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HomeMy WebLinkAbout25-52P Grillo DentalTOWN OF SOUTH WINDSOR PLANNING 5s ZONING COMMISSION A PPbICATION FORMuNkw@rp rwru {Hm DEC 09 2025ApplicationNumber:”AK :Q’D Ofiicial Receipt Date:”HQ ”15’‘u‘g 7.025 VPC Application #2 Ti g 7 7 30am Mmson Pmwm DEPT mu m WINDSOR PLANN‘NG DEPT. APPLICANT;GRILLO FAMILY PROPERTY LLC FROJECT NAME:GRILLo DENTAL SITE PLAN MoDIFICATION COMPLETE LOCATION OF PROPERTY:498 BUCKLAND ROAD ,SOUTH WINDSOR ,CONNECTICUT OWNER OF RECORD ON LAND RECORDS:GRILLO FAMILY PROPERTY LLC OWNER ADDRESS:379 MAIN STREET,SOUTH WINDSOR,CT ,06074 Gls PIN #15300498 ZONE GD NAME,ADDRESS,TELEPHONE 8L EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: DANIEL H.JAMESON,P.E ,DESIGN PROFESSIONALS INC.58 CONNECTICUT AVE,SUITE H. 860-291—8755 djameson@dpinc.co Estimated presentation time : THIS APPLICATION IS FOR:(Check all that apply): Zone Change to (Public Hearing and Certificate of Mailing Required) Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) Subdivision D Minor D Major Resubdivision (Public Hearing Required)D Minor D Major Conditional Subdivision Special Exception to Table (Public Hearing and Certificate of Mailing Required) Site Plan of Development D New Modification Building(s)Sq Ft General Plan of Development Earth Filling (Sec.7.6)and/or Earth Removal (Sec.7.l6)(Public Hearing and Certificate of Mailing Required Regulation Amendment D Zoning D Subdivision —Attach proposed amendment (Public Hearing Required Temporary and Conditional Permit (Public Hearing Required)for Temporary and Conditional Permit Renewal for Detached Accessory Apartment Major Home Occupation (Public Hearing and Certificate of Mailing Required)for Other (explain in detail) PLEASE NOTE:An Application Pending Sign is required to be posted on the propert ten (10)days prior o being heard by the Commission. DDDDDEDDDDDDDUD mtions / ,/ Signature ZQ/IN5\F of Applicant 7 |{I I v I)IY\’O Signatur 6\/I\’Xi Property Owner \/C F DMD Print Name of Applicant ’Print N%e of Property Owner ReVised 9/1/2023 ry TOWN OF SOUTH WINDSOR PLANNING 85 ZONING COMMISSION APPLICATION FORM Application Number:7 g ‘5 2T)Q E x?E W E E3; Official Receipt Date:’1 M a”DEC 09 2025 VPC Application #:2‘1 g 77 $OUTH VWNDSOR PLANMNG DEPT APPLICANT:GRILLo FAMILY PROPERTY LLc PROJECT NAME:GRILLo DENTAL SITE PLAN MODIFICATION COMPLETE LOCATION OF PROPERTY:498 BUCKLAND ROAD ,SOUTH WINDSOR ,CONNECTICUT OWNER OF RECORD ON LAND RECORDS:GRILLO FAMILY PROPERTY LLC OWNER ADDRESS:379 MAIN STREET.SOUTH WINDSOR.CT .06074 GIS PIN #15300498 ZONE GD NAME,ADDRESS,TELEPHONE 8t,EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: DANIEL H.JAMESON,P.E ,DESIGN PROFESSIONALS INC.5B CONNECTICUT AVE,SUITE H. 860—291.g755 djameson@dpinc.co Estimated presentation time : THIS APPLICATION IS FOR:(Check all that apply): PLEASE NOTE:An Application Pending Sign is required to be posted on the property for all applications ten (10)days priorzto being heard by the Commission. KY /‘7//7 S Mm % of/Applicant I \/é r re of Py%ty Own eH /I I Print Name of Applicant Print Name of Pioperty Owner Revised 9/1/2023 D Zone Change to (Public Hearing and Certificate of Mailing Required) D Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) D Subdivision D Minor D Major D Resubdivision (Public Hearing Required)D Minor D Major D Conditional Subdivision D Special Exception to Table (Public Hearing and Certificate of Mailing Required) D Site Plan of Development B New D Modification Building(s)Sq Ft D General Plan of Development D Earth Filling (Sec.7.6)and/or Earth Removal (Sec.7.16)(Public Hearing and Certificate Of Mailing Required D Regulation Amendment D Zoning D Subdivision -Attach proposed amendment (Public Hearing Required D Temporary and Conditional Permit (Public Hearing Required)for D Temporary and Conditional Permit Renewal for D Detached Accessory Apartment D Major Home Occupation (Public Hearing and Certificate of Mailing Required)for Other (explain in detajl)Requesting Staff review per section 8.5E for Minor Modmcations to Site Plans 1 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION FOR SITE PLANS APPLICANT_____________________________________________________________ PROJECT NAME_________________________________________________________ This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. _____ 1. On each sheet for plans or maps, title block with the following information: _____ a. Name, address, email address, and telephone of applicant _____ b. Name, address, email address, and telephone of Land Surveyor or Professional Engineer _____ c. Name of Development _____ d. Date when drawings were made _____ 2. Key Map: An overall map drawn to a scale of 1 inch equaling either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. _____ a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. _____ b. Outline of buildings _____ c. Layout of streets _____ d. Surrounding property boundaries within 500 feet _____ e. Names of abutting property owners _____ f. Proposed open spaces and recreation areas _____ g. Driveway cuts on abutting properties and any properties across from proposed site _____ h. Distance to and name of nearest intersection street _____ 3. Architectural Elevations: See checklist for Architecture and Design Review. 2 _____ 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equaling 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: _____ a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. _____ b. Proposed streets and street lines with center line station, curve data, and parking spaces _____ c. Building lines in accordance with zoning regulations _____ d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened) _____ e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Easement Date Filed Vol/Pg _____ f. Names of abutting property owners _____ g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. _____ h. All open space or other common or public land uses shall be indicated. _____ i. A-2 certification; P.E./L.S. Seal _____ 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: _____ a. All existing and proposed buildings _____ b. Curb Lines and pavement width, sidewalks _____ c. Existing and proposed sanitary sewers _____ d. Existing and proposed water and all existing utilities 3 _____ e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. _____ f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. _____ g. Regulated wetlands and 100-year floodplain or note that none are present _____ h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. _____ i. Connections of all springs into proposed storm drainage system as needed _____ j. Location and indications of existing brook channels, and 100-year flood limits _____ k. A-2 & T-2 Certification; P.E & L.S. Seals _____ 6. Landscaping plan _____ 7. Drainage calculations: Zero Runoff Increase per SW Public Improvement Standards. _____ 8. Traffic Report _____ 9. Site Lighting Plan _____ 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: _____ a. Layout of streets in sections coordinated by stations with the profile _____ b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes . _____ c. Sight line at driveway & street intersections 4 _____ d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. _____ e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths, and slopes of pipes. _____ f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. _____ g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. _____ h. Profiles shall show all sanitary sewer lines and manholes, including elevations (inverts, top of frame), sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. _____ 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. _____ 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. ____________________________________ _________________________ PLAN PREPARER (P.E./L.S.) DATE ______________________________________ Print Name W:\Planning Admin\Forms\Check Lists\Site Plan Checklist.doc February 2002; Rev. 4-04, 04-23 Daniel H. Jameson PE 12/08/2025 © ··· es i g n ro f e s s i o n a l s esign rofessionals · · · esign rofessionals 490 BUCKLAND ROAD COPPER HAVEN PROPERTIES LLC 15300490 530 BUCKLAND ROAD AMERICAN EAGLE FINANCIAL CREDIT UNION 15300530 440 BUCKLAND ROAD BERRY PATCH II ASSOCIATES LIMITED 15300440 513 BUCKLAND ROAD SBC COMMUNICATIONS INC 15300513 479 BUCKLAND ROAD SOUTH WINDSOR REALITY CO LLC 15300491 © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s · · · ’ · · · · ’ · © ··· es i g n ro f e s s i o n a l s Not to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale ACCESSIBLE PARKING SIGN3 “ ” · ·” ·“” · · · © ··· es i g n ro f e s s i o n a l s Not to Scale TYPICAL SITE RETAINING WALL9 Not to Scale BITUMINOUS CONCRETE LIP CURB7Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD DUTY6 Not to Scale RIPRAP SWALE10 Not to Scale PAVED LEAK OFF11 X X X X X X X X X X X X X X X X X X X X X X X X X X XX XX X X X X X X X es i g n ro f e s s i o n a l s © ···· · · · Stormwater Management Report Grillo Dental Site Plan Modification 498 Buckland Road, South Windsor, CT Prepared for: Grillo Property Family LLC 379 Main Street, South Windsor, CT Prepared by: Design Professionals, Inc. 58 Connecticut Avenue, Suite H South Windsor, CT December 08, 2025 Table of Contents Section Page Introduction 1 Pre-Development Site Conditions 1 Post-Development Site Conditions 2 Analysis of Results 3 Water Quality 3 Conclusion 4 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D NOAA Atlas 14 Precipitation Data E Water Quality Calculations Water Quality Volume F Drainage Area Maps Existing Drainage Map Proposed Drainage Map 1 Introduction Grillo Property Family LLC is proposing to redevelop the 1.1± acre parcel located at 498 Buckland Road, South Windsor as identified on the Town of South Windsor Property Listing Report as GIS Pin: 15300498. Proposed redevelopment includes the construction of nine (9) parking spaces, retaining wall, regrading of the existing water quality basin and associated site improvements. The total proposed area of disturbance for the redevelopment plan is 8,490± sqft (0.19± ac). This considers disturbance concentrated in the Eastern section of the property, the bulk of which lies within the wetland upland review area. Note, no direct disturbance to the wetland areas is anticipated with this development. For further details, please refer to the