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25-32P Electro-Methods Site Plan Modification
1 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION FOR SITE PLANS APPLICANT_____________________________________________________________ PROJECT NAME_________________________________________________________ This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. _____ 1. On each sheet for plans or maps, title block with the following information: _____ a. Name, address, email address, and telephone of applicant _____ b. Name, address, email address, and telephone of Land Surveyor or Professional Engineer _____ c. Name of Development _____ d. Date when drawings were made _____ 2. Key Map: An overall map drawn to a scale of 1 inch equaling either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. _____ a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. _____ b. Outline of buildings _____ c. Layout of streets _____ d. Surrounding property boundaries within 500 feet _____ e. Names of abutting property owners _____ f. Proposed open spaces and recreation areas _____ g. Driveway cuts on abutting properties and any properties across from proposed site _____ h. Distance to and name of nearest intersection street _____ 3. Architectural Elevations: See checklist for Architecture and Design Review. 2 _____ 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equaling 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: _____ a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. _____ b. Proposed streets and street lines with center line station, curve data, and parking spaces _____ c. Building lines in accordance with zoning regulations _____ d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened) _____ e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Easement Date Filed Vol/Pg _____ f. Names of abutting property owners _____ g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. _____ h. All open space or other common or public land uses shall be indicated. _____ i. A-2 certification; P.E./L.S. Seal _____ 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: _____ a. All existing and proposed buildings _____ b. Curb Lines and pavement width, sidewalks _____ c. Existing and proposed sanitary sewers _____ d. Existing and proposed water and all existing utilities 3 _____ e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. _____ f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. _____ g. Regulated wetlands and 100-year floodplain or note that none are present _____ h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. _____ i. Connections of all springs into proposed storm drainage system as needed _____ j. Location and indications of existing brook channels, and 100-year flood limits _____ k. A-2 & T-2 Certification; P.E & L.S. Seals _____ 6. Landscaping plan _____ 7. Drainage calculations: Zero Runoff Increase per SW Public Improvement Standards. _____ 8. Traffic Report _____ 9. Site Lighting Plan _____ 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: _____ a. Layout of streets in sections coordinated by stations with the profile _____ b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes . _____ c. Sight line at driveway & street intersections 4 _____ d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. _____ e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths, and slopes of pipes. _____ f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. _____ g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. _____ h. Profiles shall show all sanitary sewer lines and manholes, including elevations (inverts, top of frame), sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. _____ 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. _____ 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. ____________________________________ _________________________ PLAN PREPARER (P.E./L.S.) DATE ______________________________________ Print Name W:\Planning Admin\Forms\Check Lists\Site Plan Checklist.doc February 2002; Rev. 4-04, 04-23 ©···esignrofessionalsesign rofessionals· · · esign rofessionals 444 NUTMEG ROAD G & S SCRAP REALTY LLC 65100444 519 NUTMEG ROAD ELECTRO-METHODS INC 65100519 300 GOVERNORS HWY ELECTRON TECHNOLOGIES CORPORATION 36900300 359 GOVERNORS HWY HAGELIN ASSOCIATES LLC 36900359 400 GOVERNORS HWY MARCO ENTERPRISE MANAGEMENT LLLP 36900400 345 NUTMEG ROAD NUTMEG PROPERTIES OF CT LLC 65100345 301 GOVERNORS HWY 301 GH OWNER LIMITED PARTNERSHIP 36900301 540 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100540 528 NUTMEG ROAD JE SHEPARD COMPANY THE 65100528 381 GOVERNORS HWY RSS REAL ESTATE LLC 36900381 401 GOVERNORS HWY RSS REAL ESTATE LLC 36900401 555 NUTMEG ROAD 555 NUTMEG OWNER LIMITED PARTNERSHIP 65100555 L003I NUTMEG ROAD 301 GH OWNER LIMITED PARTNERSHIP 6510L0031 ©···esignrofessionals ©···esignrofessionalsNot to Scale SHRUB & GROUNDCOVER PLANTING DETAIL6 ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale ACCESSIBLE PARKING SIGN3 Not to Scale AUTOMOBILE ACCESSIBLE PARKING SPACE5 “ ” · ·” ·“” · · · Not to Scale DETECTABLE WARNING STRIP4 ©···esignrofessionalsNot to Scale STORMWATER CHAMBERS4 SC-740 ISOLATOR ROW PLUS DETAIL INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART#: SC80024RAMP SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE SC-740 ISOLATOR ROW PLUS DETAIL NTS SC-740 END CAP OPTIONAL INSPECTION PORT SC-740 CHAMBER ONE LAYER OF ADSPLUS625 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE EZ END CAP PART #: SC740ECEZ STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES 3 NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER 8" (200 mm) NYLOPLAST UNIVERSAL INLINE DRAIN BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR ASPHALT OVERLAY FOR TRAFFIC APPLICATIONS 12" (300 mm) MIN WIDTH 8" (200 mm) MIN THICKNESS OF ASPHALT OVERLAY AND CONCRETE COLLAR 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) NTS CONCRETE COLLAR / ASPHALT OVERLAY NOT REQUIRED FOR GREENSPACE OR NON-TRAFFIC APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST NYLOPLAST 8" (200 mm) LOCKING SOLID COVER AND FRAME 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER)4 UNDERDRAIN DETAIL UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS 5 STORM TECH SC-740 INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. Not to Scale STORMWATER CHAMBER UNDER DRAIN4 Not to Scale STORMWATER CHAMBER ISOLATOR ROW4 Not to Scale STORMWATER CHAMBER INSPECTION PORT4 ©···esignrofessionalsNot to Scale DRAIN MANHOLE1 Not to Scale STORM DRAIN TRENCH SECTION2 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY3 · · · ’ · · · · ’ · 4 OUTLET CONTROL STRUCTURE W/ DIVISION WEIR PLAN VIEW4 D esignrofessionals©····· · · SNK INSP ROCKCOMPUTERCOMPUTERCOMPUTERCOMPUTERCOMPUTERHU63A.5XDOUBLE CHIPCONVYEROPERATORSTATIONOVERHEAD DOORS30"X 6'BENCHGRINDERGRINDERTOOLCAB REIDSURFACEGRI NDER REIDSURFACEGRI NDER30"x5'BENCHDRILLSHARPCOLLETSCINCINNATI TOOLCAB30"x6'BENCH PRATTWHITNEY SHADOW GRAPHMANKINO ROCKCabinet Gage Cabinet GageCabinet Gage DeskSelina's DeskMike D. DeskMike L.CopierCabinetBrian'sBooksBENCHBENCHBENCHROCKROCKBENCHBENCHBENCHBENCHBENCHROCKBENCHBENCHBENCHBENCHROCKBENCH CMMROCKCMM Desk DeskPete'sNIIGATA 80DOUBLE CHIPCONVYER OPERATOR STATION OVERHEAD DOORS HU63A.5XHU63A.5XDOUBLE CHIPCONVYEROPERATORSTATIONOVERHEAD DOORS V168BSUPERMAXCMM DESK(NEW)NEW CMM B&SJ.BENCHCMM DESKMIT CMM DESKMI CMMB ROCKB.I. DESKB.I.TOOLBOXCABDWAYNES 4 BOXESD. ROCKSHADOWGRAPHJROCK1/4"=1 FOOTJ.CMMB&SNIIGATA 63MILL FOREMAN DESKHYD UNITNIIGATA 63 TOOLCABIN.30"X 6'BENCH30"X 6'BENCHTOOLCABTOOLCABSURFACE PLATENIIGATA 80K+T 600CHIP CONV.CHIP CONV.CABELECTRIC UNITNIIGATA 63NIIGATA 63 V168B V168B2'X4' SHELF TOOLK+T 1015SUPERMAXSUPERMAX HOTWATERSPRINKLERAIRFLOWAREAINSP.AREA/STORAGEPART STORAGETOOLROOMELECTRICAL SUPP. MV-76A MV-76ASUPERMAXSUPERMAX0102030101TYP.02TYP.04040506073' - 4"EXISTING TO REMAINARCHITECT:DRAFTED BY:PROJECT MGR:ENGINEER:DRAWING TITLE:SEALPROJECT NAME:Bloomfield, Connecticut.06002CONSULTANTS:Telephone: (860) 242−8586FAX (860) 242−8587107 Old Windsor RoadRTFBDATEISSUEA-100ELECTRO METHODS330 GOVERNORS HIGHWAYSOUTH WINDSOR, CTDEMOLITION FLOOR PLAN4/29/2025PROPOSED DESIGN1/16" = 1'-0"EXISTING FLOOR PLAN1REVISIONSNO DATE DESCRIPTIONKEY NOTES - DEMOLITIONNUM DESCRIPTION01 EXISTING DOOR & FRAME TO BE REMOVED.02 EXISTING WALL TO BE REMOVED.03 EXISTING PLUMBING