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HomeMy WebLinkAbout25-45P AAAK Trucking 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. X X X X X X X X X X X X X X N/A AAAK Trucking AAK Trucking 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 X X X X X X X N/A X X X X X X N/A 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 X X X X N/A N/A X X X N/A N/A N/A N/A N/A X 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 N/A N/A N/A X N/A N/A N/A Daniel H. Jameson 10/02/2025 P.0‘Box 1167 58 CONNECTICUT AVENUE sUITE H SOUTH WINDsOR,cT 06074 PHONE:860.291 .8755 FAX:860.291 .8757 c1v1L ENGINEERs i pLANNERs i sunvavons i LANnscApE ARcHrrECTs Serving CDnneEticul,Maisnrhusetts,&Rhadz Island Since 1936 October 2,2025 Dear Abutting Property Owner: Re:AAAK Trucking Site Plan 370 Burnham Street AAAK Trucking LLC DPI Project No:4546A In accordance with the Rules &Regulations of the South Windsor Planning &Zoning Commission,you are hereby notified that an application has been filed on the property abutting yours at the above-referenced address.The application and plans are on file with the South Windsor Planning Department As an abutting property owner,you are invited to the hearing to ask questions and/or give comments,however,youarenotrequiredtoattend.You may also submit written comments regarding the application prior to the meeting if you so desire For further information regarding the specific date this application will be heard,please contact Michele Lipe,AICP,Director of Planning,at the South Windsor Planning Department at 860-644-2511,ext 2252. if you have any questions regarding the specifics of the plans,please feel free to contact our office at 860-291v8755. Thank you, Sincerely, DESIGN PROFESSIONALS,INC. $K¢WMJ Peter R.DeMallie President &Principal Cc:Town of South Windsor Applicant Property Owner uu.£3. ©···esignrofessionalsesign rofessionals · · · esign rofessionals 380 BURNHAM STREET SALGUERO SILVA 15600380 338 BURNHAM STREET BROOKS MARK E 15600338 396 BURNHAM STREET BURNHAM REALITY LLC 15600396 328 BURNHAM STREET 328 BURNHAM LLC 15600328 55 CORNEAU WAY BHD 55 REALITY LLC 23700055 350 BURNHAM STREET BOLGI SUSAN M & JOHN J 15600350 370 BURNHAM STREET KORKUTOVIC RAHIM 15600370 366 BURNHAM STREET KREYGO MOTORS INC 15600366 360 BURNHAM STREET DJS 360 HOLDINGS LLC 15600360 410 BURNHAM STREET BURNHAM REALITY LLC 15600410 430 BURNHAM STREET BURNHAM REALITY LLC 15600430 ©···esignrofessionals ± ± ± ± ± ± ± ± ± ± ± ± ±± ±± ±©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · ≥ ©···esignrofessionalsNot to Scale SHRUB & GROUNDCOVER PLANTING DETAIL4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.3 0.2 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.3 0.3 0.3 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.4 1.0 1.1 1.1 0.9 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.4 0.6 0.7 0.7 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.4 0.4 0.4 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 W4F WP W4W WP Luminaire Schedule Qty Label Arrangement Description LLF Luminaire Lumens Luminaire Watts Total Watts 1 W4W Single RWL1-48L-10-3K7-4W-U @12FT 1.000 1285 10.1 10.1 2 WP Single 22215_BEGA @12FT 1.000 173 3 6 1 W4F Single VPW2-18L-20-AM-4F @25FT 0.900 1283 19.4 19.4 ©···esignrofessionals333 Pleasant Valley Road South Windsor, CT 06074 (860) 282-0597 263 Winn Street Burlington, MA 01803 (781) 935-8500 ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale VAN ACCESSIBLE PARKING SPACE3 Not to Scale ACCESSIBLE PARKING SIGN2 “ ” · ·” ·“” · · · ©···esignrofessionalsNot to Scale OUTLET CONTROL STRUCTURE4Not to Scale CONCRETE BOLLARD2 Not to Scale OPAQUE WOOD FENCE3 Not to Scale SANITARY SEWER TRENCH SECTION5 Not to Scale SANITARY CLEANOUT6 Not to Scale STORM DRAIN TRENCH SECTION7 Not to Scale WATER TRENCH SECTION8 Not to Scale GRAVEL PARKING SECTION1 Not to Scale MANHOLE FRAME & COVER9 APPENDIX A (Pre-Development Drainage HydroCAD Report) DP1 DP2 Flow to Burnham Street Flow to Northwestern Prop. Boundary Proposed Conditions Analysis Considering Garage Existing Conditions Analysis E1 DP1 E2 DP2 Routing Diagram for 4546.A - HydroCAD Model Prepared by Design Professionals Inc., Printed 9/30/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions 4546.A - HydroCAD Model Printed 9/30/2025Prepared 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 3.08 2 2 10-yr NOAA 24-hr D Default 24.00 1 4.88 2 3 25-yr NOAA 24-hr D Default 24.00 1 6.00 2 4 50-yr NOAA 24-hr D Default 24.00 1 6.83 2 5 100-yr NOAA 24-hr D Default 24.00 1 7.74 2 Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,235 sf 11.55% Impervious Runoff Depth=1.01"Subcatchment E1: DP1 Flow Length=436' Tc=42.7 min CN=75 Runoff=0.98 cfs 0.169 af Runoff Area=8,152 sf 41.60% Impervious Runoff Depth=1.58"Subcatchment E2: DP2 Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 Runoff=0.29 cfs 0.025 af Total Runoff Area = 2.190 ac Runoff Volume = 0.194 af Average Runoff Depth = 1.06" 85.88% Pervious = 1.881 ac 14.12% Impervious = 0.309 ac Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.88"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,235 sf 11.55% Impervious Runoff Depth=2.35"Subcatchment E1: DP1 Flow Length=436' Tc=42.7 min CN=75 Runoff=2.41 cfs 0.393 af Runoff Area=8,152 sf 41.60% Impervious Runoff Depth=3.16"Subcatchment E2: DP2 Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 Runoff=0.58 cfs 0.049 af Total Runoff Area = 2.190 ac Runoff Volume = 0.442 af Average Runoff Depth = 2.42" 85.88% Pervious = 1.881 ac 14.12% Impervious = 0.309 ac Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.00"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,235 sf 11.55% Impervious Runoff Depth=3.28"Subcatchment E1: DP1 Flow Length=436' Tc=42.7 min CN=75 Runoff=3.38 cfs 0.548 af Runoff Area=8,152 sf 41.60% Impervious Runoff Depth=4.20"Subcatchment E2: DP2 Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 Runoff=0.76 cfs 0.065 af Total Runoff Area = 2.190 ac Runoff Volume = 0.613 af Average Runoff Depth = 3.36" 85.88% Pervious = 1.881 ac 14.12% Impervious = 0.309 ac Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.83"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,235 sf 11.55% Impervious Runoff Depth=4.00"Subcatchment E1: DP1 Flow Length=436' Tc=42.7 min CN=75 Runoff=4.13 cfs 0.668 af Runoff Area=8,152 sf 41.60% Impervious Runoff Depth=4.98"Subcatchment E2: DP2 Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 Runoff=0.90 cfs 0.078 af Total Runoff Area = 2.190 ac Runoff Volume = 0.745 af Average Runoff Depth = 4.08" 85.88% Pervious = 1.881 ac 14.12% Impervious = 0.309 ac Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,235 sf 11.55% Impervious Runoff Depth=4.81"Subcatchment E1: DP1 Flow Length=436' Tc=42.7 min CN=75 Runoff=4.95 cfs 0.802 af Runoff Area=8,152 sf 41.60% Impervious Runoff Depth=5.85"Subcatchment E2: DP2 Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 Runoff=1.05 cfs 0.091 af Total Runoff Area = 2.190 ac Runoff Volume = 0.894 af Average Runoff Depth = 4.90" 85.88% Pervious = 1.881 ac 14.12% Impervious = 0.309 ac Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: DP1 Runoff = 0.98 cfs @ 12.62 hrs, Volume= 0.169 af, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 373 55 Woods, Good, HSG B 32,678 70 Woods, Good, HSG C 1,156 61 >75% Grass cover, Good, HSG B 42,546 74 >75% Grass cover, Good, HSG C * 10,078 98 Impervious Areas 404 65 Brush, Good, HSG C 87,235 75 Weighted Average 77,157 88.45% Pervious Area 10,078 11.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.2 100 0.0975 0.08 Sheet Flow, 100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.08" 2.9 17 0.0015 0.10 Shallow Concentrated Flow, Shallow Concentrated Flow Forest w/Heavy Litter Kv= 2.5 fps 19.6 319 0.0015 0.27 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 42.7 436 Total Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=87,235 sf Runoff Volume=0.169 af Runoff Depth=1.01" Flow Length=436' Tc=42.7 min CN=75 0.98 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: DP2 Runoff = 0.29 cfs @ 12.18 hrs, Volume= 0.025 af, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 81 61 >75% Grass cover, Good, HSG B 4,680 74 >75% Grass cover, Good, HSG C * 3,391 98 Impervious Areas 8,152 84 Weighted Average 4,761 58.40% Pervious Area 3,391 41.