plans entitled “Grillo Dental Site Plan Modification ~ 498 Buckland Road ~ South Windsor, CT” prepared by Design Professionals, Inc. (DPI) and dated December 08, 2025 as amended. Pre-Development Site Conditions The parcel is commercial in use and located in the Commercial (C) Zone. It is accessed directly from Buckland Road, abutting the Western property boundary. From the Western boundary tending East, the site features a 1-story dental practice, Grillo Dental (8,300± GFA), access drive adjoining parking lot and water quality basin (WQB). In terms of landcover, the site is predominantly grass, including manicured lawns surrounding the practice. The existing building, parking lot, and concrete walks contribute to the impervious coverage while shrubbery, isolated trees and some dense growths of wooded areas make up the remaining landcover. Soil Types B and B/D were identified on site based on the Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping. Refer to Appendix C for The NRCS Soil Maps & Data. Review of the existing topography revealed that stormwater runoff for the most part is directed towards the water quality basin, with some drainage across each cardinal property boundaries. Design Points assessed, respected these corresponding relative stormwater runoff patterns. As such, five (5) drainage areas were identified E1, E2, E3, E4 and E5 with four (4) design points. Design Point 1 (DP1) considered offsite flow leaving the site across the Eastern property boundary, including stormwater runoff from the water quality basin. Design Points 2, 3 and 4 (DP2 – DP4) considered stormwater runoff across the Northern, Western, and Southern property boundaries respectively. Refer to the Existing Drainage Map enclosed in Appendix F. For Pre-Development Drainage HydroCAD Report data refer to Appendix A. An evaluation of the existing stormwater discharge at each design point was performed, utilizing the NRCS’s TR- 55 method to predict the peak rates of runoff and volumes. Peak rates of stormwater runoff 2 discharging to the design point were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. NOAA Atlas 14 precipitation data was obtained to determine precipitation depths for each rain event. The NOAA Type D rainfall distribution was used for modeling design storms as recommended in the 2024 Connecticut Stormwater Manual. NOAA Atlas 14 precipitation data for the site is included as Appendix D. Post Development Site Conditions The proposed redevelopment will include the expansion of the existing parking area to include nine (9) additional parking spaces, eight (8) of which will be tandem parking spaces. Associated site improvements include, but are not limited to, the construction of a paved leak off to control stormwater runoff, retaining wall, and the relocation of an adjacent light pole. For the post development condition analysis, the Design Points were maintained and storm water best management practices (BMP’s) improved upon. Stormwater discharge was evaluated based on the design considerations specified in the 2024 Connecticut Stormwater Quality Manual. The existing water quality basin is designed to accept direct flow from the parking area, existing outflow catch basin, and yard drains on site. Outflow from the basin is controlled by a v-notched weir within a retaining wall, the top of which was modelled as a broad crested rectangular weir, conveying runoff to the wetland at the Eastern property line. Given the proposed increase in impervious cover, stormwater runoff rates were anticipated to increase. To mitigate against any reciprocal increase in peak flow to the design points considered, expansion of the existing basin is proposed. This would allow the elevation of the v- notched weir to remain the same. This redesign also considers water quality requirements for the basin, see Water Quality Section. Refer to the Proposed Drainage Map (Appendix F). For Post- Development Drainage HydroCAD Reports refer to Appendix B. 3 Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD modeling software using National Resource Conservation Service (NRCS) hydrology methods. The locations identified as points of interest for assessing stormwater runoff discharge rates were modeled to compare existing and proposed site conditions. The following table contains the data generated from HydroCAD: Reach (cfs) 2-year 10-year 25-year 50-year 100-year DP#1 – Flow to Eastern Property Boundary Pre 0.26 1.25 2.54 3.31 4.10 Post 0.23 1.10 2.41 3.24 4.06 DP#2 – Flow Northern Property Boundary Pre 0.02 0.06 0.09 0.11 0.13 Post 0.02 0.06 0.09 0.11 0.13 DP#3 – Flow Western Property Boundary Pre 0.05 0.20 0.32 0.41 0.52 Post 0.05 0.20 0.32 0.41 0.52 DP#4 – Flow Southern Property Boundary Pre 0.05 0.15 0.22 0.27 0.34 Post 0.05 0.15 0.22 0.27 0.33 As indicated in the table above, the project will result in proposed peak runoff rates that are less than the runoff rates of the existing conditions for the design storms considered. In accordance with the 2024 Connecticut Stormwater Quality Manual, Stormwater Management Standard 2 requires a 50% reduction of the peak flow rate for a 2-yr 24hr storm. This requirement may be waived if there is less than 1 acre of Directly Connected Impervious Areas (DCIA). For this project, the increase in impervious area is approximately 1,300± sqft. With this, the anticipated change in DCIA is less than 1 acre as such, would allow for the 50% reduction to the 2-yr storm flow to be waived. Water Quality To satisfy Stormwater Management Standard 1 of the 2024 Connecticut Stormwater Quality Manual, water quality volume (WQV) should be retained onsite. Proposed Conditions analyzed this volume based on the 1.3” design rated recommended by Manual. The resulting WQV requirement is 1,888.40 cft (0.043 ac-ft), which is contained in the basin before outflow elevation is achieved from the v-notched weir. Refer to Water Quality Volume Calculations and Stage Storage Table in Appendix E. 4 Stormwater Management Standards 3 through 5 - the Construction of Soil Erosion and Sediment Control and Post Construction Operation Maintenance and the Stormwater Management Plan respectively – are satisfied in the enclosed Erosion and Sedimentation control plans as referenced. Plans include a dewatering sac and haybales to control the transmission of sediments offsite and other measures to control sediment accumulation from construction activities. Refer to the site plan entitled “Grillo Dental Site Plan Modification ~ 498 Buckland Road ~ South Windsor, CT” prepared by Design Professionals, Inc. (DPI) and dated December 08, 2025 as amended for E&S plans, construction sequencing, and post-construction stormwater maintenance requirements. Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site and should not pose any detrimental impacts to the existing stormwater conditions. APPENDIX A (Pre-Development Drainage HydroCAD Report) Existing Conditions E1 EX BASIN E2 EX EAST E3 DP2 - EX NORTH E4 DP4 - EX SOUTH E5 DP3 - EX WEST 2P EXISTING POND 3L DP1 Routing Diagram for 1917 - HydroCAD Prepared by Design Professionals Inc., Printed 12/8/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions 1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr NOAA 24-hr D Default 24.00 1 3.11 2 2 10-yr NOAA 24-hr D Default 24.00 1 4.92 2 3 25-yr NOAA 24-hr D Default 24.00 1 6.05 2 4 50-yr NOAA 24-hr D Default 24.00 1 6.88 2 5 100-yr NOAA 24-hr D Default 24.00 1 7.79 2 Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,521 sf 50.00% Impervious Runoff Depth=1.47"Subcatchment E1: EX BASIN Tc=10.0 min CN=82 Runoff=1.08 cfs 0.091 af Runoff Area=5,293 sf 0.00% Impervious Runoff Depth=0.68"Subcatchment E2: EX EAST Tc=10.0 min CN=68 Runoff=0.07 cfs 0.007 af Runoff Area=1,231 sf 15.11% Impervious Runoff Depth=0.73"Subcatchment E3: DP2 - EX NORTH Tc=6.0 min CN=69 Runoff=0.02 cfs 0.002 af Runoff Area=3,336 sf 1.29% Impervious Runoff Depth=0.64"Subcatchment E4: DP4 - EX SOUTH Tc=7.0 min CN=67 Runoff=0.05 cfs 0.004 af Runoff Area=6,246 sf 3.95% Impervious Runoff Depth=0.44"Subcatchment E5: DP3 - EX WEST Tc=8.0 min CN=62 Runoff=0.05 cfs 0.005 af Peak Elev=89.95' Storage=2,644 cf Inflow=1.08 cfs 0.091 afPond 2P: EXISTING POND Outflow=0.24 cfs 0.085 af Inflow=0.26 cfs 0.092 afLink 3L: DP1 Primary=0.26 cfs 0.092 af Total Runoff Area = 1.116 ac Runoff Volume = 0.109 af Average Runoff Depth = 1.17" 65.58% Pervious = 0.732 ac 34.42% Impervious = 0.384 ac Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,521 sf 50.00% Impervious Runoff Depth=3.01"Subcatchment E1: EX BASIN Tc=10.0 min CN=82 Runoff=2.21 cfs 0.187 af Runoff Area=5,293 sf 0.00% Impervious Runoff Depth=1.82"Subcatchment E2: EX EAST Tc=10.0 min CN=68 Runoff=0.21 cfs 0.018 af Runoff Area=1,231 sf 15.11% Impervious Runoff Depth=1.90"Subcatchment E3: DP2 - EX NORTH Tc=6.0 min CN=69 Runoff=0.06 cfs 0.004 af Runoff Area=3,336 sf 1.29% Impervious Runoff Depth=1.75"Subcatchment E4: DP4 - EX SOUTH Tc=7.0 min CN=67 Runoff=0.15 cfs 0.011 af Runoff Area=6,246 sf 3.95% Impervious Runoff Depth=1.39"Subcatchment E5: DP3 - EX WEST Tc=8.0 min CN=62 Runoff=0.20 cfs 0.017 af Peak Elev=90.28' Storage=3,797 cf Inflow=2.21 cfs 0.187 afPond 2P: EXISTING POND Outflow=1.13 cfs 0.181 af Inflow=1.25 cfs 0.199 afLink 3L: DP1 Primary=1.25 cfs 0.199 af Total Runoff Area = 1.116 ac Runoff Volume = 0.238 af Average Runoff Depth = 2.56" 65.58% Pervious = 0.732 ac 34.42% Impervious = 0.384 ac Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,521 sf 50.00% Impervious Runoff Depth=4.03"Subcatchment E1: EX BASIN Tc=10.0 min CN=82 Runoff=2.93 cfs 0.251 af Runoff Area=5,293 sf 0.00% Impervious Runoff Depth=2.66"Subcatchment E2: EX EAST Tc=10.0 min CN=68 Runoff=0.32 cfs 0.027 af Runoff Area=1,231 sf 15.11% Impervious Runoff Depth=2.75"Subcatchment E3: DP2 - EX NORTH Tc=6.0 min CN=69 Runoff=0.09 cfs 0.006 af Runoff Area=3,336 sf 1.29% Impervious Runoff Depth=2.57"Subcatchment E4: DP4 - EX SOUTH Tc=7.0 min CN=67 Runoff=0.22 cfs 0.016 af Runoff Area=6,246 sf 3.95% Impervious Runoff Depth=2.12"Subcatchment E5: DP3 - EX WEST Tc=8.0 min CN=62 Runoff=0.32 cfs 0.025 af Peak Elev=90.36' Storage=4,105 cf Inflow=2.93 cfs 0.251 afPond 2P: EXISTING POND Outflow=2.29 cfs 0.245 af Inflow=2.54 cfs 0.272 afLink 3L: DP1 Primary=2.54 cfs 0.272 af Total Runoff Area = 1.116 ac Runoff Volume = 0.326 af Average Runoff Depth = 3.51" 65.58% Pervious = 0.732 ac 34.42% Impervious = 0.384 ac Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,521 sf 50.00% Impervious Runoff Depth=4.80"Subcatchment E1: EX BASIN Tc=10.0 min CN=82 Runoff=3.47 cfs 0.299 af Runoff Area=5,293 sf 0.00% Impervious Runoff Depth=3.31"Subcatchment E2: EX EAST Tc=10.0 min CN=68 Runoff=0.40 cfs 0.034 af Runoff Area=1,231 sf 15.11% Impervious Runoff Depth=3.42"Subcatchment E3: DP2 - EX NORTH Tc=6.0 min CN=69 Runoff=0.11 cfs 0.008 af Runoff Area=3,336 sf 1.29% Impervious Runoff Depth=3.21"Subcatchment E4: DP4 - EX SOUTH Tc=7.0 min CN=67 Runoff=0.27 cfs 0.020 af Runoff Area=6,246 sf 3.95% Impervious Runoff Depth=2.71"Subcatchment E5: DP3 - EX WEST Tc=8.0 min CN=62 Runoff=0.41 cfs 0.032 af Peak Elev=90.39' Storage=4,250 cf Inflow=3.47 cfs 0.299 afPond 2P: EXISTING POND Outflow=2.97 cfs 0.293 af Inflow=3.31 cfs 0.326 afLink 3L: DP1 Primary=3.31 cfs 0.326 af Total Runoff Area = 1.116 ac Runoff Volume = 0.393 af Average Runoff Depth = 4.23" 65.58% Pervious = 0.732 ac 34.42% Impervious = 0.384 ac Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,521 sf 50.00% Impervious Runoff Depth=5.66"Subcatchment E1: EX BASIN Tc=10.0 min CN=82 Runoff=4.06 cfs 0.352 af Runoff Area=5,293 sf 0.00% Impervious Runoff Depth=4.06"Subcatchment E2: EX EAST Tc=10.0 min CN=68 Runoff=0.49 cfs 0.041 af Runoff Area=1,231 sf 15.11% Impervious Runoff Depth=4.17"Subcatchment E3: DP2 - EX NORTH Tc=6.0 min CN=69 Runoff=0.13 cfs 0.010 af Runoff Area=3,336 sf 1.29% Impervious Runoff Depth=3.95"Subcatchment E4: DP4 - EX SOUTH Tc=7.0 min CN=67 Runoff=0.34 cfs 0.025 af Runoff Area=6,246 sf 3.95% Impervious Runoff Depth=3.39"Subcatchment E5: DP3 - EX WEST Tc=8.0 min CN=62 Runoff=0.52 cfs 0.041 af Peak Elev=90.43' Storage=4,382 cf Inflow=4.06 cfs 0.352 afPond 2P: EXISTING POND Outflow=3.65 cfs 0.346 af Inflow=4.10 cfs 0.387 afLink 3L: DP1 Primary=4.10 cfs 0.387 af Total Runoff Area = 1.116 ac Runoff Volume = 0.469 af Average Runoff Depth = 5.04" 65.58% Pervious = 0.732 ac 34.42% Impervious = 0.384 ac Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EX BASIN Runoff = 1.08 cfs @ 12.18 hrs, Volume= 0.091 af, Depth= 1.47" Routed to Pond 2P : EXISTING POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 7,813 61 >75% Grass cover, Good, HSG B * 8,449 71 >75% Grass cover, Good, HSG B/D 15,741 98 Paved parking, HSG B * 518 98 Paved parking, HSG B/D 32,521 82 Weighted Average 16,262 50.00% Pervious Area 16,259 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E1: EX BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=32,521 sf Runoff Volume=0.091 af Runoff Depth=1.47" Tc=10.0 min CN=82 1.08 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EX EAST Runoff = 0.07 cfs @ 12.19 hrs, Volume= 0.007 af, Depth= 0.68" Routed to Link 3L : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description * 1,595 71 >75% Grass cover, Good, HSG B/D * 3,698 66 Woods, Good, HSG B/D 5,293 68 Weighted Average 5,293 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E2: EX EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=5,293 sf Runoff Volume=0.007 af Runoff Depth=0.68" Tc=10.0 min CN=68 0.07 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: DP2 - EX NORTH Runoff = 0.02 cfs @ 12.14 hrs, Volume= 0.002 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 532 61 >75% Grass cover, Good, HSG B * 66 71 >75% Grass cover, Good, HSG B/D 186 98 Paved parking, HSG B 9 55 Woods, Good, HSG B * 438 66 Woods, Good, HSG B/D 1,231 69 Weighted Average 1,045 84.89% Pervious Area 186 15.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E3: DP2 - EX NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=1,231 sf Runoff Volume=0.002 af Runoff Depth=0.73" Tc=6.0 min CN=69 0.02 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E4: DP4 - EX SOUTH Runoff = 0.05 cfs @ 12.15 hrs, Volume= 0.004 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 1,127 61 >75% Grass cover, Good, HSG B * 1,502 71 >75% Grass cover, Good, HSG B/D 41 98 Paved parking, HSG B * 2 98 Paved parking, HSG B/D * 664 66 Woods, Good, HSG B/D 3,336 67 Weighted Average 3,293 98.71% Pervious Area 43 1.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment E4: DP4 - EX SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.052 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=3,336 sf Runoff Volume=0.004 af Runoff Depth=0.64" Tc=7.0 min CN=67 0.05 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E5: DP3 - EX WEST Runoff = 0.05 cfs @ 12.18 hrs, Volume= 0.005 af, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 5,999 61 >75% Grass cover, Good, HSG B 247 98 Paved parking, HSG B 6,246 62 Weighted Average 5,999 96.05% Pervious Area 247 3.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment E5: DP3 - EX WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=6,246 sf Runoff Volume=0.005 af Runoff Depth=0.44" Tc=8.0 min CN=62 0.05 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2P: EXISTING POND Inflow Area = 0.747 ac, 50.00% Impervious, Inflow Depth = 1.47" for 2-yr event Inflow = 1.08 cfs @ 12.18 hrs, Volume= 0.091 af Outflow = 0.24 cfs @ 12.68 hrs, Volume= 0.085 af, Atten= 78%, Lag= 30.3 min Primary = 0.24 cfs @ 12.68 hrs, Volume= 0.085 af Routed to Link 3L : DP1 Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Starting Elev= 89.43' Surf.Area= 2,711 sf Storage= 1,051 cf Peak Elev= 89.95' @ 12.68 hrs Surf.Area= 3,364 sf Storage= 2,644 cf (1,594 cf above start) Plug-Flow detention time= 377.6 min calculated for 0.061 af (67% of inflow) Center-of-Mass det. time= 167.7 min ( 1,019.8 - 852.0 ) Volume Invert Avail.Storage Storage Description #1 89.00' 6,913 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 89.00 2,176 0 0 90.00 3,420 2,798 2,798 91.00 4,809 4,115 6,913 Device Routing Invert Outlet Devices #1 Primary 89.43'50.0 deg x 0.79' rise Sharp-Crested Vee/Trap Weir Cv= 2.55 (C= 3.19) #2 Primary 90.22'10.0' long + 3.0 '/' SideZ x 0.7' 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 Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32 3.31 3.32 Primary OutFlow Max=0.24 cfs @ 12.68 hrs HW=89.95' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.24 cfs @ 1.85 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 2P: EXISTING POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.747 ac Peak Elev=89.95' Storage=2,644 cf 1.08 cfs 0.24 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 3L: DP1 Inflow Area = 0.868 ac, 43.00% Impervious, Inflow Depth > 1.28" for 2-yr event Inflow = 0.26 cfs @ 12.61 hrs, Volume= 0.092 af Primary = 0.26 cfs @ 12.61 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link 3L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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=0.868 ac 0.26 cfs0.26 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: EX BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=32,521 sf Runoff Volume=0.187 af Runoff Depth=3.01" Tc=10.0 min CN=82 2.21 cfs Subcatchment E2: EX EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=5,293 sf Runoff Volume=0.018 af Runoff Depth=1.82" Tc=10.0 min CN=68 0.21 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: DP2 - EX NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=1,231 sf Runoff Volume=0.004 af Runoff Depth=1.90" Tc=6.0 min CN=69 0.06 cfs Subcatchment E4: DP4 - EX SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=3,336 sf Runoff Volume=0.011 af Runoff Depth=1.75" Tc=7.0 min CN=67 0.15 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: DP3 - EX WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=6,246 sf Runoff Volume=0.017 af Runoff Depth=1.39" Tc=8.0 min CN=62 0.20 cfs Pond 2P: EXISTING POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.747 ac Peak Elev=90.28' Storage=3,797 cf 2.21 cfs 1.13 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 3L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.868 ac 1.25 cfs1.25 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: EX BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=32,521 sf Runoff Volume=0.251 af Runoff Depth=4.03" Tc=10.0 min CN=82 2.93 cfs Subcatchment E2: EX EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=5,293 sf Runoff Volume=0.027 af Runoff Depth=2.66" Tc=10.0 min CN=68 0.32 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: DP2 - EX NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=1,231 sf Runoff Volume=0.006 af Runoff Depth=2.75" Tc=6.0 min CN=69 0.09 cfs Subcatchment E4: DP4 - EX SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=3,336 sf Runoff Volume=0.016 af Runoff Depth=2.57" Tc=7.0 min CN=67 0.22 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: DP3 - EX WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=6,246 sf Runoff Volume=0.025 af Runoff Depth=2.12" Tc=8.0 min CN=62 0.32 cfs Pond 2P: EXISTING POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.747 ac Peak Elev=90.36' Storage=4,105 cf 2.93 cfs 2.29 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 3L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.868 ac 2.54 cfs2.54 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: EX BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=32,521 sf Runoff Volume=0.299 af Runoff Depth=4.80" Tc=10.0 min CN=82 3.47 cfs Subcatchment E2: EX EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=5,293 sf Runoff Volume=0.034 af Runoff Depth=3.31" Tc=10.0 min CN=68 0.40 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: DP2 - EX NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=1,231 sf Runoff Volume=0.008 af Runoff Depth=3.42" Tc=6.0 min CN=69 0.11 cfs Subcatchment E4: DP4 - EX SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=3,336 sf Runoff Volume=0.020 af Runoff Depth=3.21" Tc=7.0 min CN=67 0.27 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: DP3 - EX WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=6,246 sf Runoff Volume=0.032 af Runoff Depth=2.71" Tc=8.0 min CN=62 0.41 cfs Pond 2P: EXISTING POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.747 ac Peak Elev=90.39' Storage=4,250 cf 3.47 cfs 2.97 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 3L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.868 ac 3.31 cfs3.31 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: EX BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=32,521 sf Runoff Volume=0.352 af Runoff Depth=5.66" Tc=10.0 min CN=82 4.06 cfs Subcatchment E2: EX EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.54 