER (if applicable) Name: Address City/State/Zip Email: completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before flling this application, refer to the appropriate Application Checklist and confer with the Planning Department to determine the specific ordinance and applicable procedural requiremenls. A determination of completeness of the application shall be made within '15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This application mu Section4: Notification lnformation Owner Email lorenjenson@hotmail.com *Other Contact lnformation : Name. Christy UlbrichE Property E Applicant ! EngineerE otrer Ema I EmaiL Email AddfeSS: 15710 Hiqhwood D, City/State/Zip Email sclp@pen es@yahoo com INSTRUCTIONS TO APPLICANT: Com plete all necessary form fields, then select SAVE FORM to save a copy to your device. PRINT FORM and deliver to city along with required documents and payment. SUBMIT FORM to send a digital copy to the city for processing. Who should receive copies of staff reports? 214 hri=f Ulbn;ch 1b= -L3\- g\33 215 My name is Loren Jenson. I own a property in the Chaparral Homeowners Association (the "Chaparral HOA') and I am the President of such association. The Chaparral HOA consists of 98 duplexes in the Chaparral, Chaparral 2d Addition and Chaparral 3'd Addition to Planned Unit Development (the "PUD"). There are no duplexes from other associations in the PUD. The Chaparral HOA wishes to amend Ordinance No. 658 regarding deck sizes for duplexes only. Therefore, the desired change to Ordinance No.658 (the "Ordinance") would only affect the Chaparral HOA. Currently, the Ordinance states that decks must be exactly 10 feet by 20 feet. The current required deck size is large relative to the size of duplexes in the Chaparral HOA (such duplexes are less than 2,000 square feet). Also, the current required deck size creates a financial burden for the Chaparral HOA given the current cost of materials, labor, etc. to build a deck. Therefore, the Chaparral HOA wishes to amend the Ordinance to state that decks for duplexes shall not exceed 10 feet bv 12 feet. /+rz7 216 fropoertr new *o,r),iA V un)renl'rn*l , ORDINANCE NO.658 AN ORDINANCE AMENDING CHAPTER 20 OF THE CHANHASSEN CITY CODE, THE CITY'S ZONING ORDINANCE, BY REZONING CERTAIN PROPERTY THE CITY COLINCIL OF THE CITY OF CHANIIASSEN ORDAINS Section 2 standards: The rezoning of this property incorporates the following development design Section l. Chapter 20 ofthe Chanhassen City Codc, the City's zoning ordinance, is hereby amended by rezoning all property within Chaparral, Chapanal 2"d Addition and Chapanal 3'd Addition to Planned Unit Development - Residential. Chaparral Zoning Standards a. Intent The purpose of this zone is to create a PUD for 169 single-family, 98 duplcxes and I 56 quad units. The use ofthe PUD zone is to allow lor more flexible design standards while creating a higher quality and more sensitive proposal. The PUD requires that the development demonstrate a higher quality of architectural standards and sitc design. Except as modified by the Chaparral PUD ordinance, the development shall comply with the requirements of the R-4. Mixed Low Density Residential District for the single-family and duplex units and R-8. Mixed Medium Density Residential District lor the quad units. b. Permitted Uses The permitted uses in this zone shall be 169 single-family. 98 duplex and 156 quad residential units and their ancillary uses. lf there is a question as to whether or nol a use meets the definition, the Planning Director shall make that interpretation. c. Minimum Lot Size: Single-Family - 10,000 square feet Duplex - 4.300 square feet Quad - 3,400 square feet Minimum Lot Width: Single-Family - 80 feet Duplex - 35 feet Quad - 35 feet Minimum Lot Depth: Single-Family - '120 feet Lot Requirements and Setbacks I 217 Duplex - 120 feet Quad 70 feet The PUD ordinance requires setbacks from roadways and exterior property lines. The following table displays those setbacks. Setback Standards Front 30 feet Side l0 l'eet Rear l0 leet Kerber Boulevard and Powers Boulevard Hard Surface Coverage 30 o/o * +Thc entirc development may not exceed 30 percent hard coverage. tndividual lots may exceed the 30 percent site coverage. o uad unirs: by 12 feet. Screened patios and porches c.innot extend from the building thrther than l0 feet Screened patios and porches must maintain a 20-foot front and rear yard setback Screened patios and porches may not exceed lO-lbot by 20-foot dimension. The City approved for the quad units a variance to permit decks and porches rvith an I8- foot front setback. Decks/porches may not exceed depth of l2 feet. Section 3. The zoning map of the City of Chanhassen sha.ll not be republished to show the aforesaid zoning, but the Clerk shall appropriately mark the zoning map on file in the Clerk's Office for the purpose of indicating the rezoning hereinabove provided for in this ordinance, and all ofthe notations, references, and other information shown thereon are hereby incorporated by reference and made a part of this ordinance. Section 4. This ordinance shall be eflective immediately upon i1s passage and publication PASSED AND ADOPTED this 27'h day of July, 2020 by the Ciry Council of the City of Chanhassen. Minnesota .) E *", /"1*- Interim City Manager Effiil.,M")", (Published in the Chanhasscn L'illuger on August 6,2020) Heather Johnsto 30 feet Decks cannot extend from building further than 10 feet Decks must be l0 feet by 20 feet Decks must maintain 20-foot front yard setback Notwithstanding anything herein to the contrarv, decks for Duplexes shall not exceed 10 feet 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA ORDINANCE NO. XXX AN ORDINANCE AMENDING THE CHAPARRAL PLANNED UNIT DEVELOPMENT ZONING ORDINANCE NO. 658 THE CITY COUNCIL OF THE CITY OF CHANHASSEN ORDAINS: Section 1. Ordinance No. 658 is hereby amended to read as follows: Chaparral Zoning Standards a.Intent The purpose of this zone is to create a PUD for 169 single-family, 98 duplexes and 156 quad units. The use of the PUD zone is to allow for more flexible design standards while creating a higher quality and more sensitive proposal. The PUD requires that the development demonstrate a higher quality of architectural standards and site design. Except as modified by the Chaparral PUD ordinance, the development shall comply with the requirements of the R-4, Mixed Low Density Residential District for the single-family and duplex units and R-8, Mixed Medium Density Residential District for the quad units. b.Permitted Uses The permitted uses in this zone shall be 74 169 single-family, 98 duplex and 156 quad residential units and their ancillary uses. If there is a question as to whether or not a use meets the definition, the Planning Director shall make that interpretation. c.Lot Requirements and Setbacks Minimum Lot Size: Single-Family – 10,000 square feet Duplex - 4,300 square feet Quad – 3,400 square feet Minimum Lot Width: Single-Family – 80 feet Duplex - 35 feet Quad – 35 feet Minimum Lot Depth: Single-Family – 120 feet Duplex - 120 feet Quad – 70 feet 234 2 The PUD ordinance requires setbacks from roadways and exterior property lines. The following table displays those setbacks. Setback Standards Front 30 feet Side 10 feet Rear 10 feet Kerber Boulevard and Powers Boulevard 30 feet Hard Surface Coverage 30 % * *The entire development may not exceed 30 percent hard coverage. Individual lots may exceed the 30 percent site coverage. Decks cannot extend from building further than 10 feet Decks must be 10 feet by 20 feet Decks must maintain 20-foot front yard setback Quad Units: Front Setback Rear Setback Max Depth Max Width Screened Patio 20 feet 20 feet 10 feet 20 feet Screened Porch 18 feet 20 feet 12 feet 20 feet Deck 18 feet 10 feet 12 feet 20 feet Screened patios and porches cannot extend from the building farther than 10 feet Screened patios and porches must maintain 20-foot front and rear yard setback. Screened patios and porches may not exceed 10-foot by 20-foot dimension. The City approved for the quad units a variance to permit decks and porches with an 18- foot front setback. Decks/porches may not exceed depth of 12 feet. Section 3. The zoning map of the City of Chanhassen shall not be republished to show the aforesaid zoning, but the Clerk shall appropriately mark the zoning map on file in the Clerk's Office for the purpose of indicating the rezoning hereinabove provided for in this ordinance, and all of the notations, references, and other information shown thereon are hereby incorporated by reference and made a part of this ordinance. Section 4. This ordinance shall be effective immediately upon its passage and publication. PASSED AND ADOPTED this ___ day of _____, 2024, by the City Council of the City of Chanhassen, Minnesota Jenny Potter, City Clerk Elise Ryan, Mayor (Published in the ______________________on ______________________) 235 Planning Commission Item July 16, 2024 Item Recommend Adoption of an Ordinance Amending City Code Chapter 20, Establishing Downtown Design Standards and Approving the Downtown Design Guidelines and Wayfinding Planning Study. File No.Item No: C.1 Agenda Section GENERAL BUSINESS Prepared By Eric Maass, Community Development Director Applicant Present Zoning Land Use Acerage Density Applicable Regulations SUGGESTED ACTION Recommend adoption of the ordinance amending chapter 