FIXTURES TO BE REMOVED.04 EXISTING BLOCK WALL TO BE REMOVED.05 INFILL OPENING WITH NEW BLOCK TO MATCH EXISTING.06 INFILL OPENING TO MATCH EXISTING WALL.07 PORTION OF EXISTING BLOCK WALL TO BE REMOVE FOR NEW DOOR OPENING. SNK INSP ROCKCOMPUTERCOMPUTERCOMPUTERCOMPUTERCOMPUTERHU63A.5XDOUBLE CHIPCONVYEROPERATORSTATIONOVERHEAD DOORSDUST COLLECTOR30"X 6'BENCHGRINDERGRINDERTOOLCAB REIDSURFACEGRINDER REIDSURFACEGRINDER30"x5'BENCHDRILLSHARPCOLLETSCINCINNATI TOOLCAB30"x6'BENCH PRATTWHITNEY SHADOW GRAPHMANKINO ROCKCabinet Gage Cabinet GageCabinet Gage DeskSelina's DeskMike D. DeskMike L.CopierCabinetBrian'sBooksBENCHBENCHBENCHROCKROCKBENCHBENCHBENCHBENCHBENCHROCKBENCHBENCHBENCHBENCHROCKBENCH CMMROCKCMM Desk DeskPete'sNIIGATA 80DOUBLE CHIPCONVYER OPERATORSTATION OVERHEAD DOORSHU63A.5XHU63A.5XDOUBLE CHIPCONVYEROPERATORSTATIONOVERHEAD DOORS V168BSUPERMAXCMM DESK(NEW)NEW CMM B&SJ.BENCHCMM DESKMIT CMM DESKMI CMMB ROCKB.I. DESKB.I.TOOLBOXCABDWAYNES 4 BOXESD. ROCKSHADOWGRAPHJROCK1/4"=1 FOOTJ.CMMB&SNIIGATA 63MILL FOREMAN DESKHYD UNITNIIGATA 63 TOOLCABIN.30"X 6'BENCH30"X 6'BENCHTOOLCABTOOLCABSURFACE PLATENIIGATA 80K+T 600CHIP CONV.CHIP CONV.ELECTRIC UNITNIIGATA 63NIIGATA 63 V168B V168B2'X4' SHELF K+T 1015SUPERMAXSUPERMAX HOTWATERSPRINKLERAIRFLOWAREAINSP.AREA/STORAGEPART STORAGETOOLROOMELECTRICAL SUPP. MV-76A MV-76ASUPERMAXSUPERMAXIT RACKIT RACKSOFTWARE STORAGESWITCH GEAR110' - 10"8' - 8"24' - 0"75' - 9"OFFICEOFFICEOFFICEOFFICEOFFICEOFFICEOFFICEOFFICELOBBYOFFICEOFFICECONFERENCE ROOMMOTHER'S WELLNESSSTORAGEIT ROOMM.R.W.R.COPY ROOMOFFICEOFFICEOFFICEOFFICEOFFICEOFFICEW.R.A-1031A-1041ARCHITECT:DRAFTED BY:PROJECT MGR:ENGINEER:DRAWING TITLE:SEALPROJECT NAME:Bloomfield, Connecticut.06002CONSULTANTS:Telephone: (860) 242−8586FAX (860) 242−8587107 Old Windsor RoadRTFBDATE ISSUEA-101ELECTRO METHODS330 GOVERNORS HIGHWAYSOUTH WINDSOR, CTPROPOSED FLOOR PLAN4/29/2025PROPOSED DESIGNREVISIONSNO DATE DESCRIPTION11/16" = 1'-0"1PROPOSED FLOOR PLAN 17' - 0"9' - 0"6' - 0"3' - 0"BOTTOM OF EXISTING ROOF DECK13' - 4"3' - 8"17' - 0"BOTTOM OF EXISTING ROOF DECK13' - 4"3' - 8"ARCHITECT:DRAFTED BY:PROJECT MGR:ENGINEER:DRAWING TITLE:SEALPROJECT NAME:Bloomfield, Connecticut.06002CONSULTANTS:Telephone: (860) 242−8586FAX (860) 242−8587107 Old Windsor RoadRTFBDATE ISSUEA-500ELECTRO METHODS330 GOVERNORS HIGHWAYSOUTH WINDSOR, CTEXTERIOR ELEVATIONS4/29/2025PROPOSED DESIGNREVISIONSNO DATE DESCRIPTION3/16" = 1'-0"2SOUTH ELEVATION3/16" = 1'-0"1EAST ELEVATION Storm Drainage Computations Electro Methods Building Addition 330 Governors Highway South Windsor, CT Prepared by: Design Professionals, Inc. 58 Connecticut Ave, PO Box 1167 South Windsor, CT 06074 June 23, 2025 Page 1 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 2 Analysis of Results 3 Water Quality 3 Conclusion 4 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D NOAA Atlas 14 Rainfall Data E Water Quality Flow Data F DEEP Test Pit Results G Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction Electro Methods, Inc. is proposing a building addition at their facility located at 330 Governors Highway in South Windsor, Connecticut. The property is referenced on the South Windsor Tax Assessors map as GIS No. 3690330. The proposed building addition will include the construction of a 2,340+ sf building addition and associated site improvements to include but not be limited to sidewalks, landscaping, and stormwater management BMP’s. The total parcel area is 5.0+ acres. Approximately 0.14± acres (6,100± SF) of the parcel is proposed to be disturbed during construction. For more information, please refer to the plans entitled “Electro Methods Building Addition ~ Site Plan Modification Application ~ 330 Governors Hwy ~ South Windsor, CT ~ GIS Pin: 36900330” prepared by Design Professionals, Inc., and dated June 23, 2025, as amended. Pre-Development Site Conditions The existing surficial characteristics of the area to be developed can be primarily classified as a developed industrial site. Review of the topography in the area indicated that stormwater runoff from the site would flow to one design point: • Design Point #1: Stormwater runoff to Governors Hwy Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix G. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, Soil Type B is located on site. See Appendix C for The NRCS Soil Map & Data. An evaluation was performed to quantify the peak rate of stormwater discharge offsite to the design point. The Natural Resources Conservation Service’s TR-55 Manual was followed in predicting the peak rates of runoff and volumes. HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. Rainfall data from NOAA Atlas 14 Point Frequency Estimates was used to generate storm conditions. NOAA Atlas 14 rainfall data is included in Appendix D for reference. For more information, please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. Post-Development Site Conditions Proposed site improvements include the construction of a new 2,340± sf building addition and associated site improvements to include but not be limited to sidewalks, landscaping, and stormwater management BMP’s. Increased peak stormwater runoff from the site as a result of the proposed building addition will be detained in a proposed underground detention system to control peak flows to Design Point #1. Page 3 See Appendix B for the Post Development Condition and Pond summary HydroCAD reports. The Proposed Conditions Drainage Map for the site can be found in Appendix G. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS) hydrology methods. The discharge location (Design Point #1) was identified as a point of interest for assessing downstream effects. The following table contains the data generated from the HydroCAD software: Reach 2 year (cfs) 10 year (cfs) 25 year (cfs) 50 year (cfs) 100 year (cfs) DP#1 – Stormwater Runoff to Governors Highway Pre 1.18 2.98 4.30 5.31 6.49 Post 0.97 2.83 4.16 5.18 6.36 As seen in the table above, the subject project will result in peak runoff rates in the proposed condition that are less than the peak runoff rates of the existing condition for 2-, 10-, 25- and 100-year design storms for all design points considered. Stormwater Management Standard 2 of the 2024 Connecticut Stormwater Quality Manual requires a 50% reduction of the peak flow rate for a 2-yr 24hr storm. This requirement can be waived if there is less than 1 acre of Directly Connected Impervious Areas (DCIA). The impervious area draining to the proposed underground detention system was determined to be 0.20± acres (8,670+ SF) considering the building addition and portion of the existing building that will contribute flow to the underground system as well. The area draining to the underground detention system will be less than 1 acre and as such, would allow for the 50% reduction to the 2-yr storm flow to be waived. Water Quality DPI Conducted deep test pits on June 9th, 2025 to determine the seasonal high ground water elevation onsite. Mottling of the soil was identified at 1’ - 2’ feet below the ground surface. With this, no credit for infiltration or retention of stormwater onsite was considered. Instead, the proposed underground chamber system was designed with an isolation row made up of seven (7) Storm Tech SC-740 Chambers. The chambers will treat the determined water quality flow rate based on manufacture specs for treatable flow rate per chamber. The required water quality flow was calculated considering recommended equations provided in the 2024 Connecticut Stormwater Quality Manual. Water Quality Flow calculations and SC-740 chamber Manufacturers specs are included as Appendix E of this report. Deep Test Pit results are included as Appendix F The proposed erosions and sediment control measures were selected in accordance with the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. Page 4 Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site, is consistent with Town and State requirements, and should not pose any detrimental impacts to the environment. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) E1 Pre-direct E2 Pre-CB-NoRoof E3 Pre-CB-Roof DP1 DP-1(new) Routing Diagram for 0696.P-WatershedAnalysis Prepared by Design Professionals, Inc. , Printed 6/23/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions 0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr NOAA 24-hr D Default 24.00 1 3.11 2 2 10-yr NOAA 24-hr D Default 24.00 1 4.94 2 3 25-yr NOAA 24-hr D Default 24.00 1 6.08 2 4 50-yr NOAA 24-hr D Default 24.00 1 6.91 2 5 100-yr NOAA 24-hr D Default 24.00 1 7.84 2 Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=21,427 sf 19.13% Impervious Runoff Depth=0.60"Subcatchment E1: Pre-direct Tc=10.0 min UI Adjusted CN=66 Runoff=0.24 cfs 0.025 af Runoff Area=82,767 sf 15.97% Impervious Runoff Depth=0.64"Subcatchment E2: Pre-CB-NoRoof Flow Length=734' Tc=26.5 min CN=67 Runoff=0.66 cfs 0.101 af Runoff Area=11,651 sf 100.00% Impervious Runoff Depth=2.88"Subcatchment E3: Pre-CB-Roof Tc=6.0 min CN=98 Runoff=0.78 cfs 0.064 af Inflow=1.18 cfs 0.190 afLink DP1: DP-1(new) Primary=1.18 cfs 0.190 af Total Runoff Area = 2.659 ac Runoff Volume = 0.190 af Average Runoff Depth = 0.86" 74.99% Pervious = 1.994 ac 25.01% Impervious = 0.665 ac Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.94"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=21,427 sf 19.13% Impervious Runoff Depth=1.69"Subcatchment E1: Pre-direct Tc=10.0 min UI Adjusted CN=66 Runoff=0.81 cfs 0.069 af Runoff Area=82,767 sf 15.97% Impervious Runoff Depth=1.76"Subcatchment E2: Pre-CB-NoRoof Flow Length=734' Tc=26.5 min CN=67 Runoff=2.13 cfs 0.279 af Runoff Area=11,651 sf 100.00% Impervious Runoff Depth=4.70"Subcatchment E3: Pre-CB-Roof Tc=6.0 min CN=98 Runoff=1.26 cfs 0.105 af Inflow=2.98 cfs 0.453 afLink DP1: DP-1(new) Primary=2.98 cfs 0.453 af Total Runoff Area = 2.659 ac Runoff Volume = 0.453 af Average Runoff Depth = 2.04" 74.99% Pervious = 1.994 ac 25.01% Impervious = 0.665 ac Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.08"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=21,427 sf 19.13% Impervious Runoff Depth=2.50"Subcatchment E1: Pre-direct Tc=10.0 min UI Adjusted CN=66 Runoff=1.23 cfs 0.102 af Runoff Area=82,767 sf 15.97% Impervious Runoff Depth=2.59"Subcatchment E2: Pre-CB-NoRoof Flow Length=734' Tc=26.5 min CN=67 Runoff=3.21 cfs 0.410 af Runoff Area=11,651 sf 100.00% Impervious Runoff Depth=5.84"Subcatchment E3: Pre-CB-Roof Tc=6.0 min CN=98 Runoff=1.55 cfs 0.130 af Inflow=4.30 cfs 0.643 afLink DP1: DP-1(new) Primary=4.30 cfs 0.643 af Total Runoff Area = 2.659 ac Runoff Volume = 0.643 af Average Runoff Depth = 2.90" 74.99% Pervious = 1.994 ac 25.01% Impervious = 0.665 ac Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.91"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=21,427 sf 19.13% Impervious Runoff Depth=3.13"Subcatchment E1: Pre-direct Tc=10.0 min UI Adjusted CN=66 Runoff=1.55 cfs 0.128 af Runoff Area=82,767 sf 15.97% Impervious Runoff Depth=3.24"Subcatchment E2: Pre-CB-NoRoof Flow Length=734' Tc=26.5 min CN=67 Runoff=4.04 cfs 0.512 af Runoff Area=11,651 sf 100.00% Impervious Runoff Depth=6.67"Subcatchment E3: Pre-CB-Roof Tc=6.0 min CN=98 Runoff=1.76 cfs 0.149 af Inflow=5.31 cfs 0.789 afLink DP1: DP-1(new) Primary=5.31 cfs 0.789 af Total Runoff Area = 2.659 ac Runoff Volume = 0.789 af Average Runoff Depth = 3.56" 74.99% Pervious = 1.994 ac 25.01% Impervious = 0.665 ac Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.84"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=21,427 sf 19.13% Impervious Runoff Depth=3.88"Subcatchment E1: Pre-direct Tc=10.0 min UI Adjusted CN=66 Runoff=1.92 cfs 0.159 af Runoff Area=82,767 sf 15.97% Impervious Runoff Depth=3.99"Subcatchment E2: Pre-CB-NoRoof Flow Length=734' Tc=26.5 min CN=67 Runoff=5.00 cfs 0.632 af Runoff Area=11,651 sf 100.00% Impervious Runoff Depth=7.60"Subcatchment E3: Pre-CB-Roof Tc=6.0 min CN=98 Runoff=2.00 cfs 0.169 af Inflow=6.49 cfs 0.960 afLink DP1: DP-1(new) Primary=6.49 cfs 0.960 af Total Runoff Area = 2.659 ac Runoff Volume = 0.960 af Average Runoff Depth = 4.33" 74.99% Pervious = 1.994 ac 25.01% Impervious = 0.665 ac Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Pre-direct Runoff = 0.24 cfs @ 12.19 hrs, Volume= 0.025 af, Depth= 0.60" Routed to Link DP1 : DP-1(new) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Adj Description 2,266 98 Unconnected roofs, HSG A 1,834 98 Paved parking, HSG A 10,523 61 >75% Grass cover, Good, HSG B 456 61 >75% Grass cover, Good, HSG B 6,348 61 >75% Grass cover, Good, HSG B 21,427 68 66 Weighted Average, UI Adjusted 17,327 80.87% Pervious Area 4,100 19.13% Impervious Area 2,266 55.27% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E1: Pre-direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=21,427 sf Runoff Volume=0.025 af Runoff Depth=0.60" Tc=10.0 min UI Adjusted CN=66 0.24 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Pre-CB-NoRoof Runoff = 0.66 cfs @ 12.43 hrs, Volume= 0.101 af, Depth= 0.64" Routed to Link DP1 : DP-1(new) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 13,219 98 Paved parking, HSG A 66,744 61 >75% Grass cover, Good, HSG B 2,184 61 >75% Grass cover, Good, HSG B 620 61 >75% Grass cover, Good, HSG B 82,767 67 Weighted Average 69,548 84.03% Pervious Area 13,219 15.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 100 0.0070 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 3.11" 10.0 351 0.0070 0.59 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.3 90 0.0103 4.60 3.62 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete sewer w/manholes & inlets 1.1 193 0.0043 2.97 2.34 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete sewer w/manholes & inlets 26.5 734 Total Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Pre-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=3.11" Runoff Area=82,767 sf Runoff Volume=0.101 af Runoff Depth=0.64" Flow Length=734' Tc=26.5 min CN=67 0.66 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Pre-CB-Roof Runoff = 0.78 cfs @ 12.13 hrs, Volume= 0.064 af, Depth= 2.88" Routed to Link DP1 : DP-1(new) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 11,651 98 Unconnected roofs, HSG A 11,651 100.00% Impervious Area 11,651 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E3: Pre-CB-Roof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 2-yr Rainfall=3.11" Runoff Area=11,651 sf Runoff Volume=0.064 af Runoff Depth=2.88" Tc=6.0 min CN=98 0.78 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1: DP-1(new) Inflow Area = 2.659 ac, 25.01% Impervious, Inflow Depth = 0.86" for 2-yr event Inflow = 1.18 cfs @ 12.15 hrs, Volume= 0.190 af Primary = 1.18 cfs @ 12.15 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Link DP1: DP-1(new) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=2.659 ac 1.18 cfs 1.18 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.94"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: Pre-direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 10-yr Rainfall=4.94" Runoff Area=21,427 sf Runoff Volume=0.069 af Runoff Depth=1.69" Tc=10.0 min UI Adjusted CN=66 0.81 cfs Subcatchment E2: Pre-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 10-yr Rainfall=4.94" Runoff Area=82,767 sf Runoff Volume=0.279 af Runoff Depth=1.76" Flow Length=734' Tc=26.5 min CN=67 2.13 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.94"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: Pre-CB-Roof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 10-yr Rainfall=4.94" Runoff Area=11,651 sf Runoff Volume=0.105 af Runoff Depth=4.70" Tc=6.0 min CN=98 1.26 cfs Link DP1: DP-1(new) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=2.659 ac 2.98 cfs 2.98 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.08"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: Pre-direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 25-yr Rainfall=6.08" Runoff Area=21,427 sf Runoff Volume=0.102 af Runoff Depth=2.50" Tc=10.0 min UI Adjusted CN=66 1.23 cfs Subcatchment E2: Pre-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.08" Runoff Area=82,767 sf Runoff Volume=0.410 af Runoff Depth=2.59" Flow Length=734' Tc=26.5 min CN=67 3.21 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.08"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: Pre-CB-Roof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 25-yr Rainfall=6.08" Runoff Area=11,651 sf Runoff Volume=0.130 af Runoff Depth=5.84" Tc=6.0 min CN=98 1.55 cfs Link DP1: DP-1(new) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=2.659 ac 4.30 cfs 4.30 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.91"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: Pre-direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-yr Rainfall=6.91" Runoff Area=21,427 sf Runoff Volume=0.128 af Runoff Depth=3.13" Tc=10.0 min UI Adjusted CN=66 1.55 cfs Subcatchment E2: Pre-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.91" Runoff Area=82,767 sf Runoff Volume=0.512 af Runoff Depth=3.24" Flow Length=734' Tc=26.5 min CN=67 4.04 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.91"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: Pre-CB-Roof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-yr Rainfall=6.91" Runoff Area=11,651 sf Runoff Volume=0.149 af Runoff Depth=6.67" Tc=6.0 min CN=98 1.76 cfs Link DP1: DP-1(new) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=2.659 ac 5.31 cfs 5.31 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.84"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: Pre-direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 100-yr Rainfall=7.84" Runoff Area=21,427 sf Runoff Volume=0.159 af Runoff Depth=3.88" Tc=10.0 min UI Adjusted CN=66 1.92 cfs Subcatchment E2: Pre-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.84" Runoff Area=82,767 sf Runoff Volume=0.632 af Runoff Depth=3.99" Flow Length=734' Tc=26.5 min CN=67 5.00 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.84"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: Pre-CB-Roof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 100-yr Rainfall=7.84" Runoff Area=11,651 sf Runoff Volume=0.169 af Runoff Depth=7.60" Tc=6.0 min CN=98 2.00 cfs Link DP1: DP-1(new) Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.659 ac 6.49 cfs 6.49 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P1 Post-Roof-Detained P2 Post-Direct P3 Post-CB-NoRoof P4 Post-CB-ROOF UDS Underground Detension System DP1* DP-1* Routing Diagram for 0696.P-WatershedAnalysis Prepared by Design Professionals, Inc. , Printed 6/23/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions 0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr NOAA 24-hr D Default 24.00 1 3.11 2 2 10-yr NOAA 24-hr D Default 24.00 1 4.94 2 3 25-yr NOAA 24-hr D Default 24.00 1 6.08 2 4 50-yr NOAA 24-hr D Default 24.00 1 6.91 2 5 100-yr NOAA 24-hr D Default 24.00 1 7.84 2 Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8,665 sf 100.00% Impervious Runoff Depth=2.88"Subcatchment P1: Post-Roof-Detained Tc=6.0 min CN=98 Runoff=0.58 cfs 0.048 af Runoff Area=19,584 sf 14.17% Impervious Runoff Depth=0.60"Subcatchment P2: Post-Direct Tc=10.0 min CN=66 Runoff=0.22 cfs 0.022 af Runoff Area=81,290 sf 16.37% Impervious Runoff Depth=0.64"Subcatchment P3: Post-CB-NoRoof Tc=26.5 min CN=67 Runoff=0.65 cfs 0.100 af Runoff Area=6,298 sf 100.00% Impervious Runoff Depth=2.88"Subcatchment P4: Post-CB-ROOF Tc=6.0 min CN=98 Runoff=0.42 cfs 0.035 af Peak Elev=67.67' Storage=609 cf Inflow=0.58 cfs 0.048 afPond UDS: Underground Detension System Outflow=0.11 cfs 0.048 af Inflow=0.97 cfs 0.204 afLink DP1*: DP-1* Primary=0.97 cfs 0.204 af Total Runoff Area = 2.659 ac Runoff Volume = 0.204 af Average Runoff Depth = 0.92" 73.20% Pervious = 1.947 ac 26.80% Impervious = 0.713 ac Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.94"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8,665 sf 100.00% Impervious Runoff Depth=4.70"Subcatchment P1: Post-Roof-Detained Tc=6.0 min CN=98 Runoff=0.93 cfs 0.078 af Runoff Area=19,584 sf 14.17% Impervious Runoff Depth=1.69"Subcatchment P2: Post-Direct Tc=10.0 min CN=66 Runoff=0.74 cfs 0.063 af Runoff Area=81,290 sf 16.37% Impervious Runoff Depth=1.76"Subcatchment P3: Post-CB-NoRoof Tc=26.5 min CN=67 Runoff=2.10 cfs 0.274 af Runoff Area=6,298 sf 100.00% Impervious Runoff Depth=4.70"Subcatchment P4: Post-CB-ROOF Tc=6.0 min CN=98 Runoff=0.68 cfs 0.057 af Peak Elev=68.31' Storage=1,009 cf Inflow=0.93 cfs 0.078 afPond UDS: Underground Detension System Outflow=0.21 cfs 0.078 af Inflow=2.83 cfs 0.472 afLink DP1*: DP-1* Primary=2.83 cfs 0.472 af Total Runoff Area = 2.659 ac Runoff Volume = 0.472 af Average Runoff Depth = 2.13" 73.20% Pervious = 1.947 ac 26.80% Impervious = 0.713 ac Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.08"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8,665 sf 100.00% Impervious Runoff Depth=5.84"Subcatchment P1: Post-Roof-Detained Tc=6.0 min CN=98 Runoff=1.15 cfs 0.097 af Runoff Area=19,584 sf 14.17% Impervious Runoff Depth=2.50"Subcatchment P2: Post-Direct Tc=10.0 min CN=66 Runoff=1.12 cfs 0.094 af Runoff Area=81,290 sf 16.37% Impervious Runoff Depth=2.59"Subcatchment P3: Post-CB-NoRoof Tc=26.5 min CN=67 Runoff=3.16 cfs 0.403 af Runoff Area=6,298 sf 100.00% Impervious Runoff Depth=5.84"Subcatchment P4: Post-CB-ROOF Tc=6.0 min CN=98 Runoff=0.84 cfs 0.070 af Peak Elev=68.78' Storage=1,274 cf Inflow=1.15 cfs 0.097 afPond UDS: Underground Detension System Outflow=0.26 cfs 0.097 af Inflow=4.16 cfs 0.664 afLink DP1*: DP-1* Primary=4.16 cfs 0.664 af Total Runoff Area = 2.659 ac Runoff Volume = 0.664 af Average Runoff Depth = 3.00" 73.20% Pervious = 1.947 ac 26.80% Impervious = 0.713 ac Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.91"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8,665 sf 100.00% Impervious Runoff Depth=6.67"Subcatchment P1: Post-Roof-Detained Tc=6.0 min CN=98 Runoff=1.31 cfs 0.111 af Runoff Area=19,584 sf 14.17% Impervious Runoff Depth=3.13"Subcatchment P2: Post-Direct Tc=10.0 min CN=66 Runoff=1.42 cfs 0.117 af Runoff Area=81,290 sf 16.37% Impervious Runoff Depth=3.24"Subcatchment P3: Post-CB-NoRoof Tc=26.5 min CN=67 Runoff=3.97 cfs 0.503 af Runoff Area=6,298 sf 100.00% Impervious Runoff Depth=6.67"Subcatchment P4: Post-CB-ROOF Tc=6.0 min CN=98 Runoff=0.95 cfs 0.080 af Peak Elev=69.19' Storage=1,472 cf Inflow=1.31 cfs 0.111 afPond UDS: Underground Detension System Outflow=0.29 cfs 0.111 af Inflow=5.18 cfs 0.812 afLink DP1*: DP-1* Primary=5.18 cfs 0.812 af Total Runoff Area = 2.659 ac Runoff Volume = 0.812 af Average Runoff Depth = 3.66" 73.20% Pervious = 1.947 ac 26.80% Impervious = 0.713 ac Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.84"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8,665 sf 100.00% Impervious Runoff Depth=7.60"Subcatchment P1: Post-Roof-Detained Tc=6.0 min CN=98 Runoff=1.49 cfs 0.126 af Runoff Area=19,584 sf 14.17% Impervious Runoff Depth=3.88"Subcatchment P2: Post-Direct Tc=10.0 min CN=66 Runoff=1.76 cfs 0.145 af Runoff Area=81,290 sf 16.37% Impervious Runoff Depth=3.99"Subcatchment P3: Post-CB-NoRoof Tc=26.5 min CN=67 Runoff=4.92 cfs 0.620 af Runoff Area=6,298 sf 100.00% Impervious Runoff Depth=7.60"Subcatchment P4: Post-CB-ROOF Tc=6.0 min CN=98 Runoff=1.08 cfs 0.092 af Peak Elev=69.80' Storage=1,691 cf Inflow=1.49 cfs 0.126 afPond UDS: Underground Detension System Outflow=0.34 cfs 0.126 af Inflow=6.36 cfs 0.983 afLink DP1*: DP-1* Primary=6.36 cfs 0.983 af Total Runoff Area = 2.659 ac Runoff Volume = 0.983 af Average Runoff Depth = 4.44" 73.20% Pervious = 1.947 ac 26.80% Impervious = 0.713 ac Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Post-Roof-Detained Runoff = 0.58 cfs @ 12.13 hrs, Volume= 0.048 af, Depth= 2.88" Routed to Pond UDS : Underground Detension System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 8,665 98 Unconnected roofs, HSG B 8,665 100.00% Impervious Area 8,665 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: Post-Roof-Detained Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 2-yr Rainfall=3.11" Runoff Area=8,665 sf Runoff Volume=0.048 af Runoff Depth=2.88" Tc=6.0 min CN=98 0.58 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Post-Direct Runoff = 0.22 cfs @ 12.19 hrs, Volume= 0.022 af, Depth= 0.60" Routed to Link DP1* : DP-1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 768 98 Roofs, HSG A 10,415 61 >75% Grass cover, Good, HSG B 95 61 >75% Grass cover, Good, HSG B 173 98 Paved parking, HSG B 1,834 98 Paved parking, HSG B 6,299 61 >75% Grass cover, Good, HSG B 19,584 66 Weighted Average 16,809 85.83% Pervious Area 2,775 14.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 10 Subcatchment P2: Post-Direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 2-yr Rainfall=3.11" Runoff Area=19,584 sf Runoff Volume=0.022 af Runoff Depth=0.60" Tc=10.0 min CN=66 0.22 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Post-CB-NoRoof Runoff = 0.65 cfs @ 12.43 hrs, Volume= 0.100 af, Depth= 0.64" Routed to Link DP1* : DP-1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 66,701 61 >75% Grass cover, Good, HSG B 13,138 98 Paved parking, HSG B 620 61 >75% Grass cover, Good, HSG B 171 98 Paved parking, HSG B 660 61 >75% Grass cover, Good, HSG B 81,290 67 Weighted Average 67,981 83.63% Pervious Area 13,309 16.