0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=5,293 sf Runoff Volume=0.041 af Runoff Depth=4.06" Tc=10.0 min CN=68 0.49 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: DP2 - EX NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=1,231 sf Runoff Volume=0.010 af Runoff Depth=4.17" Tc=6.0 min CN=69 0.13 cfs Subcatchment E4: DP4 - EX SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=3,336 sf Runoff Volume=0.025 af Runoff Depth=3.95" Tc=7.0 min CN=67 0.34 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: DP3 - EX WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=6,246 sf Runoff Volume=0.041 af Runoff Depth=3.39" Tc=8.0 min CN=62 0.52 cfs Pond 2P: EXISTING POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.747 ac Peak Elev=90.43' Storage=4,382 cf 4.06 cfs 3.65 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 3L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.868 ac 4.10 cfs4.10 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2P: EXISTING POND Inflow Area = 0.747 ac, 50.00% Impervious, Inflow Depth = 5.66" for 100-yr event Inflow = 4.06 cfs @ 12.17 hrs, Volume= 0.352 af Outflow = 3.65 cfs @ 12.22 hrs, Volume= 0.346 af, Atten= 10%, Lag= 3.1 min Primary = 3.65 cfs @ 12.22 hrs, Volume= 0.346 af Routed to Link 3L : DP1 Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Starting Elev= 89.43' Surf.Area= 2,711 sf Storage= 1,051 cf Peak Elev= 90.43' @ 12.22 hrs Surf.Area= 4,012 sf Storage= 4,382 cf (3,331 cf above start) Plug-Flow detention time= 145.4 min calculated for 0.321 af (91% of inflow) Center-of-Mass det. time= 82.8 min ( 892.1 - 809.3 ) Volume Invert Avail.Storage Storage Description #1 89.00' 6,913 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 89.00 2,176 0 0 90.00 3,420 2,798 2,798 91.00 4,809 4,115 6,913 Device Routing Invert Outlet Devices #1 Primary 89.43'50.0 deg x 0.79' rise Sharp-Crested Vee/Trap Weir Cv= 2.55 (C= 3.19) #2 Primary 90.22'10.0' long + 3.0 '/' SideZ x 0.7' 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 Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32 3.31 3.32 Primary OutFlow Max=3.56 cfs @ 12.22 hrs HW=90.42' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Orifice Controls 0.93 cfs @ 3.20 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2.63 cfs @ 1.23 fps) APPENDIX B (Post-Development Drainage HydroCAD Report) Proposed Conditions P1 PRO BASIN P2 PRO EAST P3 DP2* - PRO NORTH P4 DP4* - PRO SOUTH P5 DP3* - PRO WEST 4P PROPOSED POND 5L DP1* Routing Diagram for 1917 - HydroCAD Prepared by Design Professionals Inc., Printed 12/8/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions 1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr NOAA 24-hr D Default 24.00 1 3.11 2 2 10-yr NOAA 24-hr D Default 24.00 1 4.92 2 3 25-yr NOAA 24-hr D Default 24.00 1 6.05 2 4 50-yr NOAA 24-hr D Default 24.00 1 6.88 2 5 100-yr NOAA 24-hr D Default 24.00 1 7.79 2 Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,726 sf 53.65% Impervious Runoff Depth=1.54"Subcatchment P1: PRO BASIN Tc=10.0 min CN=83 Runoff=1.14 cfs 0.096 af Runoff Area=5,098 sf 0.00% Impervious Runoff Depth=0.64"Subcatchment P2: PRO EAST Tc=10.0 min CN=67 Runoff=0.06 cfs 0.006 af Runoff Area=1,232 sf 15.18% Impervious Runoff Depth=0.73"Subcatchment P3: DP2* - PRO NORTH Tc=6.0 min CN=69 Runoff=0.02 cfs 0.002 af Runoff Area=3,324 sf 1.26% Impervious Runoff Depth=0.64"Subcatchment P4: DP4* - PRO SOUTH Tc=7.0 min CN=67 Runoff=0.05 cfs 0.004 af Runoff Area=6,245 sf 3.96% Impervious Runoff Depth=0.44"Subcatchment P5: DP3* - PRO WEST Tc=8.0 min CN=62 Runoff=0.05 cfs 0.005 af Peak Elev=89.94' Storage=4,123 cf Inflow=1.14 cfs 0.096 afPond 4P: PROPOSED POND Outflow=0.22 cfs 0.088 af Inflow=0.23 cfs 0.095 afLink 5L: DP1* Primary=0.23 cfs 0.095 af Total Runoff Area = 1.116 ac Runoff Volume = 0.113 af Average Runoff Depth = 1.22" 62.91% Pervious = 0.702 ac 37.09% Impervious = 0.414 ac Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,726 sf 53.65% Impervious Runoff Depth=3.10"Subcatchment P1: PRO BASIN Tc=10.0 min CN=83 Runoff=2.29 cfs 0.194 af Runoff Area=5,098 sf 0.00% Impervious Runoff Depth=1.75"Subcatchment P2: PRO EAST Tc=10.0 min CN=67 Runoff=0.20 cfs 0.017 af Runoff Area=1,232 sf 15.18% Impervious Runoff Depth=1.90"Subcatchment P3: DP2* - PRO NORTH Tc=6.0 min CN=69 Runoff=0.06 cfs 0.004 af Runoff Area=3,324 sf 1.26% Impervious Runoff Depth=1.75"Subcatchment P4: DP4* - PRO SOUTH Tc=7.0 min CN=67 Runoff=0.15 cfs 0.011 af Runoff Area=6,245 sf 3.96% Impervious Runoff Depth=1.39"Subcatchment P5: DP3* - PRO WEST Tc=8.0 min CN=62 Runoff=0.20 cfs 0.017 af Peak Elev=90.26' Storage=5,435 cf Inflow=2.29 cfs 0.194 afPond 4P: PROPOSED POND Outflow=1.01 cfs 0.186 af Inflow=1.10 cfs 0.203 afLink 5L: DP1* Primary=1.10 cfs 0.203 af Total Runoff Area = 1.116 ac Runoff Volume = 0.243 af Average Runoff Depth = 2.62" 62.91% Pervious = 0.702 ac 37.09% Impervious = 0.414 ac Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,726 sf 53.65% Impervious Runoff Depth=4.14"Subcatchment P1: PRO BASIN Tc=10.0 min CN=83 Runoff=3.02 cfs 0.259 af Runoff Area=5,098 sf 0.00% Impervious Runoff Depth=2.57"Subcatchment P2: PRO EAST Tc=10.0 min CN=67 Runoff=0.29 cfs 0.025 af Runoff Area=1,232 sf 15.18% Impervious Runoff Depth=2.75"Subcatchment P3: DP2* - PRO NORTH Tc=6.0 min CN=69 Runoff=0.09 cfs 0.006 af Runoff Area=3,324 sf 1.26% Impervious Runoff Depth=2.57"Subcatchment P4: DP4* - PRO SOUTH Tc=7.0 min CN=67 Runoff=0.22 cfs 0.016 af Runoff Area=6,245 sf 3.96% Impervious Runoff Depth=2.12"Subcatchment P5: DP3* - PRO WEST Tc=8.0 min CN=62 Runoff=0.32 cfs 0.025 af Peak Elev=90.35' Storage=5,803 cf Inflow=3.02 cfs 0.259 afPond 4P: PROPOSED POND Outflow=2.20 cfs 0.251 af Inflow=2.41 cfs 0.276 afLink 5L: DP1* Primary=2.41 cfs 0.276 af Total Runoff Area = 1.116 ac Runoff Volume = 0.332 af Average Runoff Depth = 3.57" 62.91% Pervious = 0.702 ac 37.09% Impervious = 0.414 ac Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,726 sf 53.65% Impervious Runoff Depth=4.91"Subcatchment P1: PRO BASIN Tc=10.0 min CN=83 Runoff=3.56 cfs 0.308 af Runoff Area=5,098 sf 0.00% Impervious Runoff Depth=3.21"Subcatchment P2: PRO EAST Tc=10.0 min CN=67 Runoff=0.37 cfs 0.031 af Runoff Area=1,232 sf 15.18% Impervious Runoff Depth=3.42"Subcatchment P3: DP2* - PRO NORTH Tc=6.0 min CN=69 Runoff=0.11 cfs 0.008 af Runoff Area=3,324 sf 1.26% Impervious Runoff Depth=3.21"Subcatchment P4: DP4* - PRO SOUTH Tc=7.0 min CN=67 Runoff=0.27 cfs 0.020 af Runoff Area=6,245 sf 3.96% Impervious Runoff Depth=2.71"Subcatchment P5: DP3* - PRO WEST Tc=8.0 min CN=62 Runoff=0.41 cfs 0.032 af Peak Elev=90.39' Storage=5,977 cf Inflow=3.56 cfs 0.308 afPond 4P: PROPOSED POND Outflow=2.93 cfs 0.299 af Inflow=3.24 cfs 0.331 afLink 5L: DP1* Primary=3.24 cfs 0.331 af Total Runoff Area = 1.116 ac Runoff Volume = 0.400 af Average Runoff Depth = 4.30" 62.91% Pervious = 0.702 ac 37.09% Impervious = 0.414 ac Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=32,726 sf 53.65% Impervious Runoff Depth=5.78"Subcatchment P1: PRO BASIN Tc=10.0 min CN=83 Runoff=4.15 cfs 0.362 af Runoff Area=5,098 sf 0.00% Impervious Runoff Depth=3.95"Subcatchment P2: PRO EAST Tc=10.0 min CN=67 Runoff=0.46 cfs 0.039 af Runoff Area=1,232 sf 15.18% Impervious Runoff Depth=4.17"Subcatchment P3: DP2* - PRO NORTH Tc=6.0 min CN=69 Runoff=0.13 cfs 0.010 af Runoff Area=3,324 sf 1.26% Impervious Runoff Depth=3.95"Subcatchment P4: DP4* - PRO SOUTH Tc=7.0 min CN=67 Runoff=0.33 cfs 0.025 af Runoff Area=6,245 sf 3.96% Impervious Runoff Depth=3.39"Subcatchment P5: DP3* - PRO WEST Tc=8.0 min CN=62 Runoff=0.52 cfs 0.041 af Peak Elev=90.42' Storage=6,125 cf Inflow=4.15 cfs 0.362 afPond 4P: PROPOSED POND Outflow=3.62 cfs 0.353 af Inflow=4.06 cfs 0.392 afLink 5L: DP1* Primary=4.06 cfs 0.392 af Total Runoff Area = 1.116 ac Runoff Volume = 0.476 af Average Runoff Depth = 5.11" 62.91% Pervious = 0.702 ac 37.09% Impervious = 0.414 ac Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: PRO BASIN Runoff = 1.14 cfs @ 12.18 hrs, Volume= 0.096 af, Depth= 1.54" Routed to Pond 4P : PROPOSED POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 7,437 61 >75% Grass cover, Good, HSG B * 7,730 71 >75% Grass cover, Good, HSG B/D 16,119 98 Paved parking, HSG B * 1,440 98 Paved parking, HSG B/D 32,726 83 Weighted Average 15,167 46.35% Pervious Area 17,559 53.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P1: PRO BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=32,726 sf Runoff Volume=0.096 af Runoff Depth=1.54" Tc=10.0 min CN=83 1.14 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PRO EAST Runoff = 0.06 cfs @ 12.19 hrs, Volume= 0.006 af, Depth= 0.64" Routed to Link 5L : DP1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description * 1,400 71 >75% Grass cover, Good, HSG B/D * 3,698 66 Woods, Good, HSG B/D 5,098 67 Weighted Average 5,098 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P2: PRO EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=5,098 sf Runoff Volume=0.006 af Runoff Depth=0.64" Tc=10.0 min CN=67 0.06 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: DP2* - PRO NORTH Runoff = 0.02 cfs @ 12.14 hrs, Volume= 0.002 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 532 61 >75% Grass cover, Good, HSG B * 66 71 >75% Grass cover, Good, HSG B/D 187 98 Paved parking, HSG B 9 55 Woods, Good, HSG B * 438 66 Woods, Good, HSG B/D 1,232 69 Weighted Average 1,045 84.82% Pervious Area 187 15.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3: DP2* - PRO NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.024 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=1,232 sf Runoff Volume=0.002 af Runoff Depth=0.73" Tc=6.0 min CN=69 0.02 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: DP4* - PRO SOUTH Runoff = 0.05 cfs @ 12.15 hrs, Volume= 0.004 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 1,123 61 >75% Grass cover, Good, HSG B * 1,495 71 >75% Grass cover, Good, HSG B/D 40 98 Paved parking, HSG B * 2 98 Paved parking, HSG B/D * 664 66 Woods, Good, HSG B/D 3,324 67 Weighted Average 3,282 98.74% Pervious Area 42 1.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P4: DP4* - PRO SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.052 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=3,324 sf Runoff Volume=0.004 af Runoff Depth=0.64" Tc=7.0 min CN=67 0.05 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5: DP3* - PRO WEST Runoff = 0.05 cfs @ 12.18 hrs, Volume= 0.005 af, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 5,998 61 >75% Grass cover, Good, HSG B 247 98 Paved parking, HSG B 6,245 62 Weighted Average 5,998 96.04% Pervious Area 247 3.