20 of the City Code, establishing Downtown Design Standards and approving the Downtown Design Guidelines and Wayfinding Planning Study. SUMMARY The city contracted with HKGi to develop downtown design standards and design guidelines specific to the downtown area of Chanhassen as well as downtown wayfinding. Currently, the city has design standards for specific use types including office, commercial, multi-family residential, and industrial projects; however, those standards do not respond to the specifics of the downtown area. This project has developed specific standards and guidelines for development within the downtown area, which is 236 zoned as Central Business District. The Planning Commission held the required public hearing relative to the proposed zoning ordinance amendment to Chapter 20 of the City's zoning code at their meeting on June 4, 2024. Following the June 4, 2024 Planning Commission meeting, the City Council reviewed the comments from the Planning Commission as well as comments made during the public hearing. City Council directed that with this planning study the design elements related to the streetscape should not include specific street sections and instead only have more generalized language related to goals of future roadway designs to consider. This includes vehicular, bicycle, and pedestrian movements, increased pedestrian safety, intersection bump-outs, plantings, and furnishings such as benches, bike racks, and light fixtures. At such time that a road is being formally designed, engineers would utilize the design guidelines to inform their roadway designs, but the pages that indicated a suggested street section have been removed. Following reviews by both the City Council and the Planning Commission with community engagement throughout the planning process, staff is now requesting a formal recommendation of the zoning ordinance and planning study from the Planning Commission to the City Council. BACKGROUND This project is being supported by a Carver County Community Growth Partnership Initiative (CGPI) planning grant. DISCUSSION RECOMMENDATION Motion to recommend adoption of the ordinance establishing Downtown Design Standards and approving the Downtown Design Guidelines and Wayfinding Planning Study ATTACHMENTS Ordinance Adopting City of Chanhassen Downtown Design Standards City of Chanhassen Downtown Design Guidelines and Wayfinding Planning Study 237 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA ORDINANCE NO. XXX AN ORDINANCE AMENDING CHAPTER 20 CHANHASSEN CITY CODE THE CITY COUNCIL OF THE CITY OF CHANHASSEN, MINNESOTA ORDAINS: Section 1. DIVISION 20-XXIII – 11 DESIGN STANDARDS FOR THE CENTRAL BUSINESS DISTRICT (CBD) ZONING DISTRICT of the City Code, City of Chanhassen, Minnesota, is hereby adopted as follows: DIVISION 20-XXIII-11 DESIGN STANDARDS FOR CENTRAL BUSINESS DISTRICT Sec 20-1094 Purpose These design standards regulate site design and building design to enhance the quality of all new development and redevelopment. These design standards will: a) Promote high-quality site design, including placement of buildings, front yards, off-street parking areas, private usable open space, walk/bike connections, waste storage, and mechanical equipment. b) Promote high-quality building design, including building massing, building facades, parking structure facades, roof design, and exterior building materials. c) Create a unified, harmonious and high-quality visual environment throughout the downtown. d) Foster a distinctive and positive community image, thereby identifying downtown Chanhassen as a special place with a unique identity in the Twin Cities Region as a whole. Sec 20-1095 Intent The city intends that all development within the downtown should strive toward the highest level of quality in both design and construction. The criteria by which new development in the downtown shall be evaluated are as follows: a) Consistency with all provisions of the comprehensive plan, as amended from time to time; the surface water protection program; all provisions of the zoning ordinance and subdivision ordinance not specifically overridden by the provisions of these design standards; and all other applicable land use regulations. b) Preservation of the natural conditions found on each site to the greatest extent possible, through minimized removal of trees and other vegetation and soil, minimized site grading, and application of the practices found in the city's surface water management plan. 238 c) Establishment throughout the downtown of harmonious physical and visual relationships among existing, new, and proposed buildings, open spaces, natural terrain, and plant materials and placement with the intent of creating a unique and unified appearance for the downtown. d) Use of appropriate materials, lighting, textures, colors, and architectural and landscape forms to create a unified, high-quality design concept for each site that is compatible with adjacent and neighboring structures and functions, including but not limited to natural areas, city-owned property, and vacant land subject to future development in accordance with the comprehensive plan. e) Creation of unified site designs, each with a sense of internal order, that provide desirable environments for site users and visitors and the community as a whole and that consider all site elements including: the relationship of buildings to surrounding landforms; grading; architectural design; building, parking and loading dock orientation; building height; use of manmade materials, including paving; site furnishings (lighting, outdoor seating, signage, etc.); landscaping (retention of natural vegetation, plant selection and placement, retention and incorporation of water features, etc.); and other visible outdoor site elements. f) Creation of a suitable balance between the amount and arrangement of open space, landscaping, and view protection and the design and function of man-made features on the other. Achieving this balance shall take into account screening, buffering, size and orientation of open spaces, personal and property security, localized wind and solar effects, and protection of important public ways. g) Provision of safe and adequate access to and from sites giving ample consideration to the location and number of access points from public streets, the safety and convenience of merging and turning movements, and traffic management and mitigation. h) Provision of on-site vehicular, bicycling, and pedestrian circulation by way of interior drives, parking areas, pathways, and walkways adequate to handle anticipated needs and to safety buffer pedestrians and cyclists from motor vehicles. Ample consideration shall be given to the width of interior drives, internal traffic movement and flow, separation of pedestrian, cycling, automobile, and delivery traffic, and the safe, convenient, and practical arrangement of parking spaces. i) Adequate separation and protection of each site from adjacent properties, through reasonable provisions for surface water drainage, sound and sight buffers, view protection, privacy, and other aspects of design that may not be specifically covered by these or other regulations but are found to have significant effect on any or all of the properties and roadways. Sec 20-1096 District Applications a) The design standards shall apply to all development in the Central Business District. The design standards apply with the following exceptions: i.Internal alterations to buildings that affect less than 50 percent of the building's gross floor area and do result in a change to the building height, roof line or footprint. ii.Replacement or repair of existing materials. 239 iii.The standards shall apply only to the building or site elements being developed or altered. A proposal for changes to a building would be required to meet only those standards that pertain to buildings while changes to a parking area would only be required to meet standards for parking areas. b)The Street Typologies diagram establishes the street type designation for each downtown street including expansion of the future downtown street network. c)The City shall apply the design standards proportionately to the degree of change proposed. Minor improvements may be made to existing uses without costly upgrades or a complete change to the site. The Community Development Director may waive specific design standards based on the scale of the project. Sec 20-1097 Definitions a)Build-to-Zone means the area on the lot where all or a portion of the street-facing building facade must be located, established as a minimum and maximum front yard setback range. b)Occupied Space means an interior building space regularly occupied by the building users. It does not include storage areas, utility space, or parking. c)Street Frontage means the building and yard area facing and directly adjacent to a street right-of-way line. d)Street Frontage Coverage means the minimum percentage of the lot line that must have a building façade located within the build-to zone. Sec 20-1098 Site Design Standards a)Building Placement and Yard Standards 1)Street frontage coverage: A minimum percentage of all building fronts are required to be placed within a lot’s build-to-zone. To determine compliance with the street frontage coverage requirement, the total length of the building or building