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.5 Direct Entry, Same As Pre-CB Subcatchment P3: Post-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=3.11" Runoff Area=81,290 sf Runoff Volume=0.100 af Runoff Depth=0.64" Tc=26.5 min CN=67 0.65 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: Post-CB-ROOF Runoff = 0.42 cfs @ 12.13 hrs, Volume= 0.035 af, Depth= 2.88" Routed to Link DP1* : DP-1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr Rainfall=3.11" Area (sf) CN Description 6,298 98 Unconnected roofs, HSG B 6,298 100.00% Impervious Area 6,298 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Same As Pre-CB Subcatchment P4: Post-CB-ROOF Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 2-yr Rainfall=3.11" Runoff Area=6,298 sf Runoff Volume=0.035 af Runoff Depth=2.88" Tc=6.0 min CN=98 0.42 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond UDS: Underground Detension System Inflow Area = 0.199 ac,100.00% Impervious, Inflow Depth = 2.88" for 2-yr event Inflow = 0.58 cfs @ 12.13 hrs, Volume= 0.048 af Outflow = 0.11 cfs @ 12.55 hrs, Volume= 0.048 af, Atten= 81%, Lag= 25.1 min Primary = 0.11 cfs @ 12.55 hrs, Volume= 0.048 af Routed to Link DP1* : DP-1* Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 67.67' @ 12.55 hrs Surf.Area= 842 sf Storage= 609 cf Plug-Flow detention time= 57.4 min calculated for 0.048 af (100% of inflow) Center-of-Mass det. time= 57.5 min ( 816.5 - 759.0 ) Volume Invert Avail.Storage Storage Description #1A 66.50' 793 cf 15.75'W x 53.46'L x 3.50'H Field A 2,947 cf Overall - 965 cf Embedded = 1,982 cf x 40.0% Voids #2A 67.00' 965 cf ADS_StormTech SC-740 +Cap x 21 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 21 Chambers in 3 Rows 1,758 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 66.50'12.0" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 66.50' / 66.45' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 66.50'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 67.75'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.11 cfs @ 12.55 hrs HW=67.67' (Free Discharge) 1=Culvert (Passes 0.11 cfs of 2.59 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.11 cfs @ 5.01 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UDS: Underground Detension System Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.199 ac Peak Elev=67.67' Storage=609 cf 0.58 cfs 0.11 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.11"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1*: DP-1* Inflow Area = 2.659 ac, 26.80% Impervious, Inflow Depth = 0.92" for 2-yr event Inflow = 0.97 cfs @ 12.37 hrs, Volume= 0.204 af Primary = 0.97 cfs @ 12.37 hrs, Volume= 0.204 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Link DP1*: DP-1* Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=2.659 ac 0.97 cfs 0.97 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.94"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: Post-Roof-Detained Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 10-yr Rainfall=4.94" Runoff Area=8,665 sf Runoff Volume=0.078 af Runoff Depth=4.70" Tc=6.0 min CN=98 0.93 cfs Subcatchment P2: Post-Direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 10-yr Rainfall=4.94" Runoff Area=19,584 sf Runoff Volume=0.063 af Runoff Depth=1.69" Tc=10.0 min CN=66 0.74 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.94"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: Post-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 10-yr Rainfall=4.94" Runoff Area=81,290 sf Runoff Volume=0.274 af Runoff Depth=1.76" Tc=26.5 min CN=67 2.10 cfs Subcatchment P4: Post-CB-ROOF Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NOAA 24-hr D 10-yr Rainfall=4.94" Runoff Area=6,298 sf Runoff Volume=0.057 af Runoff Depth=4.70" Tc=6.0 min CN=98 0.68 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.94"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UDS: Underground Detension System Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.199 ac Peak Elev=68.31' Storage=1,009 cf 0.93 cfs 0.21 cfs Link DP1*: DP-1* Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=2.659 ac 2.83 cfs 2.83 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.08"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: Post-Roof-Detained Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 25-yr Rainfall=6.08" Runoff Area=8,665 sf Runoff Volume=0.097 af Runoff Depth=5.84" Tc=6.0 min CN=98 1.15 cfs Subcatchment P2: Post-Direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 25-yr Rainfall=6.08" Runoff Area=19,584 sf Runoff Volume=0.094 af Runoff Depth=2.50" Tc=10.0 min CN=66 1.12 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.08"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: Post-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.08" Runoff Area=81,290 sf Runoff Volume=0.403 af Runoff Depth=2.59" Tc=26.5 min CN=67 3.16 cfs Subcatchment P4: Post-CB-ROOF Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 25-yr Rainfall=6.08" Runoff Area=6,298 sf Runoff Volume=0.070 af Runoff Depth=5.84" Tc=6.0 min CN=98 0.84 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.08"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UDS: Underground Detension System Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.199 ac Peak Elev=68.78' Storage=1,274 cf 1.15 cfs 0.26 cfs Link DP1*: DP-1* Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=2.659 ac 4.16 cfs 4.16 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.91"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: Post-Roof-Detained Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-yr Rainfall=6.91" Runoff Area=8,665 sf Runoff Volume=0.111 af Runoff Depth=6.67" Tc=6.0 min CN=98 1.31 cfs Subcatchment P2: Post-Direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-yr Rainfall=6.91" Runoff Area=19,584 sf Runoff Volume=0.117 af Runoff Depth=3.13" Tc=10.0 min CN=66 1.42 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.91"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: Post-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.91" Runoff Area=81,290 sf Runoff Volume=0.503 af Runoff Depth=3.24" Tc=26.5 min CN=67 3.97 cfs Subcatchment P4: Post-CB-ROOF Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-yr Rainfall=6.91" Runoff Area=6,298 sf Runoff Volume=0.080 af Runoff Depth=6.67" Tc=6.0 min CN=98 0.95 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.91"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UDS: Underground Detension System Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.199 ac Peak Elev=69.19' Storage=1,472 cf 1.31 cfs 0.29 cfs Link DP1*: DP-1* Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=2.659 ac 5.18 cfs 5.18 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.84"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: Post-Roof-Detained Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 100-yr Rainfall=7.84" Runoff Area=8,665 sf Runoff Volume=0.126 af Runoff Depth=7.60" Tc=6.0 min CN=98 1.49 cfs Subcatchment P2: Post-Direct Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 100-yr Rainfall=7.84" Runoff Area=19,584 sf Runoff Volume=0.145 af Runoff Depth=3.88" Tc=10.0 min CN=66 1.76 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.84"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: Post-CB-NoRoof Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.84" Runoff Area=81,290 sf Runoff Volume=0.620 af Runoff Depth=3.99" Tc=26.5 min CN=67 4.92 cfs Subcatchment P4: Post-CB-ROOF Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 100-yr Rainfall=7.84" Runoff Area=6,298 sf Runoff Volume=0.092 af Runoff Depth=7.60" Tc=6.0 min CN=98 1.08 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.84"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UDS: Underground Detension System Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.199 ac Peak Elev=69.80' Storage=1,691 cf 1.49 cfs 0.34 cfs Link DP1*: DP-1* Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.659 ac 6.36 cfs 6.36 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.84"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond UDS: Underground Detension System Inflow Area = 0.199 ac,100.00% Impervious, Inflow Depth = 7.60" for 100-yr event Inflow = 1.49 cfs @ 12.13 hrs, Volume= 0.126 af Outflow = 0.34 cfs @ 12.41 hrs, Volume= 0.126 af, Atten= 77%, Lag= 16.9 min Primary = 0.34 cfs @ 12.41 hrs, Volume= 0.126 af Routed to Link DP1* : DP-1* Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 69.80' @ 12.41 hrs Surf.Area= 842 sf Storage= 1,691 cf Plug-Flow detention time= 65.9 min calculated for 0.126 af (100% of inflow) Center-of-Mass det. time= 65.7 min ( 808.0 - 742.3 ) Volume Invert Avail.Storage Storage Description #1A 66.50' 793 cf 15.75'W x 53.46'L x 3.50'H Field A 2,947 cf Overall - 965 cf Embedded = 1,982 cf x 40.0% Voids #2A 67.00' 965 cf ADS_StormTech SC-740 +Cap x 21 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 21 Chambers in 3 Rows 1,758 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 66.50'12.0" Round Culvert L= 10.