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P5: DP3* - PRO WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=6,245 sf Runoff Volume=0.005 af Runoff Depth=0.44" Tc=8.0 min CN=62 0.05 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 4P: PROPOSED POND Inflow Area = 0.751 ac, 53.65% Impervious, Inflow Depth = 1.54" for 2-yr event Inflow = 1.14 cfs @ 12.18 hrs, Volume= 0.096 af Outflow = 0.22 cfs @ 12.78 hrs, Volume= 0.088 af, Atten= 81%, Lag= 36.3 min Primary = 0.22 cfs @ 12.78 hrs, Volume= 0.088 af Routed to Link 5L : DP1* Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Starting Elev= 89.43' Surf.Area= 3,310 sf Storage= 2,326 cf Peak Elev= 89.94' @ 12.78 hrs Surf.Area= 3,794 sf Storage= 4,123 cf (1,797 cf above start) Plug-Flow detention time= 629.5 min calculated for 0.035 af (36% of inflow) Center-of-Mass det. time= 190.8 min ( 1,039.2 - 848.4 ) Volume Invert Avail.Storage Storage Description #1 88.50' 8,884 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 88.50 1,067 0 0 89.00 2,899 992 992 90.00 3,855 3,377 4,369 91.00 5,175 4,515 8,884 Device Routing Invert Outlet Devices #1 Primary 89.43'50.0 deg x 0.79' rise Sharp-Crested Vee/Trap Weir Cv= 2.55 (C= 3.19) #2 Primary 90.22'10.0' long + 3.0 '/' SideZ x 0.7' 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 Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32 3.31 3.32 Primary OutFlow Max=0.22 cfs @ 12.78 hrs HW=89.94' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.22 cfs @ 1.81 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 4P: PROPOSED POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.751 ac Peak Elev=89.94' Storage=4,123 cf 1.14 cfs 0.22 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 5L: DP1* Inflow Area = 0.868 ac, 46.42% Impervious, Inflow Depth > 1.31" for 2-yr event Inflow = 0.23 cfs @ 12.70 hrs, Volume= 0.095 af Primary = 0.23 cfs @ 12.70 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link 5L: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.868 ac 0.23 cfs0.23 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: PRO BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=32,726 sf Runoff Volume=0.194 af Runoff Depth=3.10" Tc=10.0 min CN=83 2.29 cfs Subcatchment P2: PRO EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=5,098 sf Runoff Volume=0.017 af Runoff Depth=1.75" Tc=10.0 min CN=67 0.20 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: DP2* - PRO NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=1,232 sf Runoff Volume=0.004 af Runoff Depth=1.90" Tc=6.0 min CN=69 0.06 cfs Subcatchment P4: DP4* - PRO SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=3,324 sf Runoff Volume=0.011 af Runoff Depth=1.75" Tc=7.0 min CN=67 0.15 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: DP3* - PRO WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 10-yr Rainfall=4.92" Runoff Area=6,245 sf Runoff Volume=0.017 af Runoff Depth=1.39" Tc=8.0 min CN=62 0.20 cfs Pond 4P: PROPOSED POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.751 ac Peak Elev=90.26' Storage=5,435 cf 2.29 cfs 1.01 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.92"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 5L: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.868 ac 1.10 cfs1.10 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: PRO BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=32,726 sf Runoff Volume=0.259 af Runoff Depth=4.14" Tc=10.0 min CN=83 3.02 cfs Subcatchment P2: PRO EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=5,098 sf Runoff Volume=0.025 af Runoff Depth=2.57" Tc=10.0 min CN=67 0.29 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: DP2* - PRO NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=1,232 sf Runoff Volume=0.006 af Runoff Depth=2.75" Tc=6.0 min CN=69 0.09 cfs Subcatchment P4: DP4* - PRO SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=3,324 sf Runoff Volume=0.016 af Runoff Depth=2.57" Tc=7.0 min CN=67 0.22 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: DP3* - PRO WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 25-yr Rainfall=6.05" Runoff Area=6,245 sf Runoff Volume=0.025 af Runoff Depth=2.12" Tc=8.0 min CN=62 0.32 cfs Pond 4P: PROPOSED POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.751 ac Peak Elev=90.35' Storage=5,803 cf 3.02 cfs 2.20 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.05"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 5L: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.868 ac 2.41 cfs2.41 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: PRO BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=32,726 sf Runoff Volume=0.308 af Runoff Depth=4.91" Tc=10.0 min CN=83 3.56 cfs Subcatchment P2: PRO EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=5,098 sf Runoff Volume=0.031 af Runoff Depth=3.21" Tc=10.0 min CN=67 0.37 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: DP2* - PRO NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=1,232 sf Runoff Volume=0.008 af Runoff Depth=3.42" Tc=6.0 min CN=69 0.11 cfs Subcatchment P4: DP4* - PRO SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=3,324 sf Runoff Volume=0.020 af Runoff Depth=3.21" Tc=7.0 min CN=67 0.27 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: DP3* - PRO WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 50-yr Rainfall=6.88" Runoff Area=6,245 sf Runoff Volume=0.032 af Runoff Depth=2.71" Tc=8.0 min CN=62 0.41 cfs Pond 4P: PROPOSED POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.751 ac Peak Elev=90.39' Storage=5,977 cf 3.56 cfs 2.93 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.88"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 5L: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.868 ac 3.24 cfs3.24 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: PRO BASIN Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=32,726 sf Runoff Volume=0.362 af Runoff Depth=5.78" Tc=10.0 min CN=83 4.15 cfs Subcatchment P2: PRO EAST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=5,098 sf Runoff Volume=0.039 af Runoff Depth=3.95" Tc=10.0 min CN=67 0.46 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: DP2* - PRO NORTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=1,232 sf Runoff Volume=0.010 af Runoff Depth=4.17" Tc=6.0 min CN=69 0.13 cfs Subcatchment P4: DP4* - PRO SOUTH Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=3,324 sf Runoff Volume=0.025 af Runoff Depth=3.95" Tc=7.0 min CN=67 0.33 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: DP3* - PRO WEST Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NOAA 24-hr D 100-yr Rainfall=7.79" Runoff Area=6,245 sf Runoff Volume=0.041 af Runoff Depth=3.39" Tc=8.0 min CN=62 0.52 cfs Pond 4P: PROPOSED POND Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.751 ac Peak Elev=90.42' Storage=6,125 cf 4.15 cfs 3.62 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 5L: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.868 ac 4.06 cfs4.06 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.79"1917 - HydroCAD Printed 12/8/2025Prepared by Design Professionals Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 4P: PROPOSED POND Inflow Area = 0.751 ac, 53.65% Impervious, Inflow Depth = 5.78" for 100-yr event Inflow = 4.15 cfs @ 12.17 hrs, Volume= 0.362 af Outflow = 3.62 cfs @ 12.23 hrs, Volume= 0.353 af, Atten= 13%, Lag= 3.5 min Primary = 3.62 cfs @ 12.23 hrs, Volume= 0.353 af Routed to Link 5L : DP1* Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Starting Elev= 89.43' Surf.Area= 3,310 sf Storage= 2,326 cf Peak Elev= 90.42' @ 12.23 hrs Surf.Area= 4,416 sf Storage= 6,125 cf (3,799 cf above start) Plug-Flow detention time= 206.2 min calculated for 0.300 af (83% of inflow) Center-of-Mass det. time= 94.3 min ( 900.8 - 806.5 ) Volume Invert Avail.Storage Storage Description #1 88.50' 8,884 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 88.50 1,067 0 0 89.00 2,899 992 992 90.00 3,855 3,377 4,369 91.00 5,175 4,515 8,884 Device Routing Invert Outlet Devices #1 Primary 89.43'50.0 deg x 0.79' rise Sharp-Crested Vee/Trap Weir Cv= 2.55 (C= 3.19) #2 Primary 90.22'10.0' long + 3.0 '/' SideZ x 0.7' 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 Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32 3.31 3.32 Primary OutFlow Max=3.56 cfs @ 12.23 hrs HW=90.42' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Orifice Controls 0.93 cfs @ 3.20 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 2.63 cfs @ 1.23 fps) APPENDIX C NRCS Soil Map & Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of Connecticut, Western Part Natural Resources Conservation Service December 8, 2025 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 Map Unit Descriptions..........................................................................................8 State of Connecticut, Western Part.................................................................10 29B—Agawam fine sandy loam, 3 to 8 percent slopes...............................10 37C—Manchester gravelly sandy loam, 3 to 15 percent slopes.................11 106—Winooski silt loam..............................................................................13 108—Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded.................................................................................15 306—Udorthents-Urban land complex........................................................16 704B—Enfield silt loam, 3 to 8 percent slopes............................................18 References............................................................................................................20 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 6 Custom Soil Resource Report Soil Map 46 3 3 0 2 0 46 3 3 0 8 0 46 3 3 1 4 0 46 3 3 2 0 0 46 3 3 2 6 0 46 3 3 3 2 0 46 3 3 3 8 0 46 3 3 0 8 0 46 3 3 1 4 0 46 3 3 2 0 0 46 3 3 2 6 0 46 3 3 3 2 0 46 3 3 3 8 0 703020 703080 703140 703200 703260 703320 703380 703440 703500 703560 703020 703080 703140 703200 703260 703320 703380 703440 703500 703560 41° 49' 35'' N 72 ° 3 3 ' 2 0 ' ' W 41° 49' 35'' N 72 ° 3 2 ' 5 5 ' ' W 41° 49' 22'' N 72 ° 3 3 ' 2 0 ' ' W 41° 49' 22'' N 72 ° 3 2 ' 5 5 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,640 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features 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. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. 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: State of Connecticut, Western Part Survey Area Data: Version 6, Sep 16, 2025 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 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. Custom Soil Resource Report 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 29B Agawam fine sandy loam, 3 to 8 percent slopes 0.2 0.6% 37C Manchester gravelly sandy loam, 3 to 15 percent slopes 2.3 6.4% 106 Winooski silt loam 1.2 3.5% 108 Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded 12.8 36.1% 306 Udorthents-Urban land complex 17.0 47.9% 704B Enfield silt loam, 3 to 8 percent slopes 1.9 5.4% Totals for Area of Interest 35.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 8 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 State of Connecticut, Western Part 29B—Agawam fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2tyqx Elevation: 0 to 820 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: All areas are prime farmland Map Unit Composition Agawam and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Agawam Setting Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist and/or phyllite Typical profile Ap - 0 to 11 inches: fine sandy loam Bw1 - 11 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C1 - 26 to 45 inches: loamy fine sand 2C2 - 45 to 55 inches: loamy fine sand 2C3 - 55 to 65 inches: loamy sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:15 to 35 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: B Ecological site: F145XY008MA - Dry Outwash Custom Soil Resource Report 10 Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Ninigret Percent of map unit:4 percent Landform:Terraces Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:3 percent Landform:Eskers Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Walpole Percent of map unit:3 percent Landform:Deltas, depressions, outwash terraces, depressions, outwash plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, talf, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 37C—Manchester gravelly sandy loam, 3 to 15 percent slopes Map Unit Setting National map unit symbol: 9ln6 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Farmland of statewide importance Map Unit Composition Manchester and similar soils:80 percent Minor components:20 percent Custom Soil Resource Report 11 Estimates are based on observations, descriptions, and transects of the mapunit. Description of Manchester Setting Landform:Terraces, outwash plains, kames, eskers Down-slope shape:Convex Across-slope shape:Convex Parent material:Sandy and gravelly glaciofluvial deposits derived from sandstone and shale and/or basalt Typical profile Ap - 0 to 9 inches: gravelly sandy loam Bw - 9 to 18 inches: gravelly loamy sand C - 18 to 65 inches: stratified extremely gravelly coarse sand to very gravelly loamy sand Properties and qualities Slope:3 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):High to very high (5.95 to 19.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Minor Components Penwood Percent of map unit:5 percent Landform:Terraces, outwash plains Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Hartford Percent of map unit:5 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Branford Percent of map unit:3 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 12 Ellington Percent of map unit:3 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Unnamed, nongravelly surface Percent of map unit:2 percent Hydric soil rating: No Unnamed, gravelly loamy sand surface Percent of map unit:2 percent Hydric soil rating: No 106—Winooski silt loam Map Unit Setting National map unit symbol: 9ljs Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Winooski and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Winooski Setting Landform:Flood plains Down-slope shape:Linear Across-slope shape:Linear Parent material:Coarse-silty alluvium Typical profile Ap - 0 to 12 inches: silt loam B1 - 12 to 18 inches: silt loam B2 - 18 to 36 inches: silt loam C3 - 36 to 52 inches: very fine sandy loam C4 - 52 to 65 inches: silt loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Very low Custom Soil Resource Report 13 Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 16 to 36 inches Frequency of flooding:Frequent Frequency of ponding:None Available water supply, 0 to 60 inches: High (about 11.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F145XY002MA - Silty Low Floodplain Hydric soil rating: No Minor Components Hadley Percent of map unit:5 percent Landform:Flood plains Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Bash Percent of map unit:3 percent Landform:Flood plains Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Lim Percent of map unit:3 percent Landform:Flood plains Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Limerick Percent of map unit:3 percent Landform:Flood plains Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Saco Percent of map unit:2 percent Landform:Flood plains Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Unnamed, strongly acid ph Percent of map unit:2 percent Hydric soil rating: No Unnamed, sand or gravel substratum Percent of map unit:2 percent Hydric soil rating: No Custom Soil Resource Report 14 108—Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded Map Unit Setting National map unit symbol: 9ljv Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Saco and similar soils:82 percent Minor components:18 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Saco Setting Landform:Flood plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Parent material:Coarse-silty alluvium over sandy alluvium Typical profile A - 0 to 12 inches: silt loam Cg1 - 12 to 32 inches: silt loam Cg2 - 32 to 48 inches: silt loam 2Cg3 - 48 to 60 inches: stratified very gravelly coarse sand to loamy fine sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:Frequent Frequency of ponding:Frequent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: B/D Ecological site: F144AY015NY - Wet Silty Low Floodplain Hydric soil rating: Yes Custom Soil Resource Report 15 Minor Components Rippowam Percent of map unit:5 percent Landform:Flood plains Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F144AY014CT - Wet Sandy Low Floodplain Hydric soil rating: Yes Lim Percent of map unit:5 percent Landform:Flood plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY015NY - Wet Silty Low Floodplain Hydric soil rating: Yes Bash Percent of map unit:5 percent Landform:Flood plains Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY015NY - Wet Silty Low Floodplain Hydric soil rating: Yes Winooski Percent of map unit:3 percent Landform:Flood plains Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Concave Ecological site:F145XY002MA - Silty Low Floodplain Hydric soil rating: No 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:50 percent Urban land:39 percent Custom Soil Resource Report 16 Minor components:11 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Parent material:Human-transported material Typical profile ^A - 0 to 5 inches: loam ^C1 - 5 to 21 inches: gravelly loam ^C2 - 21 to 79 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile M - 0 to 6 inches: cemented material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Udorthents, wet substratum Percent of map unit:9 percent Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Landform:Hills Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Custom Soil Resource Report 17 704B—Enfield silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07q Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Enfield and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Enfield Setting Landform:Outwash plains, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Linear Parent material:Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 7 inches: silt loam Bw1 - 7 to 15 inches: silt loam Bw2 - 15 to 25 inches: silt loam 2C - 25 to 60 inches: stratified very gravelly coarse sand to loamy sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:16 to 39 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Ecological site: F145XY009CT - Well Drained Outwash Custom Soil Resource Report 18 Hydric soil rating: No Minor Components Haven Percent of map unit:5 percent Landform:Outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Tisbury Percent of map unit:5 percent Landform:Outwash terraces, valley trains, deltas, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Agawam Percent of map unit:3 percent Landform:Kame terraces, outwash plains, outwash terraces, moraines, kames Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 19 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 20 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 21 APPENDIX D NOAA Atlas 14 Precipitation Data NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8246°, Longitude: -72.5526° Elevation: 96 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.334 (0.259‑0.432) 0.406 (0.314‑0.525) 0.523 (0.403‑0.678) 0.620 (0.475‑0.809) 0.753 (0.559‑1.03) 0.853 (0.622‑1.19) 0.959 (0.680‑1.39) 1.08 (0.724‑1.60) 1.25 (0.808‑1.92) 1.39 (0.879‑2.17) 10-min 0.474 (0.366‑0.612) 0.575 (0.444‑0.744) 0.740 (0.570‑0.960) 0.878 (0.673‑1.15) 1.07 (0.793‑1.46) 1.21 (0.880‑1.69) 1.36 (0.963‑1.97) 1.53 (1.03‑2.26) 1.77 (1.14‑2.71) 1.97 (1.24‑3.08) 15-min 0.557 (0.431‑0.720) 0.676 (0.523‑0.875) 0.871 (0.671‑1.13) 1.03 (0.791‑1.35) 1.26 (0.932‑1.71) 1.42 (1.04‑1.98) 1.60 (1.13‑2.32) 1.80 (1.21‑2.66) 2.08 (1.35‑3.19) 2.32 (1.46‑3.62) 30-min 0.749 (0.579‑0.967) 0.911 (0.704‑1.18) 1.18 (0.906‑1.53) 1.40 (1.07‑1.82) 1.70 (1.26‑2.32) 1.92 (1.40‑2.69) 2.16 (1.53‑3.13) 2.43 (1.63‑3.60) 2.82 (1.82‑4.32) 3.14 (1.98‑4.91) 60-min 0.941 (0.728‑1.22) 1.14 (0.885‑1.48) 1.48 (1.14‑1.92) 1.76 (1.35‑2.29) 2.14 (1.59‑2.92) 2.43 (1.77‑3.39) 2.73 (1.93‑3.95) 3.07 (2.06‑4.54) 3.56 (2.30‑5.46) 3.96 (2.50‑6.19) 2-hr 1.22 (0.945‑1.56) 1.47 (1.14‑1.89) 1.89 (1.46‑2.44) 2.24 (1.72‑2.90) 2.71 (2.03‑3.69) 3.07 (2.25‑4.28) 3.45 (2.47‑5.00) 3.90 (2.63‑5.74) 4.58 (2.97‑6.98) 5.15 (3.27‑8.01) 3-hr 1.40 (1.09‑1.79) 1.69 (1.32‑2.17) 2.17 (1.69‑2.79) 2.57 (1.98‑3.32) 3.12 (2.34‑4.23) 3.52 (2.59‑4.90) 3.96 (2.85‑5.74) 4.49 (3.03‑6.59) 5.30 (3.45‑8.06) 