portion(s) 240 located in the build-to-zone is divided by the length of the lot or parcel on which the building is located. The remainder of a building may be placed outside the maximum front setback but shall not be located closer to the street than the minimum front setback. Street Type Downtown Core and Market Blvd Downtown Neighborhood Downtown Entry Neighborhood Connector Minimum 75%60%50%40% Figure 1. Street Frontage Coverage Front/corner yard areas: i) Front/corner yard areas along streets shall be designed as a unified streetscape that may include but is not limited to sidewalks, plantings, open space, public or private seating areas that are required to be installed and maintained by the building owner or homeowners’ association. ii) Walls, fences, monument signs, lighting, elevated private outdoor spaces, stairs leading to residential entries, guardrails, handrails and other similar building and landscape elements are allowed encroachments within the front/corner yard areas. iii) Utilities, transformers, and telecommunications equipment shall, to the extent feasible, not be located in the front/corner yard and shall be architecturally integrated or screened by landscaping or decorative fencing. iv) Awnings, canopies, marquees, signs, shading devices, cornices and lighting are permitted encroachments within the public right-of-way and setback areas but must be a minimum of eight (8) feet above sidewalk grade. b) Off-Street Parking and Loading Area Standards 1) Off-street vehicle parking areas: 241 i) For Downtown Core Streets and Downtown Neighborhood Streets, including future downtown street extensions, off-street parking areas shall not be permitted between the building and the street unless approved by the City due to unique site circumstances which shall include but are not limited to, existing access easements or parking easements. ii) Vehicular entrances and exits to parking areas shall have a maximum linear width of 12 feet if accommodating one direction of travel, and a maximum linear width of 24 feet if accommodating both an exit and entrance within the same curb cut. iii) Screening along the edges of off-street parking areas shall be high enough to screen vehicle headlights from adjacent properties, streets, and walkways, which shall be considered a minimum of three (3) feet high but shall not impact vehicle or pedestrian sight lines. Figure 2. Off-Street Parking 2) Off-street loading areas: i) All loading areas shall be screened to minimize visibility from all streets and neighboring buildings. Screening shall be provided by architectural elements, landscaping, fencing, or walls that are consistent with the building’s architecture. ii) In the Downtown Mixed Use character area established within City Code Section 20-737, loading areas shall have exterior lighting to increase safety for vehicular and pedestrian movement. c) Private Usable Open Space Standards 1) Private usable open space: Each development, both residential and non-residential, shall provide a minimum of 10% of the lot area as private usable open space. Private 242 usable open spaces will not count toward public open space dedication requirements. Usable open space means designed outdoor space that is either on the ground floor or in an upper level or building rooftop that is intended for passive or active recreation that is accessible and suited to the needs of the development’s residents, employees, and/or business patrons, and shall generally have the following characteristics: i) Functional and aesthetic design that relates to the principal building or buildings, with clear edges, including seating, landscaping, recreational facilities, sidewalk connections, and other amenities; ii) May be designed as courtyards, plazas, picnic areas, swimming pools, play areas, rooftop patios/gardens, or trails within natural areas; iii) Compatible with or expands upon existing pedestrian connections and public parks or open space; iv) May include both private common areas for use by all residents of that development, as well as a private unit’s open space for exclusive use by that unit’s residents; and v) Does not include driveways, parking areas, steep slopes, or stormwater ponds. d) On-Site Walk/Bike Connection Standards 1) Provision of internal site pedestrian and bicycle connections to all existing or planned public sidewalks and trails adjacent to the site. e) Waste Storage Standards 1) Storage of waste containers shall be accommodated inside buildings when feasible. 2) Waste storage is allowed outdoors if adequately screened either through architectural elements or with landscaping, fencing, or walls. The location shall minimize visibility from all streets and neighboring buildings. No waste storage is allowed between the building and the street. f) Mechanical Equipment Standards 1) To avoid noise and air quality impacts on open space areas, mechanical ducts or vents, with the exception of residential kitchen and bathroom vents, shall not be located adjacent to areas designated for common courtyards or activity areas. 2) Rooftop mechanical equipment greater than four feet in height or visible from the adjacent public right-of-way shall be screened in an enclosure that also considers views of adjacent buildings. All screening shall be at least of equal height to the mechanical equipment that it screens. Sec 20-1099 Building Design Standards Figure 3. Building Design 243 a) Building Massing Standards 1) Building Length: Maximum of 250 feet without a major break in the building facade. 2) Lower and Upper Floor Stepbacks: Portions of the building’s lower and upper floors shall be stepped back from the ground floor façade along street frontages a minimum of 5 feet. Lower and upper floor stepbacks shall provide vertical articulation to ground floor commercial spaces and architectural design features and/or provide vertical relief for the adjacent pedestrian environment as deemed appropriate by the City. b) Building Façade Standards 1) All buildings shall be constructed to meet the building façade standards in the following table: Building Façade Design Street Type Downtown Core and Market Blvd Downtown Neighborhood Downtown Entry Neighborhood Connector Primary Building Entrance Minimum of one primary entrance per street facade Spacing of Building Entrances Maximum distance between entrances is 75 ft. 244 Street Façade Articulation Minimum Every 35 ft.Every 35 ft.Every 55 ft. Every 20 ft. Street Façade Ground Floor Transparency Minimum 65%65%50%20% c) Parking Structure Façade Standards 1) Linear parking uses along street façades: All off-street parking structures that front a public street must be lined with occupied space at the ground floor, at least 18 feet in depth, between the parking area and exterior wall of the building. 2) All other frontages must visually screen the interior from the exterior under daylighting and night lighting conditions. d) Roof Design Standards 1) Flat roof only with a decorative parapet. e) Exterior Building Materials Standards 1) Exterior building materials are classified as primary, secondary or accent materials and are allowed as follows: Class of Exterior Building Materials Percentage Allowed Primary 50% minimum Secondary 40% maximum Accent 10% maximum Accent materials may include door and window frames, lintels, cornices and other minor elements. 2) The classes of materials consist of the following: Class of Exterior Building Materials Materials Allowed Primary Brick Stone Wood Glass Secondary Stucco/Synthetic stucco (upper floors only) Decorative/textured masonry units Accent Metal Glass block Spandrel glass Prohibited Tinted or mirrored glass 245 Section 2. This ordinance shall be effective immediately upon its passage and publication. PASSED AND ADOPTED this ___day of _____, 2024, by the City Council of the City of Chanhassen, Minnesota ______________________________________________________________ Jenny Potter, City Clerk Elise Ryan, Mayor (Published in the _________________________ on ______________________________) 246 DOWNTOWN DESIGN GUIDELINES CITY OF CHANHASSEN, MINNESOTA JULY 10TH, 2024 247 2 CITY OF CHANHASSEN, MN CONTENTS PROJECT PURPOSE DESIGN, ACCESS, & CONNECTIVITY Develop Downtown Design Guidelines that encourage property owners and developers to design new development that achieves the community’s aspirations and preferred downtown character Leverage best practices from other cities for downtown, mixed use, and pedestrian- oriented design standards/guidelines CONTENTS 2 Project Purpose 2 INTRODUCTION 3 What Are Design Guidelines? 3 SITE DESIGN 4 Overview 4 Design Guidelines 5 BUILDING DESIGN 10 Overview 10 Design Guidelines 11 STREETS 14 Overview 14 Design Guidelines 15 WAYFINDING 20 Overview 20 Potential Sign Locations 23 248 3 DESIGN GUIDELINESDRAFT INTRODUCTION WHAT ARE DESIGN GUIDELINES? • Provide property owners and developers additional guidance in the form of community preferences and best practices, rather than requirements. • Language of design guidelines is “should”, “encourage”, “prefer”. • Focused on guiding development that creates a strong sense of place. • Used alongside the required design standards in the zoning code. • Property owners and developers should review these guidelines prior to submitting a development application and are expected to provide a narrative as part of their development proposal that identifies how the project achieves these guidelines. 249 4 CITY OF CHANHASSEN, MN SITE DESIGN OVERVIEW The site development guidelines articulate the desired development characteristics for private redevelopment projects within the downtown. The guidelines for the placement of parking, either surface or structured, trees/landscaping, site furnishings, lighting, utility and service/delivery/storage areas and on-site stormwater management. The guidelines are not intended to impose a particular style upon new development or construction in Downtown Chanhassen. GOALS • Consider the broader context of the downtown when designing an individual redevelopment site. Thinking contextually about the bigger picture will aid in the transition of the overall downtown during earlier phases of redevelopment. • Respect adjacent properties in order to design the appropriate landscaping, lighting levels, building entry points, and loading and delivery areas. • Ensure site development patterns reflect a unified scale and character that create an identifiable downtown. • Promote the development of a multi-modal downtown with buildings that define and enclose downtown streets and parks/open spaces, create streets with a “sense of place”, reinforce the urban character of the downtown, and encourage pedestrian-oriented activity along the streets and sidewalks. • Promote site development patterns that are oriented to downtown’s public streets, parks and open spaces/plazas. • Encourage convenient, safe and attractive walk/bike connections from building entries and parking facilities to public sidewalk and trail systems, and bike parking/storage facilities. • Managing stormwater effectively is critical to the ecological functions and public safety of the downtown. Well-designed stormwater management approaches can lead to water conservation, groundwater recharge, and reductions in the cost of the City’s stormwater infrastructure and maintenance. • Utilize structured parking to support the necessary densities for redevelopment structured parking must be utilized for mixed-use development. This likely means below grade parking for residential uses, or potential ramp structures lined with residential, commercial, or office uses. The city should pursue a district-wide approach to parking: Design structured parking with the potential to serve both public and private functions. 250 5 DESIGN GUIDELINESDRAFT PARKING 1. Single-use parking spaces should be minimized. 2. Public parking facilities should be easily accessible and identifiable. District signage should be utilized to identify public parking facilities, such as the Southwest Transit parking structure. 3. The presence of structured parking entrances should be minimized so that they do not dominate the street frontage of a building. Possible techniques include: -recessing the entry; -extending portions of the structure over the entrance; -using screening and landscaping; -using the smallest curb cut possible; and -creating a more dominant pedestrian entrance to the automobile entrance in terms of prominence on the streetscape. 4. Above-grade parking structures should fit with the character of surrounding buildings using complementary exterior wall materials, treatments, forms, articulation, fenestration, patterns, and colors. Even though these buildings store automobiles, they should appear to be part of a collection of neighboring buildings along the street. 5. Above-grade parking structures should contain, or be lined by, commercial/retail uses at street level along W 78th and Market Blvd. and by office or residential uses on upper stories. 6. If above-grade parking structures do not contain active uses at street level, landscaping and other screening devices are encouraged to buffer parking structures from pedestrian view. 7. Design parking facilities to minimize impacts of vehicle headlights on adjacent uses. 8. Surface parking lots should have enhanced landscaping, tree plantings, and a strong pedestrian connection to business and resident entries of buildings. DESIGN GUIDELINES 251 6 CITY OF CHANHASSEN, MN TREES/LANDSCAPING 1. Maximize the ratio of planted surfaces to non-planted surfaces to reduce unnecessary hard surface cover wherever possible. 2. Encourage landscaped plazas, courtyards and gardens. 3. Native plant and tree species are encouraged to reduce maintenance and promote water conservation. 4. Encourage landscaping along exterior building walls to provide shade and cooling. ON-SITE STORMWATER MANAGEMENT 1. State of the art techniques should be considered for collecting, filtering, and treating stormwater runoff from development sites whenever feasible. When/ where possible take a regional approach. 2. Design site irrigation facilities with water efficient systems. 3. Utilize native plant material to reduce water demand. 4. Incorporate porous pavers into hard surface areas to increase stormwater infiltration. 5. Encourage the use of green roofs to reduce the amount of stormwater runoff. 6. Promote the harvesting and reuse of stormwater for irrigation and grey water purposes. 7. Potential for additional underground storage. SITE DESIGN 252 7 DESIGN GUIDELINESDRAFT SITE FURNISHINGS 1. Locate site furnishings for ease of use by patrons. Site plans should identify locations with seating, trash receptacles, etc. 2. Site furnishings should be harmonious with the building architecture and compliment the public realm established by the streetscape. LIGHTING 1. Use building lighting only for safe illumination of building entries, service areas, and pedestrian/ vehicle movement areas. 2. Lighting at building entries, service areas, and pedestrian/vehicle movement areas should be limited to low wattage downcast or low cut-off fixtures that may remain on throughout the night. 3. Service area lighting should be confined within the service area boundaries and enclosure walls. No spill-over lighting should occur outside of the service or storage area. Lighting sources should not be visible from the street. 4. Accent lighting should be limited to indirect lighting of specific signage, architectural, and landscape features only; lighting should not exhibit or advertise the buildings itself. Unshielded bulbs or exposed neon lighting should not be used to accentuate building signage, architectural, and landscape features. 5. Consider how overhead string lighting and seasonal lighting can be incorporated to promote placemaking. 253 8 CITY OF CHANHASSEN, MN SERVICE, DELIVERY, AND STORAGE AREAS 1. Locate service, delivery, and storage areas so that views of them from adjacent properties, streets, open spaces, and pathways are minimized. 2. Where feasible, utilize landscape and architectural screening to minimize visual impacts of service, delivery, and storage areas. 3. Use signage to clearly identify service entrances to discourage the use of main building entries for service and delivery areas. SITE DESIGN UTILITIES 1. As streets are reconstructed, existing above ground utilities should be relocated below ground within the public street rights-of-way whenever feasible. 2. Enhance the visual aesthetics of any above ground utility structures with landscaping, fencing, or other approved screening devices. Ensure access for maintenance. 3. Locate above ground utility structures away from major pedestrian and gathering areas, building entrances, windows, and stormwater drainage areas where feasible. 254 9 DESIGN GUIDELINESDRAFT POTENTIAL DESIGN GUIDELINES FOR PUBLIC ART 1. Existing and new spaces, such as parking lots, plazas, and parks, that allow artists and audiences to interact in a participatory, temporary and somewhat unstructured manner should be created within the downtown. Public art events could include festivals, street painting events, concerts, and markets. 2. The creation of signature public art works at gateway sites and other major destinations should be promoted to create visible landmarks. 3. Artists should be engaged in creating unique, customized public realm elements, such as seating, bike racks, wayfinding, tree grates, light fixtures, and transit facilities. 4. Pedestrian-friendly wayfinding should be created as an integral component of the public art initiative to encourage people to move from one area to another within the downtown. 5. Public-private partnerships should be leveraged to create public art that enhances public infrastructure and open spaces, and maximize synergy with developers, both public and private. 6. New technologies, such as Quick Response (QR) codes and geo- locational applications, should be embraced to allow audiences to access information about public art and other events going on in the downtown. 255 10 CITY OF CHANHASSEN, MN BUILDING DESIGN OVERVIEW The following guidelines provide direction on building character, placement of building entries, exterior building materials, awnings/canopies, signs, and sustainability. The guidelines are not intended to impose a particular style upon new development or construction in Downtown Chanhassen. GOALS • Encourage buildings that are human scaled, contribute to downtown’s mix of uses, and create a high-quality pedestrian environment. • New buildings should have an enduring architecture with cohesive features that enhance the unique character of the downtown district. • Creative building design that allows a variety of architectural techniques in order to achieve a complementary mix of downtown buildings with individual styles. • Promote the incorporation of green building strategies and sustainable design elements to reduce energy use and costs. 256 11 DESIGN GUIDELINESDRAFT BUILDING ENTRANCES 1. Entrances should be welcoming to passers-by being architecturally distinct from the rest of the building and serving as a focal point. 2. The use of awnings, recessed entries, porticos, front porches, verandas, and other similar features are encouraged to provide weather protection as well as visual interest to an entrance. 3. Entrances and lobbies should incorporate transparency and lighting to encourage visibility and create a welcoming connection to the street. 4. A majority of entrances on the primary frontage should be close to the same elevation of the sidewalk to provide ease of access to pedestrians. DESIGN GUIDELINES BUILDING CHARACTER 1. Building design should emphasize a human scale at ground level, at entryways, and along street frontages through the creative use of windows, doors, columns, canopies, and awnings or other architectural elements. 2. Building facades should include thoughtful changes in building materials, parapet heights, fenestration, and other elements which create variety in the building façade but still contribute to a cohesive design. 3. Ground floors and lower floors should be designed to have more visual interest and detail than upper floors through elements such as large windows, inset doorways, terraces, vertical piers, landscape walls, art, and other design elements that reinforce a human scale. 4. Encourage the incorporation of functional balconies or upper level terraces in buildings along streets and open spaces to create interest and variety of the building façade as well as put more “eyes on the street”. 257 12 CITY OF CHANHASSEN, MN EXTERIOR BUILDING MATERIALS 1. Architectural innovation is encouraged through the use of both contemporary and traditional materials. 2. Changes in material should generally occur where the wall plane changes, between stories of a multi-story building, or where there is an architectural detail such as a belt course, cornice, parapet, or wall cap. 3. Primary building colors should be muted earth tones. 4. Accent colors should harmonize with, and complement, primary building colors. Use of color accents should be understated or reserved; garish use of color should be avoided. BUILDING DESIGN AWNINGS AND CANOPIES 1. Awnings should project over individual window and door openings but should not extend between window and door openings. 2. Awnings should be mounted on the frame of a window or door opening rather than the wall surrounding the opening. 3. Retractable, open-ended shed awnings, with a front valance or panel but no side panels, are the preferred style. Shed awnings are more transparent, allow increased views into storefront windows, don’t obscure building architectural features, and are visually lighter and simpler in appearance. 4. Awning signs should usually be located on the front valance, so that the signage is visible whether the awning is extended out or retracted against the building’s façade. 5. Canvas, canvas blend, and acrylics that resemble canvas are appropriate materials for awnings and canopies; vinyl, metal, glass and shiny materials are generally not appropriate. 258 13 DESIGN GUIDELINESDRAFT SUSTAINABILITY 1. Buildings should be designed to maximize the use of natural light to reduce overall energy consumption and reduce exposure to artificial lighting which can negatively impact human health. 2. Windows should be non-reflective, provide a high degree of light transmittance, and include operable windows to create opportunities for cross-ventilation and reduction of energy costs. 3. Sustainable features such as green roofs, electric vehicle charging stations, window shading devices, photovoltaic panels are encouraged to reduce the ecological footprint of the development. 4. Flat building roofs should be used for their green roof potential such as community gardens, solar panels, and rainwater harvesting equipment. SIGNS 1. Signs should be placed to fit in with the building’s overall architectural composition and not compete with its architectural features. 2. The scale of a sign should reflect the scale of the building’s façade in terms of width and height, as well as the rhythms and sizes of window and door openings. 3. Sign materials should be compatible with the materials and character of the building façade. 4. Color tones between a sign’s lettering/symbols and background should have sufficient contrast to make the sign clearly legible. Sign colors should complement those of the building’s façade. Projected signage for sidewalk pedestrians 259 14 CITY OF CHANHASSEN, MN OVERVIEW An active street life is critical to successful downtowns. Providing a safe, comfortable, and a uniquely identifiable public realm connects people to the place, brings energy and life to the district and makes a memorable place. Pedestrian oriented streets set the tone for downtown redevelopment and character. The following design guidelines focus on the design of streets and the public realm in the Downtown Mixed Use and Downtown West character areas of downtown Chanhassen. GOALS CREATE A UNIFIED STREETSCAPE DESIGN THROUGHOUT THE DOWNTOWN Landscaped medians and roadside buffers with accent lighting and seasonal lighting, street trees and plantings to provide shade and add to the pedestrian experience, streetscape lighting and banner poles as the defining the streetscape character and rhythm; integrated site furnishings and wayfinding/signage. ENSURE UNIVERSAL DESIGN Continuous, unobstructed sidewalks (ranging from 5’-8’ in width); ADA curb ramps for all users at all intersections; accessible pedestrian crossing signals. PROVIDE EXTENSIVE LANDSCAPING Improved boulevard and median plantings; coordinated utility locations with landscape plans to provide more potential tree planting and landscape planting locations. Promote a healthy, well- maintained urban forest canopy. PROVIDE SPACES FOR PUBLIC LIFE Safe, useable public seating for gathering; landscaping; reclaiming of excess street space for public use including expanded walkways, boulevards, or bump-out islands for pedestrian crossings; space for outdoor cafe and restaurant seating and merchant displays. ENHANCE PEDESTRIAN SAFETY Safe, convenient pedestrian crossings; curb radii and curb bump-outs that slow traffic, shorten crossing distance, and enhance visibility; pedestrian countdown signals and other pedestrian priority signals. DESIGN FOR ACTIVE STREETS AT ALL SEASONS Comfortable environments to enhance the movement of people in the public realm throughout all streets in the downtown area. STREETS 260 15 DESIGN GUIDELINESDRAFT DESIGN GUIDELINES STREET NETWORK AND DESIGN 1. With redevelopment, break down the large existing “superblocks” of development in the downtown between W. 78th Street and the rail line by creating new street connections that reduce the block size, on both the east and west sides of Market Boulevard to create a more pedestrian and walkable district. 2. Build off the existing pattern of development and existing street network and access points along W. 78th Street and Market Boulevard to create a more intuitive and navigable grid pattern for the core of downtown. 3. Create a hierarchy of street types based on roadway design criteria, available right-of-way, and intended adjacent uses to create a multi- functional network of streets and to guide a range of adjacent development types for the district. 4. Recognize existing infrastructure investments and right-of-way corridors and build the new street network to maximize redevelopment potential and to create a new pattern and scale of development in the area. BIKE FACILITIES 1. Provide a multi-use pathway along the north side of West 78th Street through the downtown to connect the downtown to Lake Ann Park and trails to the west and the existing pedestrian bridge over Highway 5 on the east side of downtown. 2. Locate bike racks throughout the district to encourage and facilitate biking as a means of transportation. Bike racks should be placed in groups at convenient, safe, and within well-lit paved areas in the build to zone or public right of way. Bike racks should also be provided in parking garages. 3. Promote development of free bike maintenance stations that provide amenities, such as a tire pump, tire air gauge, tire levers, tools, etc., along major bike routes and at the Civic Campus and SW Transit Station. 4. Provide bike parking/storage facilities at the Civic Campus and SW Transit Station. 261 16 CITY OF CHANHASSEN, MN STREETS INTERSECTION CROSSINGS 1. Minimize the number of vehicle curb cuts on through sidewalks. 2. Provide frequent pedestrian connections throughout the downtown via walks, trails, and pedestrian or shared use streets. 3. Provide curb bump-outs at street intersections, wherever feasible, to shorten crosswalk distances, calm traffic, provide areas for street furnishings/landscaping, and to delineate the limits of on- street parking. 4. Provide clearly marked walk/bike crossings at all street intersections with reflective paint, special paving materials, light signal and/or signage alerting motorists to the walk/bike crossing. 5. Utilize pedestrian-activated countdown crossing lights at key signalized intersections. SIDEWALKS 1. Provide continuous sidewalks on both sides of the street within each street type. 2. Align sidewalks with one another and connect them to key civic and commercial destinations in the downtown and to the surrounding residential neighborhoods. 3. Provide an expanded pedestrian zone to accommodate anticipated pedestrian traffic levels and allow for street furnishings, lighting, plantings, and outdoor restaurant seating on Primary Downtown Roadways. 4. Provide curb bump-outs at street intersections, wherever feasible, to shorten crosswalk distances, calm traffic, provide areas for street furnishings/landscaping, and delineate limits of on-street parking. 5. Provide clearly marked walk/bike crossings at all Primary Roadway intersections with reflective paint, special paving materials, light signal and/or signage alerting motorists to the walk/bike crossings. 6. Utilize pedestrian-activated countdown crossing lights at key signalized intersections. 262 17 DESIGN GUIDELINESDRAFT LANDSCAPING 1. Where medians exist, maintain the medians with landscape plantings and trees with accent lighting and seasonal holiday lighting. 2. Plant street trees at regular intervals appropriate to the root structure and canopy of the tree species chosen. Encouraged to provide a street tree every 20-30 feet. 3. Install similar mix of street tree species and spacing on both sides of the street within a given block. 4. Plant native tree and plant species to reduce maintenance (reduced irrigation, salt tolerance, etc.), and reduce the urban heat island effect. 5. Plant low-maintenance/drought-tolerant plants and trees to reduce irrigation needs; consider allowing exceptions for higher-maintenance materials in areas with high pedestrian traffic and community gathering spaces. 6. Consider trees and plant materials that minimize visual obstruction of business signage facing the street. 7. Consider planters with annual flowering plants to create a welcoming pedestrian environment and contribute to the unique identity of downtown Chanhassen. 8. Prohibit plant materials, fencing, or landscape improvements greater than 18 inches in height within sight lines of any street intersection or driveway. 9. Prohibit artificial plant materials. 263 18 CITY OF CHANHASSEN, MN STREETS LIGHTING 1. Design streetscape lighting to accommodate vehicular traffic but also a comfortable and safe light level for pedestrians. 2. Utilize a similar family of fixtures for the lighting design of all public streets within the district. Variation of pole height, mounting height, and accessories to be dictated by streetscape type and overall lighting level needs. FURNISHINGS 1. Place street furnishings (benches and seating, trash/recycling receptacles, bollards, bike racks, wayfinding kiosks or signage, etc.) at building entry areas, plazas, near intersections, and along the primary roadways in downtown. 2. Utilize a consistent design palette (style, materials, and color) of street furnishings that are visually interesting and reflect the character of the downtown Chanhassen, tie to the Civic Campus design, and provide a strong sense of community identity. 3. Provide street furnishings that enhance the comfort, accessibility, safety, and functionality of the streetscape. 4. Utilize street furnishings that are made of durable materials, easily maintained/repaired, and are locally available, when feasible. 5. Install street light poles that accommodate banners and holiday decorations that will improve the visual character and identity of the street. Page Intentionally Left Blank 264 19 DESIGN GUIDELINESDRAFT Page Intentionally Left Blank 265 20 CITY OF CHANHASSEN, MN WAYFINDING OVERVIEW Signage helps announce and celebrate the downtown district and wayfinding helps patrons and visitors navigate the downtown to key civic destinations like the Library, License Center and Post Office. The following represents the desired look and aesthetic for broader wayfinding throughout the downtown. Signage varies in scale from highway-oriented signage located along Highway 5, to gateway monuments, and wayfinding signs that could be located within the boulevard or post mounted throughout the downtown. The signage aesthetics is derived from the Civic Campus architecture and site design and provides continuity throughout the downtown district. SIGN FAMILY 266 21 DESIGN GUIDELINESDRAFT CIVIC CAMPUS SIGNS OVERVIEW Signage helps announce and celebrate the downtown district and wayfinding helps patrons and visitors navigate the downtown to key civic destinations like the Library, License Center and Post Office. The following represents the desired look and aesthetic for broader wayfinding throughout the downtown. Signage varies in scale from highway-oriented signage located along Highway 5, to gateway monuments, and wayfinding signs that could be located within the boulevard or post mounted throughout the downtown. The signage aesthetics is derived from the Civic Campus architecture and site design and provides continuity throughout the downtown district. 267 22 CITY OF CHANHASSEN, MN WAYFINDING SIGN MATERIALITY The following represent ts the intended materiality for the wayfinding signs in downtown. 268 23 DESIGN GUIDELINESDRAFT POTENTIAL SIGN LOCATIONS 269 24 CITY OF CHANHASSEN, MN 270 Planning Commission Item July 16, 2024 Item Approve Planning Commission Meeting Minutes dated June 18, 2024 File No.Item No: D.1 Agenda Section APPROVAL OF MINUTES Prepared By Amy Weidman, Senior Admin Support Specialist Applicant Present Zoning Land Use Acerage Density Applicable Regulations SUGGESTED ACTION "The Chanhassen Planning Commission approves its June 18, 2024 meeting minutes" SUMMARY BACKGROUND DISCUSSION RECOMMENDATION 271 ATTACHMENTS Planning Commission Meeting Minutes dated June 18, 2024 272 CHANHASSEN PLANNING COMMISSION REGULAR MEETING MINUTES JUNE 18, 2024 CALL TO ORDER: Chairman Noyes called the meeting to order at 6:00 p.m. MEMBERS PRESENT: Chairman Eric Noyes, Steve Jobe, Ed Goff, Ryan Soller, Jeremy Rosengren, Katie Trevena. STAFF PRESENT: Rachel Arsenault, Associate Planner; Rachel Jeske, Planner; Eric Maass, Community Development Director; Laurie Hokkanen, City Manager; Samantha DiMaggio, Economic Development Manager. PUBLIC PRESENT: Donna Pickard, TruNorth Solar, 1215 Lilac Lane Gerald and Karon Story, 6281 Teton Lane Gary Dohse, 6251 Teton Lane Rod Provart, Hope House ADMINISTRATIVE PRESENTATIONS 1. CHANHASSEN BLUFFS RECREATIONAL FACILITY PROJECT UPDATE Laurie Hokkanen, City Manager, gave an update on the Chanhassen Bluffs Recreational Facility Project. The local option sales tax will be on the ballot for a referendum on November 5. She presented concept design images. She requested assistance in spreading information about the project at various community events. Commissioner Soller asked if the referendum is approved, if the Planning Commission had a role in the decision-making process and what that would look like. Eric Maass, Community Development Director, responded that they would have a similar decision-making role as the Civic Campus project. Commissioner Soller asked if the recreational facility would exist within the Avienda PUD. Mr. Maass answered that the Avienda PUD does contemplate a regional recreation center in the proposed location. Commissioner Goff asked if it was considered to build one sheet of ice and a pool rather than two sheets of ice. 273 Planning Commission Minutes – June 18, 2024 2 Ms. Hokkanen answered that adding a pool to the facility would cost approximately $35 million. She stated no pools can cover their operating costs and they have a shorter amenity life. She commented that they discussed phasing the facility, starting with one rink and having the turf section of the sports floor be outdoors. When phasing a project, the project becomes more expensive overall with the integration. She commented that operating one sheet of ice was less efficient and could not attract tournaments, which is desired for business support. Commissioner Soller asked if the rink was built to be used for the high school team. Ms. Hokkanen responded that the rink will be operated by the city, and they do not have a formal agreement for the high school hockey team to use the rink, but there is potential for an agreement. Commissioner Jobe inquired if any club teams had expressed interest in utilizing the recreational facility. Ms. Hokkanen commented that the facility is meant to be self-sustaining via operating costs. A large part of this would be hourly rentals of the ice rink, gym space, and turf. There have been regular conversations with local sports groups who have expressed interest in utilizing the space. Chair Noyes asked about the current price tag of the project. Ms. Hokkanen answered that it is an $85 million project. Half of this is proposed to be funded through a local option sales tax. The sales tax would be half of a cent and some of the proceeds would come from individuals not a part of the community. The overall sales tax impact for residents would be $35 a year. The other half of the project cost would be funded by a property tax levy, which would be phased in over three years. She stated that the $85 million is forecasted for construction in Spring 2026. Chair Noyes asked how the project changes the dynamic of the tenants of Avienda. Ms. Hokkanen responded that the facility would most likely attract a hotel to the Avienda project. Other businesses would be attracted because of the likely increase in business traffic. Commissioner Trevena asked if it does not move forward in the referendum, would there be additional state funding available. Ms. Hokkanen answered that the local option sales tax is a limited time offer. They received permission to ask about the sales tax in 2024. She stated that the legislature required them to hold the vote in 2024. There have been conversations in the State legislature about tightening up regulations of local option sales tax to not allow for funding for the construction of recreational facilities. PUBLIC HEARINGS: 274 Planning Commission Minutes – June 18, 2024 3 1. CONSIDER A VARIANCE REQUEST FOR A GROUND-MOUNTED SOLAR ARRAY TO BE LOCATED AT 6251 TETON LANE Rachel Arsenault, Associate Planner, gave a summary of Planning Case #2024-07 and the request for a ground-mounted solar array to be located at 6251 Teton Lane. She presented the zoning code overview and a staff summary and assessment. Commissioner Goff asked about what part of the solar request needs variance. Ms. Arsenault responded that the ground-mount solar requires a variance. Commissioner Soller referenced subpoint B on the staff summary and assessment and asked where the language was in the code. Ms. Arsenault responded that it was in the administrative code in Chapter 20. Mr. Maass stated that these specific standards met are established by the State and adopted into the City Code. Commissioner Trevena asked if there was any precedent for ground-mounted solar. Ms. Arsenault responded that she was not aware of any precedent. There have been some inquiries. Mr. Maass commented that any one variance does not provide precedent for future requests. Commissioner Goff stated that 17 panels could fit but they would need 24 panels. Ms. Arsenault answered that was a request from the owner. Mr. Maass responded that they could fit on the roof but would not have adequate access to sunlight to be effective. Donna Pickard, from TruNorth Solar, and from 1215 Lilac Lane, voiced excitement about putting ground-mount solar in this location because there is natural screening already and it has great sunlight. The roof would make it difficult to meet energy needs. She explained the shading analysis program. Commissioner Rosengren asked if it was an inverter being installed or an inverter battery system. Ms. Pickard responded that there was no battery, but it was a grid-type system. She stated that the inverter will be mounted on the array. Commissioner Rosengren asked about power cabling from the inverter to the house. Ms. Pickard answered that the power cabling would be buried from the inverter to the house. 275 Planning Commission Minutes – June 18, 2024 4 Chairman Noyes opened the public hearing. Gerald and Karon Story, 6281 Teton Lane, shared that their property would be most impacted by the proposed solar panel project because their backyards meet and that they believed the proposed solar array would alter the essential character of the locality and single-family neighborhood. Ms. Story stated the trees should not impact the roof. She stated that the solar panels should melt snow so it would help the roof. He stated that the trees lose their leaves in the winter so the sun can reach the roof. Ms. Story shared her belief that the property is the highest point in Chanhassen and would be 30 feet even though it is only 10 feet. There is a lot of wildlife. He commented that their property would have a total view of the panel. She says they need a 40-foot retaining wall so that they would not be able to view the solar panel from their property. She voiced concerns about the possibility of fire associated with the solar panel because of the amount of vegetation in the area. Mr. Story says it would be the size of a house, and Ms. Story says it would be like having a power plant in a residential neighborhood. Ms. Story discussed her concern about toxic panels, billions of panels losing efficiency, fires, and how solar panels are disposed of when they lose efficiency. Chair Noyes reminded Ms. Story that the public hearing is for the variance and not for the effectiveness of solar power. Mr. Story invited the Commissioners to come and view the proposed location from their property and requested that no variance be granted. Chairman Noyes closed the public hearing. Chairman Noyes stated that whether the solar panel array is located on the ground or the roof, it is visible, and the neighbors don’t want to see it. Commissioner Soller commented that the provision in the code that would have an impact is the screening. The code states that ground-mounted solar needs to be screened as adequately as possible. The neighboring residents claim that there is not enough screening. He requested clarification since the code does not quantify the needed level of screening, but clarified that screening is the only part of the neighbors’ opposition that can be discussed. Mr. Maass showed the aerial map and responded that the staff considered what was around the home, and the property elevation; it seemed a reasonable amount of screening with the existing six-foot privacy fence and the vegetation. If the Planning Commission would like additional screening, there could be additional trees planted, specifically spruce trees for year-round screening. Chairman Noyes asked what the difference in elevation on the property line was. Mr. Maass answered that from one bold contour to the next bold contour, it is ten feet in elevation change. The map also showed two-foot contours. It is approximately eight feet in elevation change from the property line on the south. Chairman Noyes asked about the purpose of the screening trees. 276 Planning Commission Minutes – June 18, 2024 5 Mr. Maass stated that the distance from the array to the trees and the grade needs to be considered. The recommendation would be to put the trees along the existing fence line to allow for mature growth. Commissioner Goff commented that the shadow pattern on the roof was not consistent with the manufacturers. He voiced concern that the solar panel company could utilize their data in a different way which allows a variance, and only using one data source. Commissioner Rosengren stated that even if the roof had enough sun, it would only be able to support seventeen of the twenty-four needed panels. Chair Noyes commented whether the solar panels are on the roof or the ground, they are still trying to sell solar panels. The solar company will make a profit either way. Commissioner Rosengren stated that the way you calculate the required solar panels is a standard calculation. He stated that since the roof cannot support the required number of solar panels, the variance seems logical to support. Chair Noyes commented it might be beneficial to consider a solution to help shield the view of the solar panels. Commissioner Trevena asked if the ground solar panel array must be 24 solar panels or if there was flexibility. Ms. Arsenault answered that all twenty-four solar panels would be on the ground. Commissioner Rosengren asked if additional screening was recommended, and how that would impact the variance. Chair Noyes answered the motion could include the stipulation to incorporate trees to help shield the solar panels. Commissioner Jobe commented that he did not feel comfortable telling the resident where to plant trees and that it would take time for the trees to reach proper maturity to provide benefits and would be a similar lifecycle as the solar panel. Commissioner Soller commented that the City Code prohibited ground-mounted solar panels without a variance. He stated the conditions meet the requirements to receive a variance. The City Code requires being screened from view for ground-mounted solar panels. Commissioner Rosengren stated that the code did not mention the extent of the screening. Chair Noyes commented that the developer, property owner, and the city needed to work together to come up with a solution. 277 Planning Commission Minutes – June 18, 2024 6 Commissioner Rosengren voiced appreciation that the variances are not a precedent, but it will serve as a reference for future variance requests so there should be a good-faith effort to have an appropriate screening strategy. Commissioner Soller stated that it would be beneficial to have boots on the ground to consider what would be appropriate screening. He stated it would be unreasonable to guarantee one hundred percent screening, but there should still be screening to the extent possible. Mr. Maass stated it might be beneficial for the property owners to voice their willingness to plant additional trees on the property and whether they would be willing to accommodate that. Gary Dohse, 6251 Teton Lane, stated that they have already installed two thirty-foot maple trees between the fence and the array. He invited the Planning Commission to come and look at it to see what the house looks like. He commented there is a lot of vegetation already on the property. Commissioner Soller moved, Commissioner Jobe seconded that the Chanhassen Board of Appeals and Adjustments approve the requested ground mounted solar energy system variance for the construction of the system at 6251 Teton Lane subject to the conditions of approval and adopt the attached Findings of Facts and Decision as amended based on Planning Commission discussion regarding addition of appropriate screening as determined by City Staff. All voted in favor and the motion carried unanimously with a vote of 6 to 0. 2. CONSIDER ORDINANCE XXX: AMENDING CONDITIONAL USES IN THE RURAL RESIDENTIAL (RR) ZONING DISTRICT Rachel Jeske, Planner, provided an overview of low-density residential zoning districts. She reviewed the requested changes and background. Chairman Noyes opened the public hearing. Rod Provart, Hope House, thanked the City Staff and the Planning Commission for their service. He explained the purpose of the Hope House to support teens. Commissioner Jobe asked if they were operating the Hope House as a 245B or a stat one independent for licensure purposes. He also asked if they were licensed through the Department of Human Services. Mr. Provart explained they work with the Department of Human Services and would need to be relicensed to accommodate additional bed space. Chairman Noyes closed the public hearing. Mr. Maass stated that Hope House and Westwood Church are requesting the amendment. The proposal is a change to the overall City Code. They would return with a future conditional usage permit if the City Code change is adopted. 278 Planning Commission Minutes – June 18, 2024 7 Commissioner Trevena moved, Commissioner Rosengren seconded that the Chanhassen Planning Commission recommend that the City Council adopt the Ordinance amending conditional uses in the rural residential zoning district as presented. All voted in favor and the motion carried unanimously with a vote of 6 to 0. 3. CONSIDER ORDIANCE XXX: AMENDMENT TO THE CHILDREN’S LEARNING ADVENTURE PLANNED UNIT DEVELOPMENT (PUD) Eric Maass, Community Development Director, reviewed the proposed ordinance amendment for the Children’s Learning Adventure Plan. He explained the development limitations beyond PUD, the setback from West 78th Street, Galpin Boulevard, and the west perimeter lot line. Chair Noyes asked if the city purchases the property, and how the economics would work. Mr. Maass answered that the city could purchase an easement for stormwater, or they could condemn it by the land and utilize it for stormwater. Chair Noyes asked if there was any other potential development that could use stormwater runoff capacity. Mr. Maass responded that they consider regional stormwater ponds and the location for them. He provided an example of one current regional stormwater pond. He stated that this site is not an opportunity for regional stormwater. Commissioner Goff asked about the theory behind number ten of the proposed ordinance amendment. Mr. Maass explained that the PUD is a negotiation. The limitations from setbacks and the limitations of the site, it was not a large attraction to the city. He stated he did not anticipate things to change that much on that side of the road. Commissioner Goff asked if this was the best solution or if there should be an additional number eleven providing an opportunity for a pond. Mr. Maass responded that the Excel site was replaced and relocated a wetland. At this location, there would not be a way to relocate wetlands on this piece of property. Commissioner Goff asked about the logic of striking number ten. Mr. Maass answered that in the discussions with the property owner, eliminating number ten would make it easier in discussions with the city. Chairman Noyes opened the public hearing. Chairman Noyes closed the public hearing. 279 Planning Commission Minutes – June 18, 2024 8 Commissioner Trevena moved, Commissioner Jobe seconded that the Chanhassen Planning Commission recommend that the City Council adopt the Ordinance amending the Children’s Learning Adventure Planned Unit Development (PUD) as presented. All voted in favor and the motion carried unanimously with a vote of 6 to 0. APPROVAL OF MINUTES: 1. APPROVAL OF PLANNING COMMISSION MINUTES DATED JUNE 4, 2024 Commissioner Goff moved, Commissioner Soller seconded to approve the Chanhassen Planning Commission summary minutes dated June 4, 2024 as presented. All voted in favor, and the motion carried unanimously with a vote of 6 to 0. COMMISSION PRESENTATIONS: CORRESPONDENCE DISCUSSION: OPEN DISCUSSION: Eric Maass, Community Development Director, suggested rescheduling the July 2, 2024 meeting to be a work session to talk about accessory dwelling units. ADJOURNMENT: Commissioner Goff moved, Commissioner Jobe seconded to adjourn the meeting. All voted in favor and the motion carried unanimously with a vote of 6 to 0. The Planning Commission meeting was adjourned at 7:36 p.m. Submitted by Eric Maass Community Development Director 280 Planning Commission Item July 16, 2024 Item Approve Planning Commission Work Session Minutes dated July 2, 2024 File No.Item No: D.2 Agenda Section APPROVAL OF MINUTES Prepared By Amy Weidman, Senior Admin Support Specialist Applicant Present Zoning Land Use Acerage Density Applicable Regulations SUGGESTED ACTION "The Chanhassen Planning Commission approves its July 2, 2024 work session minutes" SUMMARY BACKGROUND DISCUSSION RECOMMENDATION 281 ATTACHMENTS Planning Commission Work Session Minutes dated July 2, 2024 282 CHANHASSEN PLANNING COMMISSION WORK SESSION MINUTES July 2, 2024 The work session was called to order at 6:00 p.m. COUNCIL MEMBERS PRESENT: Commissioner Steve Jobe, Commissioner Ed Goff, Commissioner Ryan Soller, Commissioner Katie Trevena, Commissioner Jeremy Rosengren COUNCIL MEMBERS ABSENT: Chair Eric Noyes STAFF PRESENT: Eric Maass, Community Development Director; Rachel Arsenault, Associate Planner; Rachel Jeske, Planner PUBLIC PRESENT: None Accessory Dwelling Unit Discussion Eric Maass, Community Development Director, defines Accessory Dwelling Units (ADU) and their history in Chanhassen. The Commissioners asked clarifying questions on the existing accessory dwelling unit ordinance. Mr. Maass addressed why the current process of applying for a variance for an accessory dwelling unit is not the proper entitlement tool and recommended that accessory dwelling units were allowed by right or by a Conditional Use Permit instead. Mr. Maass presented on how surrounding cities permit accessory dwelling units in their city codes. The Planning Commissioners concluded that they would like to remove the requirement that an application have a demonstrated need based upon disability, age or financial hardship, that the home maintain only one main entry, and that it also not require that the applicant show that the variance will not be injurious to or adversely affect the health, safety or welfare of the residents of the city or the neighborhood where the property is situated and will be in keeping with the spirit and intent of this chapter. Commissioner Rosengren expressed preference for ordinances created by the City of Minnetonka and the City of Wayzata. Mr. Maass sought the commissioners’ opinions on aspects of a potential new ordinance such as the type of ADUs that would be permitted, whether ADUs would be permitted by right or through the CUP process, whether renting of ADUs would be permitted, potentially maximum size, and parking restrictions. The commissioners confirmed that they would not like to limit the types of ADUs that are permissible. 283 During the discussion of the permitting process, Mr. Maass brought up the potential for the approval process for conditional use permits for ADUs being delegated to the Planning Commission, similar to variances or the option of delegating review of proposed ADU’s to staff as an administrative approval. The commissioners agreed that they would like all ADUs to be approved administratively by staff to eliminate any financial or time constraints on the applicants. After the discussion, the Planning Commission agreed and developed a series of potential stipulations or conditions related to ADU’s. They included the following: 1.Definition of an ADU 2.Internal and attached ADU’s require a building permit 3. One ADU per property 4. ADU’s over a detached garage require a building permit 5. Rental Policy – ADU’s may be rented as either a short- or long-term rental but only if the other dwelling unit on the property is owner occupied. 6. Maintain a single utility service and a single roadway access. 7. Design Standards – ADU should complement the main principal structure. 8. Lot Cover – total lot cover would continue to be restricted by the zoning district. 9. Any property zoned for residential use is eligible for a detached or attached ADU. 10. ADU’s may not be sold independently from the principal dwelling. 11. Additional parking is not required for an ADU. 12. ADU’s shall abide by MN building code regulations. The commissioners would like staff to clarify if there is a part of the Minnesota Building Code that would limit the maximum size of ADUs based on the consistent size constraints by other cities. The commissioners believed that lot cover constraints were l ikely to dictate the maximum size of an ADU for most properties. The commissioners expressed no interest in regulating parking for accessory dwelling units. Mr. Maass stated that the next steps would be to present the results of this work session to the City Council at one of their work sessions prior to beginning the ordinance amendment process. The meeting was adjourned at 8:00 p.m. Prepared by Rachel Jeske Planner 284