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 66.50' / 66.45' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 66.50'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 67.75'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.34 cfs @ 12.41 hrs HW=69.80' (Free Discharge) 1=Culvert (Passes 0.34 cfs of 6.33 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.64 fps) 3=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.75 fps) Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.84"0696.P-WatershedAnalysis Printed 6/23/2025Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UDS: Underground Detension System - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 7 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 51.46' Row Length +12.0" End Stone x 2 = 53.46' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Stone Base + 30.0" Chamber Height + 6.0" Stone Cover = 3.50' Field Height 21 Chambers x 45.9 cf = 964.7 cf Chamber Storage 2,946.8 cf Field - 964.7 cf Chambers = 1,982.1 cf Stone x 40.0% Voids = 792.8 cf Stone Storage Chamber Storage + Stone Storage = 1,757.6 cf = 0.040 af Overall Storage Efficiency = 59.6% Overall System Size = 53.46' x 15.75' x 3.50' 21 Chambers 109.1 cy Field 73.4 cy Stone 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 June 20, 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.................................................................10 306—Udorthents-Urban land complex........................................................10 Soil Information for All Uses...............................................................................12 Soil Properties and Qualities..............................................................................12 Soil Qualities and Features.............................................................................12 Hydrologic Soil Group.................................................................................12 References............................................................................................................17 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 46338104633840463387046339004633930463396046339904634020463405046340804633810463384046338704633900463393046339604633990463402046340504634080699100 699130 699160 699190 699220 699250 699280 699100 699130 699160 699190 699220 699250 699280 699310 41° 50' 1'' N 72° 36' 8'' W41° 50' 1'' N72° 35' 59'' W41° 49' 51'' N 72° 36' 8'' W41° 49' 51'' N 72° 35' 59'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,390 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut, Western Part Survey Area Data: Version 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 306 Udorthents-Urban land complex 5.4 100.0% Totals for Area of Interest 5.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it 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. Custom Soil Resource Report 8 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 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:50 percent Urban land:39 percent 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 Custom Soil Resource Report 10 Minor Components Udorthents, wet substratum Percent of map unit:9 percent Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Landform:Hills Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Custom Soil Resource Report 11 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. 12 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 13 14 Custom Soil Resource Report Map—Hydrologic Soil Group 46338104633840463387046339004633930463396046339904634020463405046340804633810463384046338704633900463393046339604633990463402046340504634080699100 699130 699160 699190 699220 699250 699280 699100 699130 699160 699190 699220 699250 699280 699310 41° 50' 1'' N 72° 36' 8'' W41° 50' 1'' N72° 35' 59'' W41° 49' 51'' N 72° 36' 8'' W41° 49' 51'' N 72° 35' 59'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,390 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 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. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut, Western Part Survey Area Data: Version 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 15 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 306 Udorthents-Urban land complex B 5.4 100.0% Totals for Area of Interest 5.4 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 16 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 17 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 18 APPENDIX D NOAA Atlas 14 Rainfall NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.832°, Longitude: -72.6011° Elevation: 72 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 0.337 (0.261‑0.434) 0.408 (0.316‑0.526) 0.524 (0.405‑0.678) 0.620 (0.477‑0.807) 0.753 (0.561‑1.02) 0.853 (0.623‑1.19) 0.958 (0.679‑1.38) 1.08 (0.723‑1.59) 1.24 (0.807‑1.91) 1.38 (0.876‑2.16) 10-min 0.477 (0.370‑0.614) 0.578 (0.448‑0.745) 0.743 (0.574‑0.961) 0.879 (0.675‑1.14) 1.07 (0.794‑1.45) 1.21 (0.881‑1.68) 1.36 (0.963‑1.96) 1.52 (1.02‑2.25) 1.76 (1.14‑2.70) 1.96 (1.24‑3.07) 15-min 0.561 (0.436‑0.723) 0.680 (0.527‑0.876) 0.874 (0.676‑1.13) 1.03 (0.794‑1.34) 1.26 (0.934‑1.71) 1.42 (1.04‑1.98) 1.60 (1.13‑2.31) 1.79 (1.20‑2.65) 2.08 (1.34‑3.18) 2.31 (1.46‑3.61) 30-min 0.753 (0.584‑0.969) 0.914 (0.709‑1.18) 1.18 (0.910‑1.52) 1.40 (1.07‑1.82) 1.70 (1.27‑2.32) 1.93 (1.41‑2.68) 2.17 (1.54‑3.13) 2.43 (1.64‑3.60) 2.82 (1.82‑4.32) 3.13 (1.98‑4.90) 60-min 0.944 (0.732‑1.22) 1.15 (0.891‑1.48) 1.48 (1.15‑1.92) 1.76 (1.35‑2.29) 2.14 (1.60‑2.92) 2.43 (1.78‑3.39) 2.74 (1.94‑3.95) 3.08 (2.07‑4.55) 3.56 (2.30‑5.46) 3.96 (2.50‑6.19) 2-hr 1.22 (0.953‑1.56) 1.48 (1.15‑1.89) 1.90 (1.48‑2.44) 2.25 (1.74‑2.90) 2.72 (2.04‑3.70) 3.08 (2.27‑4.28) 3.46 (2.48‑5.01) 3.91 (2.64‑5.75) 4.58 (2.98‑6.98) 5.15 (3.27‑8.00) 3-hr 1.41 (1.10‑1.80) 1.70 (1.33‑2.17) 2.18 (1.70‑2.80) 2.58 (2.00‑3.33) 3.13 (2.36‑4.24) 3.54 (2.61‑4.90) 3.98 (2.87‑5.75) 4.50 (3.05‑6.60) 5.31 (3.45‑8.06) 5.99 (3.81‑9.28) 6-hr 1.76 (1.39‑2.24) 2.14 (1.68‑2.72) 2.75 (2.16‑3.51) 3.26 (2.54‑4.18) 3.97 (3.00‑5.34) 4.48 (3.34‑6.19) 5.05 (3.67‑7.28) 5.74 (3.90‑8.37) 6.82 (4.45‑10.3) 7.75 (4.94‑11.9) 12-hr 2.15 (1.70‑2.71) 2.63 (2.08‑3.32) 3.43 (2.70‑4.34) 4.08 (3.20‑5.20) 4.99 (3.80‑6.69) 5.66 (4.23‑7.77) 6.38 (4.66‑9.18) 7.29 (4.96‑10.6) 8.70 (5.70‑13.0) 9.93 (6.36‑15.2) 24-hr 2.50 (1.99‑3.14) 3.11 (2.48‑3.90) 4.11 (3.26‑5.17) 4.94 (3.89‑6.25) 6.08 (4.66‑8.12) 6.91 (5.21‑9.48) 7.84 (5.78‑11.3) 9.01 (6.15‑13.0) 10.9 (7.15‑16.2) 12.5 (8.04‑19.0) 2-day 2.82 (2.26‑3.51) 3.56 (2.85‑4.43) 4.76 (3.80‑5.96) 5.77 (4.57‑7.26) 7.15 (5.52‑9.53) 8.15 (6.19‑11.2) 9.28 (6.91‑13.3) 10.8 (7.37‑15.4) 13.2 (8.70‑19.6) 15.4 (9.92‑23.2) 3-day 3.07 (2.47‑3.81) 3.88 (3.12‑4.82) 5.21 (4.17‑6.49) 6.31 (5.02‑7.91) 7.82 (6.07‑10.4) 8.92 (6.81‑12.2) 10.2 (7.61‑14.6) 11.8 (8.11‑16.9) 14.6 (9.61‑21.5) 17.0 (11.0‑25.6) 4-day 3.29 (2.66‑4.08) 4.16 (3.35‑5.15) 5.57 (4.47‑6.93) 6.75 (5.38‑8.44) 8.36 (6.50‑11.1) 9.53 (7.29‑13.0) 10.9 (8.14‑15.6) 12.6 (8.68‑18.0) 15.6 (10.3‑22.9) 18.2 (11.7‑27.2) 7-day 3.91 (3.17‑4.82) 4.88 (3.95‑6.02) 6.48 (5.22‑8.01) 7.80 (6.25‑9.70) 9.61 (7.50‑12.7) 10.9 (8.38‑14.8) 12.4 (9.32‑17.6) 14.4 (9.92‑20.3) 17.6 (11.6‑25.7) 20.4 (13.2‑30.5) 10-day 4.53 (3.68‑5.56) 5.56 (4.52‑6.84) 7.25 (5.86‑8.94) 8.64 (6.95‑10.7) 10.6 (8.25‑13.8) 12.0 (9.18‑16.1) 13.5 (10.1‑19.1) 15.6 (10.8‑21.9) 18.8 (12.5‑27.4) 21.7 (14.1‑32.2) 20-day 6.53 (5.34‑7.97) 