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 94 0.0159 0.15 Sheet Flow, <100ft Sheet Flow Grass: Short n= 0.150 P2= 3.08" Subcatchment E2: DP2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=8,152 sf Runoff Volume=0.025 af Runoff Depth=1.58" Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 0.29 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.88"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=87,235 sf Runoff Volume=0.393 af Runoff Depth=2.35" Flow Length=436' Tc=42.7 min CN=75 2.41 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.88"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: DP2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=8,152 sf Runoff Volume=0.049 af Runoff Depth=3.16" Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 0.58 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.00"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=87,235 sf Runoff Volume=0.548 af Runoff Depth=3.28" Flow Length=436' Tc=42.7 min CN=75 3.38 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.00"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: DP2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=8,152 sf Runoff Volume=0.065 af Runoff Depth=4.20" Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 0.76 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.83"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=87,235 sf Runoff Volume=0.668 af Runoff Depth=4.00" Flow Length=436' Tc=42.7 min CN=75 4.13 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.83"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: DP2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=8,152 sf Runoff Volume=0.078 af Runoff Depth=4.98" Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 0.90 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=87,235 sf Runoff Volume=0.802 af Runoff Depth=4.81" Flow Length=436' Tc=42.7 min CN=75 4.95 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: DP2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=8,152 sf Runoff Volume=0.091 af Runoff Depth=5.85" Flow Length=94' Slope=0.0159 '/' Tc=10.4 min CN=84 1.05 cfs Existing Conditions Multi-Event Tables4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment E1: DP1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 10-yr 4.88 2.41 0.393 2.35 25-yr 6.00 3.38 0.548 3.28 50-yr 6.83 4.13 0.668 4.00 100-yr 7.74 4.95 0.802 4.81 Existing Conditions Multi-Event Tables4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment E2: DP2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 10-yr 4.88 0.58 0.049 3.16 25-yr 6.00 0.76 0.065 4.20 50-yr 6.83 0.90 0.078 4.98 100-yr 7.74 1.05 0.091 5.85 APPENDIX B (Post-Development Drainage HydroCAD Report) DP1 Flow to Northwestern Prop. Boundary DP2 Flow to Burnham Street Proposed Conditions Analysis 88S P4 90S P2 91S P3 P1 P1 94P WQB 89L Undetained Flow 93L DP2* DP1* DP1* Routing Diagram for 4546.A - HydroCAD Model Prepared by Design Professionals Inc., Printed 9/30/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions 4546.A - HydroCAD Model Printed 9/30/2025Prepared 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 3.08 2 2 10-yr NOAA 24-hr D Default 24.00 1 4.88 2 3 25-yr NOAA 24-hr D Default 24.00 1 6.00 2 4 50-yr NOAA 24-hr D Default 24.00 1 6.83 2 5 100-yr NOAA 24-hr D Default 24.00 1 7.74 2 Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=437 sf 100.00% Impervious Runoff Depth=2.85"Subcatchment 88S: P4 Tc=6.0 min CN=98 Runoff=0.03 cfs 0.002 af Runoff Area=4,762 sf 30.97% Impervious Runoff Depth=1.38"Subcatchment 90S: P2 Tc=10.0 min CN=81 Runoff=0.15 cfs 0.013 af Runoff Area=11,902 sf 69.60% Impervious Runoff Depth=2.06"Subcatchment 91S: P3 Tc=6.0 min CN=90 Runoff=0.65 cfs 0.047 af Runoff Area=77,354 sf 13.12% Impervious Runoff Depth=1.01"Subcatchment P1: P1 Flow Length=411' Tc=41.2 min CN=75 Runoff=0.89 cfs 0.150 af Peak Elev=60.14' Storage=539 cf Inflow=0.65 cfs 0.047 afPond 94P: WQB Outflow=0.10 cfs 0.047 af Inflow=0.18 cfs 0.015 afLink 89L: Undetained Flow Primary=0.18 cfs 0.015 af Inflow=0.27 cfs 0.062 afLink 93L: DP2* Primary=0.27 cfs 0.062 af Inflow=0.89 cfs 0.150 afLink DP1*: DP1* Primary=0.89 cfs 0.150 af Total Runoff Area = 2.168 ac Runoff Volume = 0.212 af Average Runoff Depth = 1.17" 78.46% Pervious = 1.701 ac 21.54% Impervious = 0.467 ac Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=437 sf 100.00% Impervious Runoff Depth=4.64"Subcatchment 88S: P4 Tc=6.0 min CN=98 Runoff=0.05 cfs 0.004 af Runoff Area=4,762 sf 30.97% Impervious Runoff Depth=2.88"Subcatchment 90S: P2 Tc=10.0 min CN=81 Runoff=0.32 cfs 0.026 af Runoff Area=11,902 sf 69.60% Impervious Runoff Depth=3.76"Subcatchment 91S: P3 Tc=6.0 min CN=90 Runoff=1.15 cfs 0.086 af Runoff Area=77,354 sf 13.12% Impervious Runoff Depth=2.35"Subcatchment P1: P1 Flow Length=411' Tc=41.2 min CN=75 Runoff=2.19 cfs 0.348 af Peak Elev=60.60' Storage=1,058 cf Inflow=1.15 cfs 0.086 afPond 94P: WQB Outflow=0.24 cfs 0.086 af Inflow=0.36 cfs 0.030 afLink 89L: Undetained Flow Primary=0.36 cfs 0.030 af Inflow=0.56 cfs 0.116 afLink 93L: DP2* Primary=0.56 cfs 0.116 af Inflow=2.19 cfs 0.348 afLink DP1*: DP1* Primary=2.19 cfs 0.348 af Total Runoff Area = 2.168 ac Runoff Volume = 0.464 af Average Runoff Depth = 2.57" 78.46% Pervious = 1.701 ac 21.54% Impervious = 0.467 ac Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=437 sf 100.00% Impervious Runoff Depth=5.76"Subcatchment 88S: P4 Tc=6.0 min CN=98 Runoff=0.06 cfs 0.005 af Runoff Area=4,762 sf 30.97% Impervious Runoff Depth=3.88"Subcatchment 90S: P2 Tc=10.0 min CN=81 Runoff=0.42 cfs 0.035 af Runoff Area=11,902 sf 69.60% Impervious Runoff Depth=4.85"Subcatchment 91S: P3 Tc=6.0 min CN=90 Runoff=1.45 cfs 0.110 af Runoff Area=77,354 sf 13.12% Impervious Runoff Depth=3.28"Subcatchment P1: P1 Flow Length=411' Tc=41.2 min CN=75 Runoff=3.07 cfs 0.486 af Peak Elev=60.88' Storage=1,442 cf Inflow=1.45 cfs 0.110 afPond 94P: WQB Outflow=0.29 cfs 0.110 af Inflow=0.47 cfs 0.040 afLink 89L: Undetained Flow Primary=0.47 cfs 0.040 af Inflow=0.73 cfs 0.151 afLink 93L: DP2* Primary=0.73 cfs 0.151 af Inflow=3.07 cfs 0.486 afLink DP1*: DP1* Primary=3.07 cfs 0.486 af Total Runoff Area = 2.168 ac Runoff Volume = 0.636 af Average Runoff Depth = 3.52" 78.46% Pervious = 1.701 ac 21.54% Impervious = 0.467 ac Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=437 sf 100.00% Impervious Runoff Depth=6.59"Subcatchment 88S: P4 Tc=6.0 min CN=98 Runoff=0.07 cfs 0.006 af Runoff Area=4,762 sf 30.97% Impervious Runoff Depth=4.65"Subcatchment 90S: P2 Tc=10.0 min CN=81 Runoff=0.50 cfs 0.042 af Runoff Area=11,902 sf 69.60% Impervious Runoff Depth=5.66"Subcatchment 91S: P3 Tc=6.0 min CN=90 Runoff=1.68 cfs 0.129 af Runoff Area=77,354 sf 13.12% Impervious Runoff Depth=4.00"Subcatchment P1: P1 Flow Length=411' Tc=41.2 min CN=75 Runoff=3.74 cfs 0.592 af Peak Elev=61.08' Storage=1,745 cf Inflow=1.68 cfs 0.129 afPond 94P: WQB Outflow=0.32 cfs 0.129 af Inflow=0.56 cfs 0.048 afLink 89L: Undetained Flow Primary=0.56 cfs 0.048 af Inflow=0.85 cfs 0.177 afLink 93L: DP2* Primary=0.85 cfs 0.177 af Inflow=3.74 cfs 0.592 afLink DP1*: DP1* Primary=3.74 cfs 0.592 af Total Runoff Area = 2.168 ac Runoff Volume = 0.769 af Average Runoff Depth = 4.25" 78.46% Pervious = 1.701 ac 21.54% Impervious = 0.467 ac Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=437 sf 100.00% Impervious Runoff Depth=7.50"Subcatchment 88S: P4 Tc=6.0 min CN=98 Runoff=0.07 cfs 0.006 af Runoff Area=4,762 sf 30.97% Impervious Runoff Depth=5.50"Subcatchment 90S: P2 Tc=10.0 min CN=81 Runoff=0.59 cfs 0.050 af Runoff Area=11,902 sf 69.60% Impervious Runoff Depth=6.55"Subcatchment 91S: P3 Tc=6.0 min CN=90 Runoff=1.93 cfs 0.149 af Runoff Area=77,354 sf 13.12% Impervious Runoff Depth=4.81"Subcatchment P1: P1 Flow Length=411' Tc=41.2 min CN=75 Runoff=4.49 cfs 0.711 af Peak Elev=61.18' Storage=1,914 cf Inflow=1.93 cfs 0.149 afPond 94P: WQB Outflow=0.64 cfs 0.149 af Inflow=0.65 cfs 0.056 afLink 89L: Undetained Flow Primary=0.65 cfs 0.056 af Inflow=1.05 cfs 0.205 afLink 93L: DP2* Primary=1.05 cfs 0.205 af Inflow=4.49 cfs 0.711 afLink DP1*: DP1* Primary=4.49 cfs 0.711 af Total Runoff Area = 2.168 ac Runoff Volume = 0.917 af Average Runoff Depth = 5.07" 78.46% Pervious = 1.701 ac 21.54% Impervious = 0.467 ac Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 88S: P4 Runoff = 0.03 cfs @ 12.13 hrs, Volume= 0.002 af, Depth= 2.85" Routed to Link 89L : Undetained Flow Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description * 437 98 Impervious Areas 437 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 88S: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=437 sf Runoff Volume=0.002 af Runoff Depth=2.85" Tc=6.0 min CN=98 0.03 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 90S: P2 Runoff = 0.15 cfs @ 12.18 hrs, Volume= 0.013 af, Depth= 1.38" Routed to Link 89L : Undetained Flow Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 19 61 >75% Grass cover, Good, HSG B 3,268 74 >75% Grass cover, Good, HSG C * 1,475 98 Impervious Areas 4,762 81 Weighted Average 3,287 69.03% Pervious Area 1,475 30.