6.00 (3.81‑9.29) 6-hr 1.76 (1.38‑2.24) 2.13 (1.67‑2.72) 2.74 (2.14‑3.50) 3.25 (2.52‑4.18) 3.94 (2.98‑5.34) 4.46 (3.31‑6.18) 5.02 (3.64‑7.27) 5.72 (3.87‑8.34) 6.80 (4.43‑10.3) 7.73 (4.93‑11.9) 12-hr 2.15 (1.69‑2.72) 2.63 (2.07‑3.33) 3.41 (2.68‑4.34) 4.07 (3.17‑5.20) 4.96 (3.77‑6.68) 5.62 (4.19‑7.76) 6.35 (4.63‑9.14) 7.25 (4.92‑10.5) 8.65 (5.66‑13.0) 9.87 (6.31‑15.1) 24-hr 2.51 (1.99‑3.16) 3.11 (2.46‑3.93) 4.10 (3.24‑5.19) 4.92 (3.86‑6.27) 6.05 (4.62‑8.12) 6.88 (5.16‑9.46) 7.79 (5.72‑11.2) 8.95 (6.10‑12.9) 10.8 (7.08‑16.1) 12.4 (7.96‑18.8) 2-day 2.83 (2.26‑3.55) 3.56 (2.84‑4.47) 4.76 (3.77‑5.99) 5.75 (4.54‑7.28) 7.12 (5.47‑9.52) 8.11 (6.13‑11.1) 9.22 (6.85‑13.3) 10.7 (7.31‑15.3) 13.1 (8.61‑19.4) 15.2 (9.80‑23.0) 3-day 3.08 (2.46‑3.85) 3.88 (3.10‑4.86) 5.20 (4.13‑6.52) 6.28 (4.97‑7.93) 7.78 (6.00‑10.4) 8.87 (6.73‑12.2) 10.1 (7.52‑14.5) 11.7 (8.03‑16.7) 14.4 (9.49‑21.3) 16.8 (10.8‑25.2) 4-day 3.31 (2.65‑4.12) 4.16 (3.33‑5.19) 5.56 (4.43‑6.96) 6.72 (5.32‑8.45) 8.31 (6.42‑11.1) 9.47 (7.20‑12.9) 10.8 (8.04‑15.5) 12.5 (8.58‑17.8) 15.4 (10.1‑22.6) 17.9 (11.6‑26.8) 7-day 3.92 (3.16‑4.86) 4.88 (3.92‑6.06) 6.45 (5.16‑8.04) 7.75 (6.17‑9.71) 9.54 (7.40‑12.6) 10.8 (8.27‑14.7) 12.3 (9.19‑17.5) 14.2 (9.79‑20.1) 17.3 (11.5‑25.4) 20.1 (13.0‑29.9) 10-day 4.54 (3.67‑5.62) 5.56 (4.48‑6.88) 7.22 (5.80‑8.97) 8.59 (6.86‑10.7) 10.5 (8.14‑13.8) 11.9 (9.05‑16.0) 13.4 (10.0‑18.9) 15.4 (10.6‑21.7) 18.5 (12.3‑27.0) 21.3 (13.8‑31.7) 20-day 6.53 (5.30‑8.04) 7.61 (6.17‑9.37) 9.37 (7.57‑11.6) 10.8 (8.70‑13.5) 12.8 (9.99‑16.7) 14.3 (10.9‑19.0) 15.9 (11.8‑22.0) 17.9 (12.4‑25.0) 20.8 (13.8‑30.0) 23.2 (15.1‑34.2) 30-day 8.24 (6.71‑10.1) 9.34 (7.60‑11.5) 11.1 (9.03‑13.7) 12.6 (10.2‑15.7) 14.7 (11.4‑18.9) 16.3 (12.4‑21.3) 17.9 (13.2‑24.3) 19.7 (13.7‑27.4) 22.3 (14.9‑32.0) 24.4 (15.9‑35.8) 45-day 10.4 (8.48‑12.7) 11.5 (9.40‑14.1) 13.4 (10.9‑16.4) 14.9 (12.1‑18.4) 17.0 (13.3‑21.8) 18.7 (14.2‑24.3) 20.3 (14.9‑27.2) 22.0 (15.4‑30.4) 24.2 (16.2‑34.7) 25.9 (16.9‑37.8) 60-day 12.2 (9.98‑14.9) 13.4 (10.9‑16.3) 15.3 (12.4‑18.7) 16.9 (13.7‑20.8) 19.1 (14.9‑24.2) 20.8 (15.8‑26.8) 22.4 (16.4‑29.8) 24.0 (16.8‑33.1) 25.9 (17.4‑37.0) 27.3 (17.8‑39.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 12/8/25, 11:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8246&lon=-72.5526&data=depth&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 12/8/25, 11:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8246&lon=-72.5526&data=depth&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 12/8/25, 11:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8246&lon=-72.5526&data=depth&units=english&series=pds 3/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 12/8/25, 11:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8246&lon=-72.5526&data=depth&units=english&series=pds 4/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8246°, Longitude: -72.5526° Elevation: 96 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.01 (3.11‑5.18) 4.87 (3.77‑6.30) 6.28 (4.84‑8.14) 7.44 (5.70‑9.71) 9.04 (6.71‑12.3) 10.2 (7.46‑14.3) 11.5 (8.16‑16.7) 12.9 (8.69‑19.2) 15.0 (9.70‑23.0) 16.7 (10.5‑26.1) 10-min 2.84 (2.20‑3.67) 3.45 (2.66‑4.46) 4.44 (3.42‑5.76) 5.27 (4.04‑6.88) 6.40 (4.76‑8.74) 7.25 (5.28‑10.1) 8.15 (5.78‑11.8) 9.16 (6.16‑13.6) 10.6 (6.87‑16.3) 11.8 (7.47‑18.5) 15-min 2.23 (1.72‑2.88) 2.70 (2.09‑3.50) 3.48 (2.68‑4.52) 4.13 (3.16‑5.39) 5.02 (3.73‑6.86) 5.69 (4.14‑7.94) 6.39 (4.53‑9.26) 7.18 (4.83‑10.6) 8.32 (5.39‑12.8) 9.26 (5.86‑14.5) 30-min 1.50 (1.16‑1.93) 1.82 (1.41‑2.36) 2.35 (1.81‑3.05) 2.79 (2.14‑3.64) 3.40 (2.52‑4.64) 3.85 (2.80‑5.37) 4.33 (3.07‑6.27) 4.87 (3.27‑7.21) 5.64 (3.65‑8.65) 6.27 (3.97‑9.82) 60-min 0.941 (0.728‑1.22) 1.14 (0.885‑1.48) 1.48 (1.14‑1.92) 1.76 (1.35‑2.29) 2.14 (1.59‑2.92) 2.43 (1.77‑3.39) 2.73 (1.93‑3.95) 3.07 (2.06‑4.54) 3.56 (2.30‑5.46) 3.96 (2.50‑6.19) 2-hr 0.607 (0.472‑0.780) 0.735 (0.571‑0.946) 0.944 (0.731‑1.22) 1.12 (0.861‑1.45) 1.36 (1.02‑1.85) 1.53 (1.13‑2.14) 1.72 (1.24‑2.50) 1.95 (1.31‑2.87) 2.29 (1.49‑3.49) 2.58 (1.64‑4.00) 3-hr 0.466 (0.363‑0.597) 0.563 (0.439‑0.722) 0.723 (0.561‑0.930) 0.855 (0.660‑1.11) 1.04 (0.778‑1.41) 1.17 (0.863‑1.63) 1.32 (0.948‑1.91) 1.49 (1.01‑2.19) 1.76 (1.15‑2.68) 2.00 (1.27‑3.09) 6-hr 0.293 (0.229‑0.373) 0.355 (0.278‑0.453) 0.457 (0.357‑0.585) 0.542 (0.420‑0.697) 0.658 (0.497‑0.891) 0.744 (0.552‑1.03) 0.838 (0.607‑1.21) 0.954 (0.646‑1.39) 1.13 (0.740‑1.71) 1.29 (0.823‑1.99) 12-hr 0.178 (0.140‑0.225) 0.218 (0.171‑0.276) 0.283 (0.222‑0.360) 0.337 (0.263‑0.431) 0.411 (0.312‑0.554) 0.466 (0.348‑0.643) 0.526 (0.383‑0.758) 0.601 (0.408‑0.872) 0.717 (0.469‑1.08) 0.818 (0.524‑1.25) 24-hr 0.104 (0.082‑0.131) 0.129 (0.102‑0.163) 0.170 (0.134‑0.216) 0.205 (0.160‑0.261) 0.252 (0.192‑0.338) 0.286 (0.215‑0.394) 0.324 (0.238‑0.467) 0.373 (0.254‑0.537) 0.449 (0.295‑0.670) 0.516 (0.331‑0.785) 2-day 0.058 (0.046‑0.073) 0.074 (0.059‑0.093) 0.099 (0.078‑0.124) 0.119 (0.094‑0.151) 0.148 (0.113‑0.198) 0.168 (0.127‑0.232) 0.192 (0.142‑0.276) 0.222 (0.152‑0.319) 0.272 (0.179‑0.404) 0.316 (0.204‑0.478) 3-day 0.042 (0.034‑0.053) 0.053 (0.043‑0.067) 0.072 (0.057‑0.090) 0.087 (0.069‑0.110) 0.108 (0.083‑0.144) 0.123 (0.093‑0.168) 0.140 (0.104‑0.201) 0.162 (0.111‑0.232) 0.199 (0.131‑0.295) 0.233 (0.150‑0.350) 4-day 0.034 (0.027‑0.042) 0.043 (0.034‑0.054) 0.057 (0.046‑0.072) 0.069 (0.055‑0.088) 0.086 (0.066‑0.115) 0.098 (0.075‑0.134) 0.112 (0.083‑0.161) 0.130 (0.089‑0.185) 0.159 (0.105‑0.235) 0.186 (0.120‑0.279) 7-day 0.023 (0.018‑0.028) 0.029 (0.023‑0.036) 0.038 (0.030‑0.047) 0.046 (0.036‑0.057) 0.056 (0.044‑0.075) 0.064 (0.049‑0.087) 0.073 (0.054‑0.104) 0.084 (0.058‑0.119) 0.103 (0.068‑0.150) 0.119 (0.077‑0.178) 10-day 0.018 (0.015‑0.023) 0.023 (0.018‑0.028) 0.030 (0.024‑0.037) 0.035 (0.028‑0.044) 0.043 (0.033‑0.057) 0.049 (0.037‑0.066) 0.055 (0.041‑0.078) 0.064 (0.044‑0.090) 0.077 (0.051‑0.112) 0.088 (0.057‑0.131) 20-day 0.013 (0.011‑0.016) 0.015 (0.012‑0.019) 0.019 (0.015‑0.024) 0.022 (0.018‑0.028) 0.026 (0.020‑0.034) 0.029 (0.022‑0.039) 0.033 (0.024‑0.045) 0.037 (0.025‑0.052) 0.043 (0.028‑0.062) 0.048 (0.031‑0.071) 30-day 0.011 (0.009‑0.014) 0.012 (0.010‑0.015) 0.015 (0.012‑0.019) 0.017 (0.014‑0.021) 0.020 (0.015‑0.026) 0.022 (0.017‑0.029) 0.024 (0.018‑0.033) 0.027 (0.019‑0.038) 0.030 (0.020‑0.044) 0.033 (0.022‑0.049) 45-day 0.009 (0.007‑0.011) 0.010 (0.008‑0.013) 0.012 (0.010‑0.015) 0.013 (0.011‑0.017) 0.015 (0.012‑0.020) 0.017 (0.013‑0.022) 0.018 (0.013‑0.025) 0.020 (0.014‑0.028) 0.022 (0.015‑0.032) 0.023 (0.015‑0.035) 60-day 0.008 (0.006‑0.010) 0.009 (0.007‑0.011) 0.010 (0.008‑0.012) 0.011 (0.009‑0.014) 0.013 (0.010‑0.016) 0.014 (0.010‑0.018) 0.015 (0.011‑0.020) 0.016 (0.011‑0.022) 0.018 (0.012‑0.025) 0.018 (0.012‑0.027) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 12/8/25, 11:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8246&lon=-72.5526&data=intensity&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 12/8/25, 11:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8246&lon=-72.5526&data=intensity&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 12/8/25, 11:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8246&lon=-72.5526&data=intensity&units=english&series=pds 3/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 12/8/25, 11:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8246&lon=-72.5526&data=intensity&units=english&series=pds 4/4 APPENDIX E Water Quality Calculations GRILLO DENTAL SITE - DPI Project No: 1917 Proposed Area P1 Water Quality Volume (WQV) = (P)(R)(A)/12, where: P = Design Precipitation (1.3 inches) R = Volumetric Runoff Coefficient R = 0.05 + 0.009(I), where I = Percent Impervious Cover I =53.65 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 53.65 R = 0.533 A = Drainage Area in Acres =0.75 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.533 x 0.75 ac WQV =0.043 acre-feet 1,888.40 cft Total WQV:0.043 ac-ft 1888.40 cft 12 Proposed As outlined above, the Water Quality Volume was calculated considering drainage area P1 with a design precipitation of 1.3 inches as recomended in the 2024 CT Stormwater Quality Manual. The total estimated volume is 1,888.40 cft to be contained within the Water Quality Basin (WQB) below the v-notched weir outlet at elevation 89.43'. The proposed Water Quality Basin is anticipated to provide 2,326 cft of wet pool storage (below 89.43'). This complies with the storage volume recomended in the 2024 CT Stormwater Quality Manual. Refer to Stage Storage Table. December 8, 2025 Page 1 APPENDIX F Drainage Area Maps X X X X X X X X X X X X X X X X X X X X X X X X X X XX XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX XX X X X X X X X © ··· es i g n ro f e s s i o n a l s PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE:12-1 0-25 TO:Michael Maniscalco,Walter Summers,Molly Keays,Tory Sidoti,Marco Mucciacciaro, Trishanna Branford,Kevin Cooney,Tony Manfre,Autum Burke,Dave Turkington, Andrea Cofranceseo,Vincent Stetson,David Gesualdi,Marc Melanson,Scott Roberts, Justin Russo,Mary Huda FROM:Michele Lipe,AICP,Director ofPlanning The Flaming &Engineering Departments have received plans for the following projects: Appl 25-52P,Grillo Dental Site Plan modification Location:498 Buckland Road &Site Plan D Subdivision No.Acres 1 Zone BGD D Industrial g Commercial D Residential No.Lots/Units D new street(s)B new detention area D new open space/recreation area E active Dpassive Planmng Department notes Visit https //www southwmdsor—et 00v/plannmG-department/pages/plannmg-and—zonm§_,— wmmissmn applications to revnew pending applications Please comment by 12/3 1/25 and return to the Planning Department. Water:&Public B Private Well Sewerage:&Public D Septic System Project Description:Addition of 8 tandem parking spaces Future Town-owned property involved?D Yes g No TGWN @E swm MNDS©R BUHL‘JDINE DEPAQKRTMEN E 1540 Sullivan Ave. South Windsor,CT 06074 Tel‘(860)644-251 1 Ext 2230 December 11,2025 PZC Application 25-52P Grillo Dental site plan Modiflcation 498 Buckland Rd. The application has been reviewed under the 2022 CT State Building Codes. After reviewing this application,the plans should show which handicapped parking spaces are van accessible and which ones are car accessible. Be advised that this is a review for the Planning and Zoning application only and not for any other permits. If you have any questions,please feel free to contact me. Marc Melanson Building Official Engineering Department Town Hall, 1540 Sullivan Avenue, South Windsor, CT 06074 | Tel (860) 644-2511 Ext 2245 | Fax (860) 644-7280 Please note that messages to and from the Town of South Windsor may be subject to public release in accordance with applicable laws. MEMO DATE: December 16, 2025 FROM: Tory D. Sidoti, P.E., Town Engineer TO: Daniel H. Jameson, P.E. SUBJECT: Appl #25-52P, Grillo Dental Site Plan Modification Engineering Review Comments The following are the Engineering Department comments: Site Plan Comments 1. After reviewing the retaining wall height reveal, 0.30’ H at NE Corner and 1.10’ H at the SE corner, please explain the need for a retaining wall in this vicinity. After reviewing the grading, there appears to be room to daylight the grading at the back of curb instead of proposing a retaining wall. Please provide more information and details about why the retaining wall is required. 