7.62 (6.22‑9.31) 9.40 (7.65‑11.5) 10.9 (8.80‑13.4) 12.9 (10.1‑16.7) 14.4 (11.0‑19.1) 16.0 (11.9‑22.1) 18.0 (12.5‑25.2) 21.1 (14.0‑30.4) 23.6 (15.4‑34.8) 30-day 8.24 (6.76‑10.0) 9.36 (7.67‑11.4) 11.2 (9.13‑13.7) 12.7 (10.3‑15.6) 14.8 (11.6‑18.9) 16.3 (12.5‑21.4) 18.0 (13.3‑24.4) 19.8 (13.9‑27.6) 22.6 (15.1‑32.4) 24.8 (16.1‑36.4) 45-day 10.4 (8.56‑12.6) 11.6 (9.50‑14.0) 13.4 (11.0‑16.3) 15.0 (12.2‑18.3) 17.1 (13.4‑21.7) 18.8 (14.4‑24.3) 20.5 (15.1‑27.3) 22.2 (15.6‑30.6) 24.5 (16.4‑35.0) 26.3 (17.1‑38.4) 60-day 12.2 (10.1‑14.8) 13.4 (11.1‑16.2) 15.4 (12.6‑18.6) 17.0 (13.9‑20.7) 19.2 (15.1‑24.2) 20.9 (16.0‑26.9) 22.6 (16.6‑29.9) 24.2 (17.0‑33.3) 26.2 (17.7‑37.4) 27.7 (18.1‑40.3) 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 6/20/25, 3:34 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8320&lon=-72.6011&data=depth&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 6/20/25, 3:34 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8320&lon=-72.6011&data=depth&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 6/20/25, 3:34 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8320&lon=-72.6011&data=depth&units=english&series=pds 3/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 6/20/25, 3:34 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8320&lon=-72.6011&data=depth&units=english&series=pds 4/4 APPENDIX E Water Quality Flow Data 330 Govenors Highway - WQF June 23, 2025 ISO ROW-1 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 =98 Ia =0.041 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.032 Unit Peak Discharge qu =700 cfs/mi2/inch Drainage Area A =8,665 sqft 0.199 ac 0.0003 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 =78.61 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 78.61 R = 0.757 A = drainage area in acres =0.199 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.757 x 0.199 ac WQV =0.016 acre-feet 711.06 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.016 ac-ft x 12 in/ft 0.199 ac Q =0.985 in WQF = qu x A(sqmi) x Q WQF =700 cfs/mi2/inch x 0.0003 sqmi x 0.985 in WQF =0.214 cfs Proposed 12 As shown on the enclosed Stormtech Isolator Row sizing report, the proposed seven (7) SC-740 chamber isolation row is expected to treat a WQF rate of 1.05 cfs at 0.15 cfs of treated flow per chamber. The isolation row is rated to provide an 80% TSS removal at this rate. See manufacture sizing information included in the appendix. APPENDIX F Deep 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 Connecticu t, Massachusetts, & Rhode Island 330 Governors Highway, South Windsor DPI Project #0696.P 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 06/09/2025 TEST PIT 1 0.0’ – 1.0’ TOPSOIL / GRASS 1.0’ – 2.5’ MEDIUM SAND – ORANGE WITH FINES 2.5’ – 4.8’ MEDIUM FINE SAND - GREY WITH TRACE FINES MOTTLING OBSERVED FROM 2’ TO 3.2’ | ROOTS WITHIN FIRST 6” | STABLE TRENCH | NO SEEPAGE TEST PIT 2 0.0’ – 0.9’ TOPSOIL / GRASS 0.9’ – 2.0’ MEDIUM COARSE SAND - BROWN/ORANGE WITH TRACE FINES 2.0’ – 3.9’ MEDIUM COARSE SAND - GREY MOTTLING OBSERVED FROM 1’ TO 2’ | ROOTS WITHIN FIRST 6” | STABLE TRENCH | NO SEEPAGE TEST PIT 3 0.0’ – 1.0’ TOPSOIL / GRASS 1.0’ - 4.8’ MIXED FILL MOTTLING OBSERVED @ 2’ | ROOTS WITHIN FIRST 6” | STABLE TRENCH | NO SEEPAGE APPENDIX G Drainage Area Maps ©···esignrofessionals ©···esignrofessionals 5‘5 t6 ElectraMethods Inc Strum/av Aemspaca Comwny lll!III]I!IIII IIIIIII n "I“m!!m PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE:6-24-25 Micha€1 Maniscalco,Walter Summers,JeffDoolittle,John Henault,Molly Keays,TO: Trishanna Branford,Kevin Cooney,Tony Manfre,Autum Burke,Dave Turkington, Andrea Cofrancesco,Vincent Stetson,David Gesualdi,Marc Melanson,Scott Roberts, Justin Russo FROM:Michele Lipe,AICP,Director of Flaming The Flaming &Engineering Departments have received plans for the following projects: Appl 25-32P,Electro Methods INC Location:330 Governor’s Highway D new street(s)E new detention area D new open space/recreation area D active Dpassive Planning Department notes: Visit https://WWW.S0uthwindsor-ct.gov/p121nning-department/pages/planning-and—zoning commission-applications to review pending applications Please comment by 7-8-25 and return to the Planning Department. &Site Plan D Subdivision No.Acres 5 Zone I @ Industrial D Commercial %Residential No.Lots/Units Water:@ Public D Private Well Sewerage:%Public D Septic System Project Description:2,340 sf addition Future Town-owned property involved?a Yes %No Town of SoUTH wInDSoR BUIlDIng DepaRTmenT 1540 Sullivan Ave. South Windsor, CT 06074 Tel. (860) 644-2511 Ext 2230 June 25, 2025 PZC Application 25-32P Site Plan Modification 330 Governors Hwy Electro Methods, NC 2,340 sq. ft. Addition The application has been reviewed under the 2022 CT State Building Codes. After reviewing this application, I have the following comments and questions regarding this application. 1) The plans do not show which accessible space is for a van. There are no measurements for the size of the Van accessible parking space. 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 Lipe,Michele i have reviewed the landscaping plan for Electro Methods and my comments are as follows: 1.The use of C/ethra a/nifolia at this site is not appropriate.This plant does not tolerate hot dry sites,and this site will receive sun exposure for much of,if not all of the day and giare from the glass facade.Swap for Ceanothus americanus,a northeast native shrub that provides food for songbirds,is a iarval host for three butterfiies,supports two speciaiized bees,and provides pollen for a wide variety of insects. 2.Hemerocal/is 'SteHa Supreme’shall be substituted for Lupinus perennis,a northeast native perennial that supports the larvae of the Karner Blue butterfly (a federally endangered species)and the Frosted Elfin butterfly (a species of special concern in Connecticut.The seeds also provide food for small mammais and birds. 3.Sedum telephium ’Autumn Fire’shall be substituted for Echinacea purpurea,a northeast native perennial that provides food for American goidfinches,supports the larvae of Siivery Checkerspot (a species of special concern in Connecticut),and provides habitat for stem nesting bees during the plant’s dormancy. 4.The shrub &groundcover planting detail shows a ball and burlap,but the plant list cleariy specifies containers.Revise the detail accordingly. All of these plants are avaiiabie from our local CT nurseries.lfyou have any questions please feel free to contact me. Justin F.Russo,PLA Assistant Planner Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 860—644-2511 ext.2229 From:Russo,Justin Sent:Thursday,June 26,2025 1:14 PM To:Lipe,Michele Subject:Electro Methods Landscaping Comments I have reviewed the subject site plans and storm drainage computations and have no Engineering comments to offer.Let me know if you need anything more official. Thanks, John W.Henault,P.E. Project Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 860-644-2511 ext 2257 From:Henault,John Sent:Thursday,June 26,2025 2:04 PM To:Lipe,Michele Cc:Autum.Burke;Russo,Justin Subject:App 25-32P -Electro Methods,lnc.,330 Governors Highway Hi Michele, ©···esignrofessionalsesign rofessionals· · · esign rofessionals 444 NUTMEG ROAD G & S SCRAP REALTY LLC 65100444 519 NUTMEG ROAD ELECTRO-METHODS INC 65100519 300 GOVERNORS HWY ELECTRON TECHNOLOGIES CORPORATION 36900300 359 GOVERNORS HWY HAGELIN ASSOCIATES LLC 36900359 400 GOVERNORS HWY MARCO ENTERPRISE MANAGEMENT LLLP 36900400 345 NUTMEG ROAD NUTMEG PROPERTIES OF CT LLC 65100345 301 GOVERNORS HWY 301 GH OWNER LIMITED PARTNERSHIP 36900301 540 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100540 528 NUTMEG ROAD JE SHEPARD COMPANY THE 65100528 381 GOVERNORS HWY RSS REAL ESTATE LLC 36900381 401 GOVERNORS HWY RSS REAL ESTATE LLC 36900401 555 NUTMEG ROAD 555 NUTMEG OWNER LIMITED PARTNERSHIP 65100555 L003I NUTMEG ROAD 301 GH OWNER LIMITED PARTNERSHIP 6510L0031 ©···esignrofessionals ©···esignrofessionalsNot to Scale SHRUB & GROUNDCOVER PLANTING DETAIL1 ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale ACCESSIBLE PARKING SIGN3 Not to Scale AUTOMOBILE ACCESSIBLE PARKING SPACE5 “ ” · ·” ·“” · · · Not to Scale DETECTABLE WARNING STRIP4 ©···esignrofessionalsNot to Scale STORMWATER CHAMBERS4 SC-740 ISOLATOR ROW PLUS DETAIL INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART#: SC80024RAMP SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE SC-740 ISOLATOR ROW PLUS DETAIL NTS SC-740 END CAP OPTIONAL INSPECTION PORT SC-740 CHAMBER ONE LAYER OF ADSPLUS625 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE EZ END CAP PART #: SC740ECEZ STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES 3 NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER 8" (200 mm) NYLOPLAST UNIVERSAL INLINE DRAIN BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR ASPHALT OVERLAY FOR TRAFFIC APPLICATIONS 12" (300 mm) MIN WIDTH 8" (200 mm) MIN THICKNESS OF ASPHALT OVERLAY AND CONCRETE COLLAR 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) NTS CONCRETE COLLAR / ASPHALT OVERLAY NOT REQUIRED FOR GREENSPACE OR NON-TRAFFIC APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST NYLOPLAST 8" (200 mm) LOCKING SOLID COVER AND FRAME 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER)4 UNDERDRAIN DETAIL UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS 5 STORM TECH SC-740 INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. Not to Scale STORMWATER CHAMBER UNDER DRAIN4 Not to Scale STORMWATER CHAMBER ISOLATOR ROW4 Not to Scale STORMWATER CHAMBER INSPECTION PORT4 ©···esignrofessionalsNot to Scale DRAIN MANHOLE1 Not to Scale STORM DRAIN TRENCH SECTION2 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY3 · · · ’ · · · · ’ · 4 OUTLET CONTROL STRUCTURE W/ DIVISION WEIR PLAN VIEW4 D esignrofessionals©····· · · SNK INSP ROCKCOMPUTERCOMPUTERCOMPUTERCOMPUTERCOMPUTERHU63A.5XDOUBLE CHIPCONVYEROPERATORSTATIONOVERHEAD DOORS30"X 6'BENCHGRINDERGRINDERTOOLCAB REIDSURFACEGRI NDER REIDSURFACEGRI NDER30"x5'BENCHDRILLSHARPCOLLETSCINCINNATI TOOLCAB30"x6'BENCH PRATTWHITNEY SHADOW GRAPHMANKINO ROCKCabinet Gage Cabinet GageCabinet Gage DeskSelina's DeskMike D. DeskMike L.CopierCabinetBrian'sBooksBENCHBENCHBENCHROCKROCKBENCHBENCHBENCHBENCHBENCHROCKBENCHBENCHBENCHBENCHROCKBENCH CMMROCKCMM Desk DeskPete'sNIIGATA 80DOUBLE CHIPCONVYER OPERATOR STATION OVERHEAD DOORS HU63A.5XHU63A.5XDOUBLE CHIPCONVYEROPERATORSTATIONOVERHEAD DOORS V168BSUPERMAXCMM DESK(NEW)NEW CMM B&SJ.BENCHCMM DESKMIT CMM DESKMI CMMB ROCKB.I. DESKB.I.TOOLBOXCABDWAYNES 4 BOXESD. ROCKSHADOWGRAPHJROCK1/4"=1 FOOTJ.CMMB&SNIIGATA 63MILL FOREMAN DESKHYD UNITNIIGATA 63 TOOLCABIN.30"X 6'BENCH30"X 6'BENCHTOOLCABTOOLCABSURFACE PLATENIIGATA 80K+T 600CHIP CONV.CHIP CONV.CABELECTRIC UNITNIIGATA 63NIIGATA 63 V168B V168B2'X4' SHELF TOOLK+T 1015SUPERMAXSUPERMAX HOTWATERSPRINKLERAIRFLOWAREAINSP.AREA/STORAGEPART STORAGETOOLROOMELECTRICAL SUPP. MV-76A MV-76ASUPERMAXSUPERMAX0102030101TYP.02TYP.04040506073' - 4"EXISTING TO REMAINARCHITECT:DRAFTED BY:PROJECT MGR:ENGINEER:DRAWING TITLE:SEALPROJECT NAME:Bloomfield, Connecticut.06002CONSULTANTS:Telephone: (860) 242−8586FAX (860) 242−8587107 Old Windsor RoadRTFBDATEISSUEA-100ELECTRO METHODS330 GOVERNORS HIGHWAYSOUTH WINDSOR, CTDEMOLITION FLOOR PLAN4/29/2025PROPOSED DESIGN1/16" = 1'-0"EXISTING FLOOR PLAN1REVISIONSNO DATE DESCRIPTIONKEY NOTES - DEMOLITIONNUM DESCRIPTION01 EXISTING DOOR & FRAME TO BE REMOVED.02 EXISTING WALL TO BE REMOVED.03 EXISTING PLUMBING FIXTURES TO BE REMOVED.04 EXISTING BLOCK WALL TO BE REMOVED.05 INFILL OPENING WITH NEW BLOCK TO MATCH EXISTING.06 INFILL OPENING TO MATCH EXISTING WALL.07 PORTION OF EXISTING BLOCK WALL TO BE REMOVE FOR NEW DOOR OPENING. SNK INSP ROCKCOMPUTERCOMPUTERCOMPUTERCOMPUTERCOMPUTERHU63A.5XDOUBLE CHIPCONVYEROPERATORSTATIONOVERHEAD DOORSDUST COLLECTOR30"X 6'BENCHGRINDERGRINDERTOOLCAB REIDSURFACEGRINDER REIDSURFACEGRINDER30"x5'BENCHDRILLSHARPCOLLETSCINCINNATI TOOLCAB30"x6'BENCH PRATTWHITNEY SHADOW GRAPHMANKINO ROCKCabinet Gage Cabinet GageCabinet Gage DeskSelina's DeskMike D. DeskMike L.CopierCabinetBrian'sBooksBENCHBENCHBENCHROCKROCKBENCHBENCHBENCHBENCHBENCHROCKBENCHBENCHBENCHBENCHROCKBENCH CMMROCKCMM Desk DeskPete'sNIIGATA 80DOUBLE CHIPCONVYER OPERATORSTATION OVERHEAD DOORSHU63A.5XHU63A.5XDOUBLE CHIPCONVYEROPERATORSTATIONOVERHEAD DOORS V168BSUPERMAXCMM DESK(NEW)NEW CMM B&SJ.BENCHCMM DESKMIT CMM DESKMI CMMB ROCKB.I. DESKB.I.TOOLBOXCABDWAYNES 4 BOXESD. ROCKSHADOWGRAPHJROCK1/4"=1 FOOTJ.CMMB&SNIIGATA 63MILL FOREMAN DESKHYD UNITNIIGATA 63 TOOLCABIN.30"X 6'BENCH30"X 6'BENCHTOOLCABTOOLCABSURFACE PLATENIIGATA 80K+T 600CHIP CONV.CHIP CONV.ELECTRIC UNITNIIGATA 63NIIGATA 63 V168B V168B2'X4' SHELF K+T 1015SUPERMAXSUPERMAX HOTWATERSPRINKLERAIRFLOWAREAINSP.AREA/STORAGEPART STORAGETOOLROOMELECTRICAL SUPP. MV-76A MV-76ASUPERMAXSUPERMAXIT RACKIT RACKSOFTWARE STORAGESWITCH GEAR110' - 10"8' - 8"24' - 0"75' - 9"OFFICEOFFICEOFFICEOFFICEOFFICEOFFICEOFFICEOFFICELOBBYOFFICEOFFICECONFERENCE ROOMMOTHER'S WELLNESSSTORAGEIT ROOMM.R.W.R.COPY ROOMOFFICEOFFICEOFFICEOFFICEOFFICEOFFICEW.R.A-1031A-1041ARCHITECT:DRAFTED BY:PROJECT MGR:ENGINEER:DRAWING TITLE:SEALPROJECT NAME:Bloomfield, Connecticut.06002CONSULTANTS:Telephone: (860) 242−8586FAX (860) 242−8587107 Old Windsor RoadRTFBDATE ISSUEA-101ELECTRO METHODS330 GOVERNORS HIGHWAYSOUTH WINDSOR, CTPROPOSED FLOOR PLAN4/29/2025PROPOSED DESIGNREVISIONSNO DATE DESCRIPTION11/16" = 1'-0"1PROPOSED FLOOR PLAN 17' - 0"9' - 0"6' - 0"3' - 0"BOTTOM OF EXISTING ROOF DECK13' - 4"3' - 8"17' - 0"BOTTOM OF EXISTING ROOF DECK13' - 4"3' - 8"ARCHITECT:DRAFTED BY:PROJECT MGR:ENGINEER:DRAWING TITLE:SEALPROJECT NAME:Bloomfield, Connecticut.06002CONSULTANTS:Telephone: (860) 242−8586FAX (860) 242−8587107 Old Windsor RoadRTFBDATE ISSUEA-500ELECTRO METHODS330 GOVERNORS HIGHWAYSOUTH WINDSOR, CTEXTERIOR ELEVATIONS4/29/2025PROPOSED DESIGNREVISIONSNO DATE DESCRIPTION3/16" = 1'-0"2SOUTH ELEVATION3/16" = 1'-0"1EAST ELEVATION PLANNINE DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 7204 July 17.2025 Daniel HI Jameson,P.E. Design Professionals,lnc. 58 Connecticut Avenue.Suite H South Windsor,CT 06074 Dear Mr.Jameson: Re:Appl.25—32P.Electro—Methods,Inc.Site Plan Modification We are pleased to advise you that Planning Department staff approved with conditions the above referenced application for a Site Plan Modification This approval is to add a 2,340 sf addition on property located at 330 Govemors Highway.l zone.as shown on plans prepared by Design Professionals,lnc..Project No.0696.P,dated June 23.2025 and as revised July 14‘2025.This approval is subject to the following modifications: l.Prior to commencement ofany site work.a meeting must be held with Town Staff. 2.No building pennit will be issued until the final mylars have been filed in the Town Clerk's office 3.A landscape bond in the amount of $3,000 is required and must be submitted prior to the issuance ofa certificate of occupancy if work is not completed. 4.All bonds must be in one ofthe forms described in the enclosed Bond Policy. U!An as-built plan is required prior to issuance ofa Certificate ofOccupancy per Section 9.1.3 ofthe Zoning Regulations. 6.All plans used in the field by the developer must bear the stamp and authorized signature of the Town ofSouth Windsor. 7i This approval does not constitute approval of the sanitary sewer.which can only be grantedbvtheWaterPollutionControlAuthority. 8.No building permits will be issued until the Office ofState Traffic Administration certificate has been issued (per CGS §l4-3l l). .The building street number must be included on the final plan.10.Pavement markings must be maintained in good condition throughout the site drives and parking areas. ll.All free—standing signs and/or building signs require the issuance ofa sign permit before they are erected. Black and white transparent mylars of Sheets C—Tl and C—SPI with the above modifications. together with three print copies and one electronic copy of the entire set of plans (includingarchitecturalelevationsandlandscapingplans).must be submitted to this Commission to be stamped and signed.The letters of approval of this Commission as well as the Water Pollution Control Authority must be reproduced on the mylars. 1540 Sullivan Avenue,Suuth Windsnr,ET UEUT4 i Tel (850)5444511 Ext 2329 i Planning@SuuthWindsur»CT.guv After the mylars have been signed by the Commission.they will be retumed to you for filing in the Office of the Town Clerk.After filing these plans.a copy of the receipt must be submitted to the Planning Department. Sincerely, ,%“W(/’’W Stephen Wagner,Chairman Flaming and Zoning Commission SW/js Town Engineer ChiefBuilding Official Assessor Superintendent 0f Pollution Control Fire Marshal /