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 90S: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=4,762 sf Runoff Volume=0.013 af Runoff Depth=1.38" Tc=10.0 min CN=81 0.15 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 91S: P3 Runoff = 0.65 cfs @ 12.13 hrs, Volume= 0.047 af, Depth= 2.06" Routed to Pond 94P : WQB Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 62 61 >75% Grass cover, Good, HSG B 3,275 74 >75% Grass cover, Good, HSG C * 8,284 98 Impervious Areas 281 65 Brush, Good, HSG C 11,902 90 Weighted Average 3,618 30.40% Pervious Area 8,284 69.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 91S: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=11,902 sf Runoff Volume=0.047 af Runoff Depth=2.06" Tc=6.0 min CN=90 0.65 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 Runoff = 0.89 cfs @ 12.59 hrs, Volume= 0.150 af, Depth= 1.01" Routed to Link DP1* : DP1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 373 55 Woods, Good, HSG B 33,767 70 Woods, Good, HSG C 1,157 61 >75% Grass cover, Good, HSG B 31,786 74 >75% Grass cover, Good, HSG C * 10,148 98 Impervious Areas 123 65 Brush, Good, HSG C 77,354 75 Weighted Average 67,206 86.88% Pervious Area 10,148 13.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.2 100 0.0975 0.08 Sheet Flow, 100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.08" 2.9 17 0.0015 0.10 Shallow Concentrated Flow, Shallow Concentrated Flow Forest w/Heavy Litter Kv= 2.5 fps 18.1 294 0.0015 0.27 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 41.2 411 Total Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=77,354 sf Runoff Volume=0.150 af Runoff Depth=1.01" Flow Length=411' Tc=41.2 min CN=75 0.89 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 94P: WQB Inflow Area = 0.273 ac, 69.60% Impervious, Inflow Depth = 2.06" for 2-yr event Inflow = 0.65 cfs @ 12.13 hrs, Volume= 0.047 af Outflow = 0.10 cfs @ 12.64 hrs, Volume= 0.047 af, Atten= 84%, Lag= 30.3 min Primary = 0.10 cfs @ 12.64 hrs, Volume= 0.047 af Routed to Link 93L : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 60.14' @ 12.64 hrs Surf.Area= 994 sf Storage= 539 cf Flood Elev= 62.00' Surf.Area= 3,117 sf Storage= 3,738 cf Plug-Flow detention time= 34.8 min calculated for 0.047 af (100% of inflow) Center-of-Mass det. time= 34.6 min ( 850.5 - 815.9 ) Volume Invert Avail.Storage Storage Description #1 59.50' 3,719 cf Surface Basin (Prismatic) Listed below (Recalc) #2 58.22' 18 cf Outlet Control Structure (Prismatic) Listed below (Recalc) 3,738 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 59.50 675 0 0 60.00 914 397 397 60.50 1,185 525 922 61.00 1,538 681 1,603 61.30 1,764 495 2,098 61.50 1,906 367 2,465 62.00 3,111 1,254 3,719 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 58.22 6 0 0 61.27 6 18 18 Device Routing Invert Outlet Devices #1 Primary 58.22'12.0" Round Culvert L= 9.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.22' / 58.18' S= 0.0044 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 58.22'1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 60.15'2.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 61.10'48.0" W x 48.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=0.10 cfs @ 12.64 hrs HW=60.14' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.10 cfs of 3.97 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.10 cfs @ 6.54 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Pond 94P: WQB Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.273 ac Peak Elev=60.14' Storage=539 cf 0.65 cfs 0.10 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 89L: Undetained Flow Inflow Area = 0.119 ac, 36.78% Impervious, Inflow Depth = 1.50" for 2-yr event Inflow = 0.18 cfs @ 12.17 hrs, Volume= 0.015 af Primary = 0.18 cfs @ 12.17 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Routed to Link 93L : DP2* Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link 89L: Undetained Flow Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.119 ac 0.18 cfs0.18 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 93L: DP2* Inflow Area = 0.393 ac, 59.62% Impervious, Inflow Depth = 1.89" for 2-yr event Inflow = 0.27 cfs @ 12.17 hrs, Volume= 0.062 af Primary = 0.27 cfs @ 12.17 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link 93L: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.393 ac 0.27 cfs0.27 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1*: DP1* Inflow Area = 1.776 ac, 13.12% Impervious, Inflow Depth = 1.01" for 2-yr event Inflow = 0.89 cfs @ 12.59 hrs, Volume= 0.150 af Primary = 0.89 cfs @ 12.59 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=1.776 ac 0.89 cfs0.89 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 88S: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)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 10-yr Rainfall=4.88" Runoff Area=437 sf Runoff Volume=0.004 af Runoff Depth=4.64" Tc=6.0 min CN=98 0.05 cfs Subcatchment 90S: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=4,762 sf Runoff Volume=0.026 af Runoff Depth=2.88" Tc=10.0 min CN=81 0.32 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 91S: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=11,902 sf Runoff Volume=0.086 af Runoff Depth=3.76" Tc=6.0 min CN=90 1.15 cfs Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=77,354 sf Runoff Volume=0.348 af Runoff Depth=2.35" Flow Length=411' Tc=41.2 min CN=75 2.19 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 94P: WQB Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.273 ac Peak Elev=60.60' Storage=1,058 cf 1.15 cfs 0.24 cfs Link 89L: Undetained Flow Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.119 ac 0.36 cfs0.36 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 93L: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.393 ac 0.56 cfs0.56 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=1.776 ac 2.19 cfs2.19 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 88S: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=437 sf Runoff Volume=0.005 af Runoff Depth=5.76" Tc=6.0 min CN=98 0.06 cfs Subcatchment 90S: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)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 25-yr Rainfall=6.00" Runoff Area=4,762 sf Runoff Volume=0.035 af Runoff Depth=3.88" Tc=10.0 min CN=81 0.42 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 91S: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=11,902 sf Runoff Volume=0.110 af Runoff Depth=4.85" Tc=6.0 min CN=90 1.45 cfs Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=77,354 sf Runoff Volume=0.486 af Runoff Depth=3.28" Flow Length=411' Tc=41.2 min CN=75 3.07 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 94P: WQB Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.273 ac Peak Elev=60.88' Storage=1,442 cf 1.45 cfs 0.29 cfs Link 89L: Undetained Flow Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)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 Inflow Area=0.119 ac 0.47 cfs0.47 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 93L: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.393 ac 0.73 cfs0.73 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=1.776 ac 3.07 cfs3.07 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 88S: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=437 sf Runoff Volume=0.006 af Runoff Depth=6.59" Tc=6.0 min CN=98 0.07 cfs Subcatchment 90S: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)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 50-yr Rainfall=6.83" Runoff Area=4,762 sf Runoff Volume=0.042 af Runoff Depth=4.65" Tc=10.0 min CN=81 0.50 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 91S: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=11,902 sf Runoff Volume=0.129 af Runoff Depth=5.66" Tc=6.0 min CN=90 1.68 cfs Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=77,354 sf Runoff Volume=0.592 af Runoff Depth=4.00" Flow Length=411' Tc=41.2 min CN=75 3.74 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 94P: WQB Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.273 ac Peak Elev=61.08' Storage=1,745 cf 1.68 cfs 0.32 cfs Link 89L: Undetained Flow Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.119 ac 0.56 cfs0.56 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 93L: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.393 ac 0.85 cfs0.85 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=1.776 ac 3.74 cfs3.74 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 88S: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=437 sf Runoff Volume=0.006 af Runoff Depth=7.50" Tc=6.0 min CN=98 0.07 cfs Subcatchment 90S: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=4,762 sf Runoff Volume=0.050 af Runoff Depth=5.50" Tc=10.0 min CN=81 0.59 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 91S: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=11,902 sf Runoff Volume=0.149 af Runoff Depth=6.55" Tc=6.0 min CN=90 1.93 cfs Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=77,354 sf Runoff Volume=0.711 af Runoff Depth=4.81" Flow Length=411' Tc=41.2 min CN=75 4.49 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 94P: WQB Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.273 ac Peak Elev=61.18' Storage=1,914 cf 1.93 cfs 0.64 cfs Link 89L: Undetained Flow Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.119 ac 0.65 cfs0.65 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 93L: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.393 ac 1.05 cfs1.05 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=1.776 ac 4.49 cfs4.49 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 94P: WQB Inflow Area = 0.273 ac, 69.60% Impervious, Inflow Depth = 6.55" for 100-yr event Inflow = 1.93 cfs @ 12.13 hrs, Volume= 0.149 af Outflow = 0.64 cfs @ 12.30 hrs, Volume= 0.149 af, Atten= 67%, Lag= 10.5 min Primary = 0.64 cfs @ 12.30 hrs, Volume= 0.149 af Routed to Link 93L : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 61.18' @ 12.30 hrs Surf.Area= 1,682 sf Storage= 1,914 cf Flood Elev= 62.00' Surf.Area= 3,117 sf Storage= 3,738 cf Plug-Flow detention time= 53.0 min calculated for 0.149 af (100% of inflow) Center-of-Mass det. time= 53.0 min ( 833.9 - 780.9 ) Volume Invert Avail.Storage Storage Description #1 59.50' 3,719 cf Surface Basin (Prismatic) Listed below (Recalc) #2 58.22' 18 cf Outlet Control Structure (Prismatic) Listed below (Recalc) 3,738 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 59.50 675 0 0 60.00 914 397 397 60.50 1,185 525 922 61.00 1,538 681 1,603 61.30 1,764 495 2,098 61.50 1,906 367 2,465 62.00 3,111 1,254 3,719 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 58.22 6 0 0 61.27 6 18 18 Device Routing Invert Outlet Devices #1 Primary 58.22'12.0" Round Culvert L= 9.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.22' / 58.18' S= 0.0044 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 58.22'1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 60.15'2.0" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #4 Device 1 61.10'48.0" W x 48.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"4546.A - HydroCAD Model Printed 9/30/2025Prepared by Design Professionals Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=0.64 cfs @ 12.30 hrs HW=61.18' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.64 cfs of 5.24 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.13 cfs @ 8.19 fps) 3=Orifice/Grate (Orifice Controls 0.20 cfs @ 4.69 fps) 4=Orifice/Grate (Orifice Controls 0.31 cfs @ 0.92 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 July 21, 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 13—Walpole sandy loam, 0 to 3 percent slopes.........................................10 36A—Windsor loamy sand, 0 to 3 percent slopes.......................................11 36B—Windsor loamy sand, 3 to 8 percent slopes......................................12 108—Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded.................................................................................14 306—Udorthents-Urban land complex........................................................15 307—Urban land.........................................................................................17 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................18 Soil Information for All Uses...............................................................................20 Soil Properties and Qualities..............................................................................20 Soil Qualities and Features.............................................................................20 Hydrologic Soil Group.................................................................................20 References............................................................................................................25 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 46298004629900463000046301004630200463030046304004630500463060046307004630800463090046310004629800462990046300004630100463020046303004630400463050046306004630700463080046309004631000698200 698300 698400 698500 698600 698700 698800 698900 699000 699100 698300 698400 698500 698600 698700 698800 698900 699000 699100 699200 41° 48' 24'' N 72° 36' 51'' W41° 48' 24'' N72° 36' 7'' W41° 47' 40'' N 72° 36' 51'' W41° 47' 40'' N 72° 36' 7'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,550 if printed on A portrait (8.5" x 11") sheet. 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. 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 2, Aug 30, 2024 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 13 Walpole sandy loam, 0 to 3 percent slopes 33.1 16.3% 36A Windsor loamy sand, 0 to 3 percent slopes 1.9 0.9% 36B Windsor loamy sand, 3 to 8 percent slopes 2.5 1.2% 108 Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded 0.3 0.2% 306 Udorthents-Urban land complex 61.5 30.3% 307 Urban land 1.0 0.5% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 102.4 50.5% Totals for Area of Interest 202.7 100.0% 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 Custom Soil Resource Report 8 components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it 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 13—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,350 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: Farmland of statewide importance Map Unit Composition Walpole and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform:Depressions Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe - 0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg - 7 to 21 inches: sandy loam BC - 21 to 25 inches: gravelly sandy loam C - 25 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible 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:About 0 to 4 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: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 10 Minor Components Sudbury Percent of map unit:10 percent Landform:Outwash plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Ecological site:F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Scarboro Percent of map unit:10 percent Landform:Depressions Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY031MA - Very Wet Outwash Hydric soil rating: Yes 36A—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash plains, dunes, deltas, outwash terraces Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand Custom Soil Resource Report 11 C - 25 to 65 inches: sand Properties and qualities Slope:0 to 3 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):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield, loamy sand Percent of map unit:10 percent Landform:Deltas, outwash plains, terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit:5 percent Landform:Outwash plains, eskers, kames, deltas Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Linear, convex Hydric soil rating: No 36B—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Custom Soil Resource Report 12 Farmland classification: Farmland of statewide importance Map Unit Composition Windsor and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Loose sandy glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 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 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley Percent of map unit:10 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 Deerfield, loamy sand Percent of map unit:5 percent Landform:Terraces Custom Soil Resource Report 13 Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:F144AY027MA - Moist Sandy Outwash Hydric soil rating: No 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) Custom Soil Resource Report 14 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 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 Custom Soil Resource Report 15 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 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 Custom Soil Resource Report 16 Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No 307—Urban land Map Unit Setting National map unit symbol: 9lmh 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 Urban land:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:10 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:10 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 17 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave 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 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Low 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:About 16 to 30 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): 2w Hydrologic Soil Group: B/D Custom Soil Resource Report 18 Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Agawam Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No 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 Tisbury Percent of map unit:3 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY026CT - Moist Silty Outwash Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 19 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 20 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 21 22 Custom Soil Resource Report Map—Hydrologic Soil Group 46298004629900463000046301004630200463030046304004630500463060046307004630800463090046310004629800462990046300004630100463020046303004630400463050046306004630700463080046309004631000698200 698300 698400 698500 698600 698700 698800 698900 699000 699100 698300 698400 698500 698600 698700 698800 698900 699000 699100 699200 41° 48' 24'' N 72° 36' 51'' W41° 48' 24'' N72° 36' 7'' W41° 47' 40'' N 72° 36' 51'' W41° 47' 40'' N 72° 36' 7'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,550 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut, Western Part Survey Area Data: Version 2, Aug 30, 2024 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 23 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes B/D 33.1 16.3% 36A Windsor loamy sand, 0 to 3 percent slopes A 1.9 0.9% 36B Windsor loamy sand, 3 to 8 percent slopes A 2.5 1.2% 108 Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded B/D 0.3 0.2% 306 Udorthents-Urban land complex B 61.5 30.3% 307 Urban land D 1.0 0.5% 701A Ninigret fine sandy loam, 0 to 3 percent slopes B/D 102.4 50.5% Totals for Area of Interest 202.7 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 24 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 25 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 26 APPENDIX D NOAA Atlas 14 Precipitation Data NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8°, Longitude: -72.6079° Elevation: 63 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 (0.262‑0.426) 0.406 (0.318‑0.518) 0.523 (0.408‑0.670) 0.620 (0.480‑0.799) 0.753 (0.565‑1.02) 0.854 (0.627‑1.18) 0.959 (0.684‑1.38) 1.08 (0.727‑1.58) 1.25 (0.809‑1.90) 1.39 (0.878‑2.16) 10-min 0.474 (0.371‑0.604) 0.575 (0.450‑0.734) 0.740 (0.577‑0.948) 0.878 (0.681‑1.13) 1.07 (0.800‑1.44) 1.21 (0.888‑1.67) 1.36 (0.969‑1.95) 1.53 (1.03‑2.24) 1.77 (1.15‑2.70) 1.96 (1.24‑3.06) 15-min 0.557 (0.436‑0.710) 0.676 (0.529‑0.863) 0.871 (0.679‑1.12) 1.03 (0.801‑1.33) 1.26 (0.942‑1.70) 1.42 (1.04‑1.96) 1.60 (1.14‑2.29) 1.80 (1.21‑2.64) 2.08 (1.35‑3.17) 2.31 (1.46‑3.60) 30-min 0.746 (0.585‑0.951) 0.908 (0.711‑1.16) 1.17 (0.915‑1.50) 1.39 (1.08‑1.79) 1.70 (1.27‑2.29) 1.92 (1.41‑2.66) 2.16 (1.54‑3.10) 2.43 (1.64‑3.57) 2.81 (1.82‑4.29) 3.13 (1.98‑4.87) 60-min 0.935 (0.733‑1.19) 1.14 (0.892‑1.46) 1.48 (1.15‑1.89) 1.75 (1.36‑2.26) 2.14 (1.60‑2.88) 2.42 (1.78‑3.34) 2.72 (1.94‑3.91) 3.06 (2.06‑4.50) 3.55 (2.30‑5.41) 3.94 (2.50‑6.14) 2-hr 1.21 (0.957‑1.54) 1.47 (1.16‑1.87) 1.89 (1.48‑2.41) 2.24 (1.75‑2.87) 2.72 (2.05‑3.66) 3.08 (2.28‑4.24) 3.46 (2.49‑4.97) 3.91 (2.64‑5.71) 4.58 (2.98‑6.94) 5.14 (3.26‑7.96) 3-hr 1.40 (1.11‑1.77) 1.69 (1.34‑2.14) 2.18 (1.71‑2.76) 2.57 (2.01‑3.28) 3.12 (2.37‑4.19) 3.53 (2.62‑4.86) 3.97 (2.88‑5.70) 4.50 (3.05‑6.55) 5.30 (3.45‑8.01) 5.99 (3.81‑9.22) 6-hr 1.75 (1.39‑2.19) 2.12 (1.69‑2.67) 2.74 (2.16‑3.45) 3.24 (2.55‑4.11) 3.94 (3.01‑5.26) 4.46 (3.34‑6.10) 5.02 (3.66‑7.19) 5.71 (3.88‑8.26) 6.77 (4.42‑10.2) 7.69 (4.91‑11.8) 12-hr 2.12 (1.70‑2.65) 2.60 (2.08‑3.25) 3.38 (2.69‑4.24) 4.03 (3.19‑5.08) 4.92 (3.78‑6.54) 5.58 (4.20‑7.61) 6.30 (4.62‑8.99) 7.19 (4.91‑10.3) 8.58 (5.62‑12.8) 9.78 (6.26‑14.9) 24-hr 2.47 (1.99‑3.07) 3.08 (2.47‑3.82) 4.06 (3.25‑5.06) 4.88 (3.88‑6.11) 6.00 (4.64‑7.95) 6.83 (5.18‑9.28) 7.74 (5.73‑11.0) 8.90 (6.09‑12.7) 10.7 (7.06‑15.9) 12.4 (7.93‑18.7) 2-day 2.80 (2.27‑3.45) 3.53 (2.86‑4.36) 4.74 (3.82‑5.86) 5.73 (4.59‑7.14) 7.11 (5.54‑9.39) 8.10 (6.20‑11.0) 9.22 (6.91‑13.2) 10.7 (7.36‑15.2) 13.2 (8.67‑19.4) 15.4 (9.88‑23.0) 3-day 3.05 (2.48‑3.74) 3.85 (3.13‑4.74) 5.18 (4.18‑6.38) 6.27 (5.04‑7.78) 7.78 (6.08‑10.3) 8.87 (6.82‑12.0) 10.1 (7.61‑14.4) 11.8 (8.10‑16.7) 14.5 (9.58‑21.3) 17.0 (11.0‑25.4) 4-day 3.26 (2.66‑4.00) 4.12 (3.36‑5.05) 5.53 (4.48‑6.80) 6.70 (5.39‑8.28) 8.30 (6.50‑10.9) 9.46 (7.28‑12.8) 10.8 (8.12‑15.3) 12.5 (8.64‑17.7) 15.5 (10.2‑22.6) 18.1 (11.7‑27.0) 7-day 3.85 (3.15‑4.69) 4.81 (3.94‑5.87) 6.38 (5.20‑7.81) 7.69 (6.22‑9.46) 9.48 (7.45‑12.4) 10.8 (8.32‑14.5) 12.2 (9.24‑17.3) 14.2 (9.81‑19.9) 17.4 (11.5‑25.3) 20.2 (13.1‑29.9) 10-day 4.45 (3.66‑5.41) 5.47 (4.48‑6.64) 7.12 (5.82‑8.69) 8.50 (6.90‑10.4) 10.4 (8.18‑13.5) 11.8 (9.09‑15.7) 13.3 (10.0‑18.6) 15.3 (10.6‑21.4) 18.5 (12.3‑26.8) 21.4 (13.9‑31.6) 20-day 6.41 (5.30‑7.73) 7.48 (6.17‑9.03) 9.23 (7.59‑11.2) 10.7 (8.72‑13.0) 12.7 (10.0‑16.2) 14.2 (10.9‑18.6) 15.8 (11.8‑21.5) 17.7 (12.4‑24.6) 20.7 (13.8‑29.7) 23.2 (15.1‑34.0) 30-day 8.10 (6.71‑9.73) 9.19 (7.61‑11.1) 11.0 (9.06‑13.3) 12.5 (10.2‑15.1) 14.5 (11.5‑18.4) 16.1 (12.4‑20.8) 17.7 (13.2‑23.8) 19.5 (13.7‑26.9) 22.2 (14.9‑31.7) 24.3 (15.9‑35.6) 45-day 10.2 (8.51‑12.2) 11.4 (9.44‑13.6) 13.2 (10.9‑15.9) 14.7 (12.1‑17.8) 16.9 (13.3‑21.2) 18.5 (14.2‑23.7) 20.1 (14.9‑26.7) 21.8 (15.4‑29.9) 24.1 (16.2‑34.3) 25.9 (16.9‑37.6) 60-day 12.0 (10.0‑14.4) 13.2 (11.0‑15.8) 15.1 (12.5‑18.1) 16.7 (13.8‑20.2) 18.9 (15.0‑23.6) 20.6 (15.9‑26.2) 22.3 (16.4‑29.2) 23.9 (16.8‑32.6) 25.9 (17.4‑36.7) 27.3 (17.8‑39.6) 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 6/6/25, 9:12 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8000&lon=-72.6079&data=depth&units=english&series=pds#table 1/4 Back to Top Maps & aerials Small scale terrain 6/6/25, 9:12 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8000&lon=-72.6079&data=depth&units=english&series=pds#table 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 6/6/25, 9:12 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8000&lon=-72.6079&data=depth&units=english&series=pds#table 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 6/6/25, 9:12 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8000&lon=-72.6079&data=depth&units=english&series=pds#table 4/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8°, Longitude: -72.6079° Elevation: 63 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 (3.14‑5.11) 4.87 (3.82‑6.22) 6.28 (4.90‑8.04) 7.44 (5.76‑9.59) 9.04 (6.78‑12.2) 10.2 (7.52‑14.1) 11.5 (8.21‑16.5) 12.9 (8.72‑19.0) 15.0 (9.71‑22.8) 16.6 (10.5‑25.9) 10-min 2.84 (2.23‑3.62) 3.45 (2.70‑4.40) 4.44 (3.46‑5.69) 5.27 (4.09‑6.79) 6.40 (4.80‑8.65) 7.26 (5.33‑10.0) 8.15 (5.81‑11.7) 9.16 (6.18‑13.5) 10.6 (6.88‑16.2) 11.8 (7.46‑18.4) 15-min 2.23 (1.74‑2.84) 2.70 (2.12‑3.45) 3.48 (2.72‑4.46) 4.13 (3.20‑5.32) 5.02 (3.77‑6.78) 5.69 (4.18‑7.86) 6.40 (4.56‑9.18) 7.18 (4.85‑10.6) 8.32 (5.40‑12.7) 9.25 (5.85‑14.4) 30-min 1.49 (1.17‑1.90) 1.82 (1.42‑2.32) 2.35 (1.83‑3.00) 2.79 (2.16‑3.59) 3.39 (2.54‑4.58) 3.85 (2.82‑5.31) 4.32 (3.08‑6.20) 4.86 (3.28‑7.14) 5.63 (3.65‑8.58) 6.25 (3.96‑9.74) 60-min 0.935 (0.733‑1.19) 1.14 (0.892‑1.46) 1.48 (1.15‑1.89) 1.75 (1.36‑2.26) 2.14 (1.60‑2.88) 2.42 (1.78‑3.34) 2.72 (1.94‑3.91) 3.06 (2.06‑4.50) 3.55 (2.30‑5.41) 3.94 (2.50‑6.14) 2-hr 0.607 (0.478‑0.769) 0.735 (0.579‑0.933) 0.945 (0.741‑1.20) 1.12 (0.873‑1.43) 1.36 (1.03‑1.83) 1.54 (1.14‑2.12) 1.73 (1.24‑2.48) 1.95 (1.32‑2.86) 2.29 (1.49‑3.47) 2.57 (1.63‑3.98) 3-hr 0.465 (0.368‑0.588) 0.564 (0.445‑0.712) 0.724 (0.569‑0.918) 0.857 (0.670‑1.09) 1.04 (0.788‑1.40) 1.18 (0.873‑1.62) 1.32 (0.957‑1.90) 1.50 (1.02‑2.18) 1.76 (1.15‑2.66) 1.99 (1.27‑3.07) 6-hr 0.291 (0.232‑0.366) 0.354 (0.281‑0.445) 0.456 (0.361‑0.575) 0.541 (0.426‑0.687) 0.658 (0.502‑0.879) 0.744 (0.556‑1.02) 0.838 (0.611‑1.20) 0.953 (0.648‑1.38) 1.13 (0.738‑1.70) 1.28 (0.819‑1.97) 12-hr 0.176 (0.140‑0.219) 0.215 (0.172‑0.269) 0.280 (0.223‑0.351) 0.334 (0.264‑0.421) 0.408 (0.313‑0.543) 0.463 (0.348‑0.631) 0.523 (0.383‑0.745) 0.597 (0.407‑0.858) 0.711 (0.466‑1.06) 0.811 (0.519‑1.23) 24-hr 0.103 (0.082‑0.127) 0.128 (0.103‑0.159) 0.169 (0.135‑0.210) 0.203 (0.161‑0.254) 0.250 (0.193‑0.331) 0.284 (0.215‑0.386) 0.322 (0.238‑0.459) 0.370 (0.253‑0.530) 0.447 (0.294‑0.663) 0.515 (0.330‑0.778) 2-day 0.058 (0.047‑0.071) 0.073 (0.059‑0.090) 0.098 (0.079‑0.122) 0.119 (0.095‑0.148) 0.148 (0.115‑0.195) 0.168 (0.129‑0.229) 0.192 (0.143‑0.274) 0.223 (0.153‑0.317) 0.274 (0.180‑0.403) 0.319 (0.205‑0.479) 3-day 0.042 (0.034‑0.051) 0.053 (0.043‑0.065) 0.071 (0.058‑0.088) 0.087 (0.070‑0.108) 0.108 (0.084‑0.142) 0.123 (0.094‑0.167) 0.140 (0.105‑0.200) 0.163 (0.112‑0.231) 0.201 (0.133‑0.295) 0.236 (0.152‑0.352) 4-day 0.034 (0.027‑0.041) 0.042 (0.034‑0.052) 0.057 (0.046‑0.070) 0.069 (0.056‑0.086) 0.086 (0.067‑0.113) 0.098 (0.075‑0.133) 0.112 (0.084‑0.159) 0.130 (0.090‑0.184) 0.161 (0.106‑0.235) 0.188 (0.121‑0.281) 7-day 0.022 (0.018‑0.027) 0.028 (0.023‑0.034) 0.037 (0.030‑0.046) 0.045 (0.037‑0.056) 0.056 (0.044‑0.073) 0.064 (0.049‑0.086) 0.072 (0.054‑0.102) 0.084 (0.058‑0.118) 0.103 (0.068‑0.150) 0.120 (0.077‑0.178) 10-day 0.018 (0.015‑0.022) 0.022 (0.018‑0.027) 0.029 (0.024‑0.036) 0.035 (0.028‑0.043) 0.043 (0.034‑0.056) 0.049 (0.037‑0.065) 0.055 (0.041‑0.077) 0.063 (0.044‑0.089) 0.077 (0.051‑0.111) 0.089 (0.057‑0.131) 20-day 0.013 (0.011‑0.016) 0.015 (0.012‑0.018) 0.019 (0.015‑0.023) 0.022 (0.018‑0.027) 0.026 (0.020‑0.033) 0.029 (0.022‑0.038) 0.032 (0.024‑0.044) 0.036 (0.025‑0.051) 0.043 (0.028‑0.061) 0.048 (0.031‑0.070) 30-day 0.011 (0.009‑0.013) 0.012 (0.010‑0.015) 0.015 (0.012‑0.018) 0.017 (0.014‑0.021) 0.020 (0.015‑0.025) 0.022 (0.017‑0.028) 0.024 (0.018‑0.033) 0.027 (0.018‑0.037) 0.030 (0.020‑0.043) 0.033 (0.022‑0.049) 45-day 0.009 (0.007‑0.011) 0.010 (0.008‑0.012) 0.012 (0.010‑0.014) 0.013 (0.011‑0.016) 0.015 (0.012‑0.019) 0.017 (0.013‑0.021) 0.018 (0.013‑0.024) 0.020 (0.014‑0.027) 0.022 (0.015‑0.031) 0.023 (0.015‑0.034) 60-day 0.008 (0.006‑0.009) 0.009 (0.007‑0.010) 0.010 (0.008‑0.012) 0.011 (0.009‑0.014) 0.013 (0.010‑0.016) 0.014 (0.011‑0.018) 0.015 (0.011‑0.020) 0.016 (0.011‑0.022) 0.017 (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 6/6/25, 9:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8000&lon=-72.6079&data=intensity&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 6/6/25, 9:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8000&lon=-72.6079&data=intensity&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 6/6/25, 9:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8000&lon=-72.6079&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 6/6/25, 9:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8000&lon=-72.6079&data=intensity&units=english&series=pds 4/4 APPENDIX E DPI Test Pit Results 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 / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island 370 Burnham Street, South Windsor DPI Project #4546.A DEEP TEST PIT RESULTS THE FOLLOWING DEEP TEST PITS WERE WITNESSED BY DANIEL JAMESON, DIRECTOR OF ENGINEERING & QWUACII COUSINS, E.I.T. OF DESIGN PROFESSIONALS, INC ON 05/02/2025 TEST PIT 1 0’ – 1.5’ BLACK TOPSOIL / GRASS 1.5’ – 2.3’ MEDIUM FINE SAND - YELLOW / BROWN WITH TRACE FINES 2.3’ – 3’ SANDY - LIGHT BROWN/TAN WITH TRACE FINES 3.0’- 4.0’ SANDY - GREY/TAN WITH TRACE FINES 4.0’- 6.5’ COARSE SAND - BROWN/TAN MOTTLING OBSERVED @ 3’ | GROUNDWATER OBSERVED @ 4.8’ | NO LEDGE | ROOTS @ 2.3’ TEST PIT 2 0’ – 5’ FILL - SOIL AND INORGANIC MATERIAL OBSERVED (MOTTLED) GROUNDWATER OBSERVED @ 3.5’ | NO LEDGE TEST PIT 3 0’ – 1’ BLACK TOPSOIL / GRASS 1.0’- 2.8’ MEDIUM FINE SANDY LOAMY - YELLOW / BROWN 2.8’ – 4.1’ MEDIUM FINE SANDY LOAMY - LIGHT BROWN/GREY 4.1’ – 5.5’ COARSE SAND - BROWN/TAN WITH TRACE FINES MOTTLING OBSERVED @ 2.8’ | GROUNDWATER OBSERVED @ 3.1’ | NO LEDGE | ROOTS @ 2.5’ APPENDIX F Water Quality Calculations 370 Burnham Street - WQF Water Quality Flow - Proposed Area P3 To find Unit Peak Discharge qu with Exhibit 4-III in Chapter 4 of TR-55 (USDA, 1986), the following is needed: Time of Concentration (Tc): 6 mins 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =91 Ia =0.198 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.152 Unit Peak Discharge qu =650 cfs/mi2/inch Drainage Area A =12,340 sqft 0.283 ac 0.0004 sqmi Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient R = 0.05 + 0.009(I), where I = percent impervious cover I =70.68 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 70.68 R = 0.686 A = drainage area in acres =0.283 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.686 x 0.283 ac WQV =0.021 acre-feet 917.23 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.021 ac-ft x 12 in/ft 0.283 ac Q =0.892 in WQF = qu x A(sqmi) x Q WQF =650 cfs/mi2/inch x 0.0004 sqmi x 0.892 in WQF =0.257 cfs Proposed 12 As indicated above, the anticipated Water Quality Flow for drainage area P3 is 0.257 cfs. Based on the enclosed Barracuda (Hydrodymic Separator) Sizing Report, treatement will be sufficiently satisfied by Barracuda Max Model S3 which is rated for 80% TSS removal for up to 0.85 cfs. See manufacture specifications included in Appendix. ©···esignrofessionals ©···esignrofessionals PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 10/3/25 TO: Michael Maniscalco, Walter Summers, Molly Keays, Tory Sidoti, Marco Mucciacciaro, Trishanna Branford, Kevin Cooney, Tony Manfre, Autum Burke, Dave Turkington, Andrea Cofrancesco, Vincent Stetson, David Gesualdi, Marc Melanson, Scott Roberts, Justin Russo, Mary Huda FROM: Michele Lipe, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: Appl 25-45P, AAAK Trucking Site Plan Location: 370 Burnham Street Site Plan Subdivision No. Acres 1 Zone I Industrial Commercial Residential No. Lots/Units Water: Public Private Well Sewerage: Public Septic System Convert 600 sf of garage to office; parking for tractor trailers Project Description: Future Town-owned property involved? Yes No new street(s) new detention area new open space/recreation area active passive Planning Department notes: Visit https://www.southwindsor-ct.gov/planning-department/pages/planning-and-zoning- commission-applications to review pending applications Please comment by 10-14-25 and return to the Planning Department. Town of SOUTH WINDSOR Building Department 1540 Sullivan Ave. South Windsor, CT 06074 Tel. (860) 644-2511 Ext 2230 October 7, 2025 PZC Application 25-45P Site Plan 370 Burnham St AAAK Trucking The application has been reviewed under the 2022 CT State Building Codes. After reviewing this application, I have no issues with the application 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 PLANNING DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 9260 October 8,2025 Kelly Bilodeau Town Clerk Town 0f East Hartford 740 Main Street East Hanford,CT 06108 Dear Ms.Bilodeau: Re:Notice to Adjoining Municipalities In accordance with Connecticut General Statutes concerning notification to municipalities regarding Planning &Zoning Commission applications that could affect the abutting town,we hereby notify you ofthe application #25-45P,submitted by AAAK Trucking. The applicant requests a site plan approval to establish an office and outside trailer parking on property located at 370 Burnham Street.l zone.The application materials can be viewed at https://\VV\\V.southwindsor—ct.gov’planning-department/pages/plannirtg-and— zoning-commission-applications under Pending Applications. This application is tentatively scheduled to be heard by the Planning &Zoning Commission on October 28.2025 in the Madden Room on the downstairs level ofthe South Windsor Town Hall. If you have any questions.please feel free to contact the Flaming Department at (860)644-251 1.ext.2252. Very truly your .t Michele M.Lipe.AICP Director of Planning MML/js cc:Carlene Shaw.East Hartford Town Planner 1540 Sullivan Avenue,Suuth Windsnr,ET 06074 i Tel (850)544-2511 Ext 2329 i Planning@SnuthWindsnr—CT.gnv FLANNINB DEPARTMENT October 14‘2025 Daniel H.Jameson.RE. Design Professionals,Inc. 58 Connecticut Avenue.Suite H South Windsor.CT 06074 Dear Mr.Jameson. Re:Appl.25-45P,AAAK Trucking —request for site plan to establish an office and outside trailer parking,on property located at 370 Bumham Street.I zone. Please be advised that the Public Meeting ofthe Planning &Zoning Commission for the above referenced matter has been scheduled for Tuesday.October 28,2025. This meeting will be held in the Madden Room on the downstairs level of the South Windsor Town Hall.Someone must be present to represent the application. One sign advertising the meeting must be posted on the property for ten (l 0)consecutive days prior to the hearing and must be clearly visible from a town street.The sign must be posted on Bumham Street frontage by Saturday.October 18.2025. Signs can be picked up at the Planning office ofthe South Windsor Town Hall,1540 Sullivan Avenue.Please call (860)644—2511 ext.2329 if you have any questions.Monday 8:00 a.m.— 7:00 p.m..Tuesday —Thursday 8:00 a.m.—4:30 p.m.and Friday 8:00 a.m.i 1:00 p.m. Sincerely. 1 ya;/l.Xs \,. Joshua Stem / Administrative Secretary/Land Use Coordinator 154U Sullivan Avenue,Suulh Windsor,CT DED74 i Tel (RED)E44-2511 Ext 2329 i Plannlng@SDuthWindSDr-CT.guv Memo Daniel H.Jameson.PE From:Justin F.Russot PLA.Assistant Planner 10/14/25 App!#25-45P,AAAK Trucking Planning Review Comments T0: Date: Re: The following are the Planning Department comments.Building Department comments are attached.Engineering comments will be provided under separate cover. Pleas e make the necessary revisions and submit three COMPLETE sets oft‘ull—size revised plans and 10 sets of 1 l”x1 7"plans no later than 10/21/25 to be sent out with the agenda (tentatively scheduled for 10/28/25). Site Plan Comments 1.Please update the now or formerly of the subject property to show Rahim Korkutovic as the property owner. Id The zoning data table shall be updated to reflect the correct yard setbacks:front 55,4‘;rear 122.6’;side 1.8‘ (nonvconfonning). Provide spot elevations for the handicap parking space so Tovm stat‘fcan calculate the proposed slope. There is a note that the large qualifying pervious area (QPA)in the rear ofthe property needs to avoid being compacted during construction.How will this be accomplished if 100%ofthe area is in cut? Proposed landscaping shall be adjusted to be fully within the subject property.No landscaping shall be installed in the right-of-way. The straight species OfIZex g/abra is typically not commercially available.Please update the plant list to propose the cultivar [/ex g/uhru 'Densa‘. Please provide cut sheets.BUG ratings.and color temperatures ofall proposed light fixtures.I will remind the applicant that light fixtures shall be 3000K or less:controlled by dimmers/timers/sensors;prevent direct or objectionable glare:full cutoff;and fully shielded or recessed.Floodlighting is prohibited. What type ofaggregate shall be used for the gravel parking?Will it be crushed stone with tines or purely gravel? Heaxy trucks occasionally tend to sink into gravel while turning their wheels.Please ensure this will not be the case with the type ofmaterial that is proposed. 9,Please provide a vehicle maneuvering study showing how the tractor trailers will exit and enter the site. lfyou have any questions.please do not hesitate to contact me. bJ U! 1540 Sullivan Avenue,South VWndsor,CT 06074 phone 860-644-251 1,ext.2229 e»mail iustin,russo@southwindsorect.gov South WindsorPlanningDepartment Good afternoon,Michele &Josh. The sign for 370 Burnham Street has been posted as 0fthis afternoon (see attachedt) Have a great weekend! Amanda Miceli Senior Administrative Assistant CELEBRATING Dl’I‘s 39"ANNIVERSARY 1986 —2025 DESIGN PROFESSIONALS,INC. cIVIL&TRAFFIC ENGINEERs i SURVEYORs 1 PLANNERS i LANDSCAPE ARCHITecTs Serving Connecticut,.Vlnssaclmsetts,&Rlmde Island PO.Box 1 167 58 Connecticut Avenue,Suite H South Windsorr CT 06074 860-291-8755 www.designprofessiona!sinc.com Stern,Joshua From:Amanda Miceli <Amanda.Mice|i@designprofessionalsinc.com> Sent:Friday,October 17,2025 2:10 PM To:Stern,Joshua;Lipe,Michele Cc:Peter DeMallie;Daniel Jameson;Rebecca Shinkoff;Barry Clarke Subject:[External]370 Burnham St Sign Posted Attachments:IMG_0510.jpeg PPLICATION\PEESPJJIQ: PLANNING and ZONING ©···esignrofessionalsesign rofessionals · · · esign rofessionals 380 BURNHAM STREET SALGUERO SILVA 15600380 338 BURNHAM STREET BROOKS MARK E 15600338 396 BURNHAM STREET BURNHAM REALITY LLC 15600396 328 BURNHAM STREET 328 BURNHAM LLC 15600328 55 CORNEAU WAY BHD 55 REALITY LLC 23700055 350 BURNHAM STREET BOLGI SUSAN M & JOHN J 15600350 370 BURNHAM STREET KORKUTOVIC RAHIM 15600370 366 BURNHAM STREET KREYGO MOTORS INC 15600366 360 BURNHAM STREET DJS 360 HOLDINGS LLC 15600360 410 BURNHAM STREET BURNHAM REALITY LLC 15600410 430 BURNHAM STREET BURNHAM REALITY LLC 15600430 ©···esignrofessionals ©···esignrofessionals ± ± ± ± ± ± ± ± ± ± ± ± ±± ± ± ± ± ± ± ± ± ±©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · ≥ ≥ ©···esignrofessionalsNot to Scale SHRUB & GROUNDCOVER PLANTING DETAIL4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.3 0.2 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.3 0.3 0.3 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.4 1.0 1.1 1.1 0.9 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.4 0.6 0.7 0.7 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.4 0.4 0.4 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 W4F WP W4W WP Luminaire Schedule Qty Label Arrangement Description LLF Luminaire Lumens Luminaire Watts Total Watts 1 W4W Single RWL1-48L-10-3K7-4W @12FT 1.000 1285 10.1 10.1 2 WP Single B22215-K3 @12FT 1.000 173 3 6 1 W4F Single VPW2-18L-25-3KF-4F @25FT 0.900 1283 19.4 19.4 ©···esignrofessionals333 Pleasant Valley Road South Windsor, CT 06074 (860) 282-0597 263 Winn Street Burlington, MA 01803 (781) 935-8500 ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale VAN ACCESSIBLE PARKING SPACE3 Not to Scale ACCESSIBLE PARKING SIGN2 “ ” · ·” ·“” · · · ©···esignrofessionalsNot to Scale OUTLET CONTROL STRUCTURE4Not to Scale CONCRETE BOLLARD2 Not to Scale OPAQUE WOOD FENCE3 Not to Scale SANITARY SEWER TRENCH SECTION5 Not to Scale SANITARY CLEANOUT6 Not to Scale STORM DRAIN TRENCH SECTION7 Not to Scale WATER TRENCH SECTION8 Not to Scale GRAVEL PARKING SECTION1 Not to Scale MANHOLE FRAME & COVER9 ©···esignrofessionalsDetail: Photometric Calculation Date: 10/17/25 Revision:D Scale: 1"=20' Drawn By: MGS Sheet 2 of 2 333 Pleasant Valley Road South Windsor, CT 06074 (860) 282-0597 263 Winn Street Burlington, MA 01803 (781) 935-8500 SL-2 Drawing Number:WPW - BEACON RATIO WALLW4F - BEACON VIPER WALLWP - BEGA WALL LUMINAIRE esignrofessionals©····· · · 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: October 28, 2025 FROM: Tory D. Sidoti, P.E., Town Engineer TO: Daniel H. Jameson, P.E. SUBJECT: Appl #25-45P, AAAK Trucking Engineering Review Comments The following are the Engineering Department comments: Site Plan Comments 1. Provide Maintenance and Protection of Traffic measures for the storm water drainage work in Burnham Street. Standard MPT details can be found under “0971001A – Traffic Control Plans and Typical Materials”, in the link below: https://portal.ct.gov/dot/traffic-engineering/traffic-special- provisions?language=en_US 2. Ideally, the proposed 185 LF – 12” HDPE pipe running along Burnham Street would have a minimum slope of 0.5%. This is a suggestion from the Town of South Windsor Engineering Department. 3. Please review 9’ dimension of “proposed standard car parking space 9’ x 18’ (1 SP)”, just north of the van accessible parking space location. The dimension is conflicting with the proposed gravel drive which identify 3 standard car parking spaces. Please verify. 4. Please provide details for the bituminous concrete sidewalk. If a heavy vehicle is consistently driving on the bituminous concrete sidewalk for turning maneuvers on-site, please provide a pavement section that is suitable for heavy vehicle loads. 5. After reviewing the video of the WB-67 truck performing the turning movements required on-site, the engineering department has no further comment. If you have any questions, please feel free to contact me. Thank you, Appl #25-45P,AAAK Trucking Regular Meeting 10/28/25FlamingDepartmentReport 1.This is a request for site plan to establish an office and outside trailer parking,on propertylocatedat370BumhamStreet,I zone. 2‘!The existing property currently contains a single-family residence,a detached garage]structure,and otherwise cleared land.It has frontage on Bumham Street,which is controlledbytheTownofEastHartford. 3.Per our regulations,a free-standing single-family residence in the Industrial zone may beusedbytheownerofthefacilityinconjunctionwithapermittedcommercialuse.Theapplicantislookingtooccupythehomeandoperateasmalltruckingbusinessfrom thisaddresswithanofficeintheexistinggaragestructure. 4.The proposed condition of the site appears to comply with our zoning regulations.Lotcoverageisdemonstratedas13.3%;50%allowed.Impervious coverage is 39.2%‘65%allowed.Lot area,frontage,yard setbacks,and building height appear to comply except for anon-conforming side yard setback of 1.5’where 10’is required. 5.The applicant intends to park two tractor trailers on site for use by himself and hisemployees.Staff has concerns about the ability of a tractor trailer to maneuver on site andbackintotheproposedparkingareawithoutneedingtobackinfromBumhamStreetTheapplicantintendstoshowavideooftheownerperformingthismaneuverbuthowcanwe besurethathisemployees,or any future owners of this property can do the same?The provided vehicle maneuvering plans only show turning studies for a shorter single unit firepumptruck. 6.A photometric plan has been provided as part of this application.The proposed light fixturesappeartocomplywithourregulations,however,there is no mention of fixtures beingcontrolledbydimmers/timers/sensors to limit unnecessary lighting. 7.This property is served by water,sewer,and gas service lines.Water and sewer are providedbyMDCandgasisprovidedbyCNG. 8,,There are no regulated wetlands on this site.However,this application proposes disturbanceexceedinghalfanacreandthereforeissubjecttotheapprovaloftheIWA/CC for an erosionandsedimentcontrolplan.The application is currently pending and on the November 5agenda. Engineering comments‘éif-any)will be read into the record.lfthis application is approved,thePlanningDepartmenthasnoadditionalcomments. PLANNING DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 4913 Octob6r 30,2025 Daniel H.Jameson,PE Design PrOfessionals,Inc. 58 Connecticut Avenue,Suite H South Windsor,CT 06074 Dear Mr.Jameson: Re:Appl.25-45P,AAAK Trucking Site Plan We are pleased to advise you that the Flaming &Zoning Commission voted on October 28,2025 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for a site plan to establish an office and outside trailer parking,on property located at 370 Bumham Street,I zone,as shown on plans prepared by Design Professionals,Inc.,project#4546.A,dated September 30,2025 and last revised October 21,2025. This approval is subj ect to the following modifications: 1.Prior to commencement of any site work,a meeting must be held with Town Staff. 2.No building permit will be issued until the final mylars have been f11ed in the Town Clerk’s office. 3.This application is subject to the conditions of approval and bonding requirements of the Inland Wetlands Agency/Conservation Commission. 4.A landscape bond in the amount of $3,000 is required and must be submitted prior to the issuance of a certiflcate of occupancy if work is not completed. 5.All bonds must be in one of the forms described in the enclosed Bond Policy. 6.An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.l .3 of the Zoning Regulations. 7.All plans used in the field by the developer must bear the stamp and authorized signature of the Town South Windsor. 8.The building street number must be included on the final plan.9.Pavement markings must be maintained in good condition throughout the site drives and parking areas. 10.All free-standing signs and/or building signs require the issuance of a sign permit before they are erected. l 1.The final plans shall be revised to show that all proposed light fixtures shall be controlled by dimmers/timers/sensors. 12.Town Engineer’s comments dated October 28.2025 shall be incorporated into the final plans. 1540 SuHivan Avenue,Suuth Windsor,ET 06074 Tel (860)644-2511 Ext 2329 Planning@SouthWindsor-CT.g0v Black and white transparent mylars of Sheet C-SPI and any sheets that display approval letterswiththeabovemodifications,together with three print copies and one electronic copy of the entiresetofplanswithlivesignaturesandraisedsealsmustbesubmittedtothisCommissionto bestampedandsigned.The letters of approval of this Commission as well as the Inland WetlandsAgency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be retumed to you for filing intheOfficeoftheTownClerk.After filing these plans,a copy of the receipt must be submitted totheFlamingDepartment. Sincerely, Stephen Wagner,Chairman Flaming and Zoning Commission SW/jfr Enclosures cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Attachments: Bonding policy P.O.BOX 1167 58 CONNECI'ICUT AVE SUITE H SOUTH WINDSOR,CT 06074 FAX:860.291 .8757 CIVIL &TRAFFIC ENGINEERS I LAND SURVEYORS I PLANNERS I LANDSCAPE ARCHITECTS say/”g Connnncua Massachusetts.a Mad:1mm: November 21,2025 Town of South Windsar,CT Attn:Justin F.Russo PLA,Assistant Planner RECEIVED South Windsor,CT NOV 24 2025 Re:Applv #25»45P —AAAK Trucking Site Plan SOUTH WINDSOR PLANNING DEPT. Dear Mr.Russo, This letter addresses Planning and Zoning Commission,conditions of approval comment(s)dated October 30,2025.Initial comments are italicized for ease of reference;our responses are bold: Site Plan Comments 11.The final plum shall be revised to show that all prepared light jixtures shall be controlled by dimmers/timers/sensors. Please refer to Sheet C-LTI,Site Lighting Note 4. Should you have any questions or require any additional information,please do not hesitate to contact our office. Sincerely, Design Professionals,Inc. esign PHONE 860.29L8755 rofessionals www.deslgnprofesslanalslnc.cnm 1540 Sullivan Avenue Daniel H.Jameson,P.E. Director of Engineering P.O.BOX 1167 58 CONNECTICUT AVE,SUITE H I SOUTH WINDSOR.CI'06074 PHONE:860.291 .8755 FAX:860.291 .8757 CIVIL &TRAFFIC ENGINEERS I LAND SURVEYORS I PLANNERS I LANDSCAPE ARCHITECTS San/mg Connsctmut,Massachusetts,¢Rhoda /sland November 21,2025 RECEIVE@ IO fesslonalsI www.deslgnprofesslonalslnc.com Town of South Windsor,CT Ann:Tory D.Sidoti,P.E.NOV 24 2025 Town Engineer 1540 Sullivan Avenue South Windsor,CT Smn‘ri WINDSOR PLAHNWG DEPT. Re:Appl #25-45P,AAAK Trucking Engineering Rdvicw Comments Dcur Mr.Sidoti. This letter addresses comments dated October 28,2025.Initial comments are italicized for ease of reference;our responses are hold: Sire Plan Commems I .Provide Maintenance and Prorecrion afTraf/ic measures for [he storm water drainage work in Burnham Street.Standard MPT (letailx can befouml under “097]00/A —Traffic Control Plans and Typical Marerials",in rhe link below: https.'//po rtalet.gov/dor/lradrc—engineering/rramc-specialpro visions ?language=en_US Please refer to Note 4 on Sheet C-GDI. 2.Ideally,the proposed 185 LF —12"HDPE pipe naming along Barnham Street would have a minimum slope of 0.5%.This is a suggestion from the Town of South Windsor Engineering Department. The pipe layout along Burnham Street has been updated per discussions with the Town of East Hartford,please refer to Sheet C-GDI.Pipes along Burnham Street are 0.5%. 3.Please review 9'dimension of “proposed standard car parking space 9’x 18'(I SP)”,just north oftlie van accessible parking space location.The dimension is conflicting with the proposed gravel drive which identify 3 standard cor parking spaces.Please verij§n Conflicting multileaders have heen updated.There are three (3)parking spaces which includes:two (2)standard spaces and one (1)ADA van compliant space,please refer to Sheet C-SPI. 4.Please provide details for the bituminous concrete sidewalk.If o heavy vehicle is consistently driving on the bituminous concrete sidewalk for turning maneuvers on-site,please provide a pavement section that is suitablefor heavy vehicle loads. Details have been updated to include heavy duty bituminous pavement section,please refer to sheet C-D2. 5.After reviewing the video of the WB-67 truck performing the turning movements required on-site, the engineering department has no further comment. Noted. uoocosue-s-ns:onunooncon...-uon-oooonoocooo..uoeu-o-uon.onuoueou-ouoonooaseso.s-eou-s-neoonnoo-o-oo-so-c nonnn.oooanoon-ono..to-nn..n‘nn-.-n-.n-.o--.-u-ncnoono-.o.o-oou-oo.n-un.uu-co-..u-:o-uu-oo--.nno.o-oonun-n..-.n-n-..-.-.. Should you have any questions or require any additional information,please do nol hesitate to contact our office. S i ncerely, Design Profassionals,Inc. Daniel H.Jameson,P.E. Director of Engineering Page 2