2. Will there be signage that designates employee parking and visitor parking? Employees should be required to park in tandem spaces to prevent any parking conflicts with visitors. After reviewing the stormwater management report, the Engineering Department is satisfied and has no comments. . If you have any questions, please feel free to contact me. Thank you, Memo T0:Daniel H.Jameson,PE From:Justin F.Russo,PLA,Assistant Planner Date:12/1 7/25 Re:Appl #25-52P,Grillo Dental Site Plan Modification Flaming Review Comments The following are the Planning Department comments Building Department and Engineering Department comments are attached. Please make the necessary revisions and submit three COMPLETE sets of full-size revised plans. Site Plan Comments l.Per section 6.4.4 (K)of our Zoning Regulations,tandem parking will not be counted toward the required number of parking spaces per Table 6.4.3B.Please revise the parking table to show 23 spaces proposed. You may note in this table that 8 tandem spaces will be provided. 2.Please indicate that the tandem parking spaces shall be constructed of the same material as the front spaces. 3.To prevent the spread of the invasive Phragmites australis,please specify that all straw used for mulching shall be weed free sterile wheat or barley,and direct contractors to the following link for the best management practices for the movement of topsoil,mulch,and equipment: https://cipwg.uconn.edu/bmps-for-movement-of-topsoil-mulch-and-equipment/ Ifyou have any questions,please do not hesitate to contact us. 1540 SuHivan Avenue,South VWndsor,CT 06074 phone 860644—2511.ext.2229 e—mail iustin.russo@southwindsor—ct.qov South Windsor Planning Department G:\jobs\1917\Docs\Applications\PZC\2025-SITEPLAN-MOD-APPLICATION\2025-12-29 - Submission 2\1917- Planning and Building Responses 12-30-25.docx P.O. BOX 1167 58 CONNECTICUT AVE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island December 30, 2025 Town of South Windsor, CT Attn: Michele M. Lipe, AICP Director of Planning Town of South Windsor 1540 Sullivan Ave. South Windsor, CT 06074 Re: Appl. #25-52P - Review of the proposed Grillo Dental Site Plan Modification 498 Buckland Road - South Windsor, CT Dear Mrs. Lipe, This letter addresses comments dated December 23, 2025. Initial comments are italicized for ease of reference; our responses are bold: Site Plan Comments 1. Per section 6.4.4 (K) of our zoning Regulations, tandem parking will not be counted toward the required number of parking spaces per Table 6.4.3B. Please revise the parking table to show 23 spaces proposed. You may not in this table that 8 tandem spaces will be provided. The Parking Table has been updated as requested, please refer to Title Sheet C-T1 2. Please indicate that the tandem parking spaces shall be constructed of the same material as the front spaces. The pavement section detail notes have been updated as requested. Please refer to plan sheet C-D2. 3. To prevent the spread of the invasive Phragmites australis, please specify that all straw used for mulching shall be weed free sterile wheat or barley, and direct contractors to the following link for the best management practices for the movement of topsoil, mulch, and equipment: https://cipwg.uconn.edu/bmps-for-movement-of-topsoil-mulch-and-equipment/ Erosion and sedimentation control narrative note 7 was added to direct contractors to the link as requested. Please refer to plan sheet C-ES1. Building Department Comments 1. After reviewing this application, the plans should show which handicapped parking spaces are van accessible and which ones are car accessible. The plan has been updated to identify the existing van accessible space to remain and proposed standard accessible parking spaces. Please refer to plan sheet C-SP1 Should you have any questions or require any additional information, please do not hesitate to contact our office. Sincerely, Design Professionals, Inc. Daniel H. Jameson, P.E. Director of Engineering G:\jobs\1917\Docs\Applications\PZC\2025-SITEPLAN-MOD-APPLICATION\2025-12-29 - Submission 2\1917- Engineering Comment Responses 12-30-25.docx P.O. BOX 1167 58 CONNECTICUT AVE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island December 30, 2025 Town of South Windsor, CT Attn: Mr. Tory D.Sidoti, P.E. Town Engineer 1540 Sullivan Avenue South Windsor, CT Re: Appl. #25-52P – Grillo Dental Site Plan Modification Engineering Review Comments. 498 Buckland Road South Windsor, CT Dear Mr. Sidoti , This letter addresses comments received and/or dated December 16, 2025 Initial comments are italicized for ease of reference; our responses are bold. Engineering Department Comments 1. After reviewing the retaining wall height reveal, 0.30’ H at NE Corner and 1.10’ H at the SE corner, please explain the need for a retaining wall in this vicinity. After reviewing the grading, there appears to be room to daylight the grading at the back of curb instead of proposing a retaining wall. Please provide more information and details about why the retaining wall is required. The retaining wall was needed to maximize the available volume of the water quality basin. 2. Will there be signage that designates employee parking and visitor parking? Employees should be required to park in tandem spaces to prevent any parking con licts with visitors. Two signs are now proposed to inform visitors that the tandem parking spaces are for employee parking only. See plan sheet C-SP1. Should you have any questions or require any additional information, please do not hesitate to contact our office. Sincerely, Design Professionals Inc. Daniel H. Jameson, P.E. Director of Engineering © ··· es i g n ro f e s s i o n a l s esign rofessionals · · · esign rofessionals 490 BUCKLAND ROAD COPPER HAVEN PROPERTIES LLC 15300490 530 BUCKLAND ROAD AMERICAN EAGLE FINANCIAL CREDIT UNION 15300530 440 BUCKLAND ROAD BERRY PATCH II ASSOCIATES LIMITED 15300440 513 BUCKLAND ROAD SBC COMMUNICATIONS INC 15300513 479 BUCKLAND ROAD SOUTH WINDSOR REALITY CO LLC 15300491 © ··· es i g n ro f e s s i o n a l s TOTAL WETLANDS ONSITE 2,311 SF± (4.78%) TOTAL UPLAND REVIEW AREA ONSITE 13,970 SF± (28.9%) TOTAL WETLANDS DISTURBED NONE TOTAL UPLAND REVIEW AREA DISTURBED 7890 SF± TOTAL DISTURBANCE 8488 SF± © ··· es i g n ro f e s s i o n a l s · · · ’ · · · · ’ · © ··· es i g n ro f e s s i o n a l s Not to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale ACCESSIBLE PARKING SIGN3 “ ” · ·” ·“” · · · © ··· es i g n ro f e s s i o n a l s Not to Scale TYPICAL SITE RETAINING WALL3 Not to Scale BITUMINOUS CONCRETE LIP CURB6 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD DUTY1 Not to Scale RIPRAP SWALE5 Not to Scale PAVED LEAK OFF4 Not to Scale CHAIN LINK FENCE2 X X X X X X X X X X X X X X X X X X X X X X X X X X XX XX X X X X X X X es i g n ro f e s s i o n a l s © ···· · · · PlANNlNG DEPARTMENT CERTIFIED MAIL #7022 210 0000 6508 4951 January 8,2026 Daniel H.Jameson,P.E. Design Professionals,Inc. 58 Connecticut Avenue.Suite H South Windsor.CT 06074 Dear Mr.Jameson: Re:Appl.25-5213,Grillo Dental Site Plan Modification We are pleased to advise you that on January 8,2026.Town staff approved with modifications the above referenced application for a Site Plan Modification. This approval is to add tandem parking spaces to support the existing dentist office located at 498 Buckland Road.Buckland Gateway Development Zone.as shown on plans prepared by Design Professionals,Inc.,project #1917 dated December 8.2025 as revised December 30, 2025.This approval is subject to the following modifications: 1.Prior to commencement of any site work,a meeting must be held with Town Staff7.No building permit will be issued until the final mylars have been filed in the Town Clerk‘s office. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission.including bonds in the amount of $3.000 to ensure compliance with the erosion and sediment control measures and $3.000 to ensure establishment of storm water system. An as-built plan is required prior to issuance ofa Certificate of Occupancy per Section 9.1.3 ofthe Zoning Regulations. All plans used in the field by the developer must bear the stamp and authorized signature of the Town ofSouth Windsor. This approval does not constitute approval ofthe sanitary sewer.which can only be grantedbytheWaterPollutionControlAuthority. NO building permits will be issued until the Office of State Traffic Administration certificate has been issued (per CGS §l4—3l l). The building street number must be included on the final plan. parking areas. are erected. .The standard accessible parking space shall be designed 10 feet wide to meet the Building Code requirements. Black and white transparent mylars of Sheets #C-T and C—SPI with the above modifications. together with three print copies and one electronic copy of the entire set of plans with live signatures and raised seals must be submitted to this Commission to be stamped and signed.The 1540 Sullivan Avenue,Suuth Windsur,CT 05074 i Tel (EEO)644—2511 Ext 2329 i Flanning@SauthWindsor-DT.gov .,J. All bonds must be in one ofthe forms described in the enclosed Bond Policy. U1 .Pavement markings must be maintained in good condition throughout the site drives and .All free—standing signs and/or building signs require the issuance ofa sign permit before they letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the Town Clerk. Sincerely, Paul Bernstein,Chairman Planning and Zoning Commission PB/js Enclosure:Bonding Policy cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal