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HomeMy WebLinkAbout24-25P United Delivery Warehouse G:\jobs\5284\Docs\Applications\PZC\Working\5284 PZC Narrative Edited 2024-08-18.docx P.O. BOX 1167 21 JEFFREY DRIVE 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 Narrative Statement Site Plan Application Moores Property Management LLC United Delivery Warehouse 500 Sullivan Avenue South Windsor, Connecticut DPI Proj. No. 5284 August 19, 2024 Moores Property Management LLC (Applicant) is the owner of the 4.27-acre property operating as United Delivery, Inc. at 500 Sullivan Ave in South Windsor. United Delivery is a family-owned business offering logistics management, product distribution, and warehousing for businesses in Connecticut. United Deliveries has been operating out of this location since 2020. The site was formerly operated by New England Transportation, Inc. The purpose of this narrative statement is to introduce Moores Property Management’s site plan application for a proposed accessory warehouse building on the site. For this development, Moores Property Management has assembled the following design team: PDS Engineering & Construction, Bloomfield (general contractor); Design Professionals, Inc, South Windsor (civil engineering, planning, landscape architecture, land surveying); F.A. Hesketh & Associates, Inc, East Granby (traffic engineering); and Ian T. Cole, Middletown (wetlands & environmental). Application Overview Moores Property Management is proposing a site plan application for the construction of a new 32,215+ sf accessory warehouse building and associated site improvements including, but not be limited to, parking areas for vehicles, truck loading areas, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. The existing building and surrounding pavement areas are to remain. The proposed improvements will require the filling of a 940 SF wetland area identified by Wetland Scientist Ian T. Cole as a man-made excavated wetland ditch. With this, an inland wetlands permit application has been submitted to the Inland Wetlands Agency for regulated activities associated with the project. United Delivery is currently leasing offsite storage space in multiple buildings within South Windsor. Their warehouse is being proposed to limit the need for offsite storage space and trips to and from these facilities. United Deliveries will vacate these locations once the new building is operational. G:\jobs\5284\Docs\Applications\PZC\Working\5284 PZC Narrative Edited 2024-08-18.docx Summary of Zoning Warehouses and distribution centers are permitted in the Industrial zoning district with site plan review and a special exception permit, which requires a public hearing. All abutting parcels, and the area around it, are similarly in the Industrial zone, and no formal “buffers” are required, in accordance with the zoning regulations. The closest residential zone is located east of Troy Road. Troy Road is approximately 900 FT + to the northwest of the site. The site plan meets all of the Industrial zone’s bulk, dimensional and other requirements, e.g., impervious coverage is 64.9% (65% allowed), and lot coverage is 22.1% (50% allowed). Existing site lighting is proposed to continue to be supplied by light poles owned by Eversource. New building mounted lights are the only new lights proposed. The selected building mounted lights will be dark sky compliant. Moores Property Management is proposing five (5) Electric Vehicle (EV) Ready Charging Stations, which represents 10% of new proposed spaces (47 new spaces) to support the 30,000 SF warehouse building. Of those, four (4) will be installed and active, representing 7% of the total parking spaces, one of which will be a van accessible/handicap restricted, and another will be van accessible. All of this is in accordance with the Commission’s newly adopted EV regulations. Project Site The property presently contains one building, occupied by United Delivery. This existing building is to remain after construction of the new warehouse building. The area where the warehouse is proposed to be located is presently wooded with gradually sloping topography from east to west. There are no records of endangered, threatened, or special concern species listed in the CT Natural Diversity Data Base (NDDB) for the subject property. The project site contains 940 square feet of wetlands, which covers 0.51% of the property. Filled wetlands will be offset by created wetlands (1900 sqft). The created wetlands will have a higher value than the impacted wetland areas. Proposed Building, Parking and Landscaping The proposed warehouse building (200 feet x 150 feet) will be built to a height of 26 feet and operate on the same 24/7/365 schedule the site currently operates under. The building will have a metal façade exterior and be located at the northeast corner of the property, some 330 feet from the front property line. It is, in large measure, blocked from view by the Charbonneau building to the east, the existing building out front, and the tall landscaped berm to the west along the FedEx street frontage, and along the subject site’s westerly property line. This facility currently has approximately 25 employees. The number of employees may increase due to future business growth but is not anticipated to increase immediately with the construction of the warehouse. Two (2) new loading docks are proposed for this warehouse building. The existing building has nine (9) active loading bays, and seven (7) trailer parking spaces, all of which are to remain active. The site also has twenty- three (23) existing automobile parking spaces. Forty-seven (47) new parking spaces, twenty-five (25) of which are designated as reserve spaces, are proposed to accommodate the new warehouse building for a total of 70 parking spaces. Primary offices in the existing building will be relocated to the new warehouse. G:\jobs\5284\Docs\Applications\PZC\Working\5284 PZC Narrative Edited 2024-08-18.docx The site is currently visited, on average, by eight (8) single unit box trucks and four (4) large trucks (WB-67) per day, 90% of which exit westbound to Route 5 and 10% eastbound towards I-84. These are both existing truck routes on either state or federal highways. The proposed warehouse building is not expected to increase the number of truck trips to the site. It will limit the number of local truck trips to off-site storage facilities in South Windsor. The low number of truck trips allows for trucks to be loaded/unloaded as they arrive at the facility. With this, truck queuing does not occur under current site operations and is not anticipated resulting from the new warehouse building. The two proposed loading docks are spaced apart on the south and west sides of the proposed warehouse. This was done to provide more efficient access to the different storage areas within the building. A drive-in door is also proposed on the south end, next to the loading bay. A dumpster area is also proposed to the west of the proposed building. Landscaping includes a mix of deciduous and evergreen trees along Sullivan Avenue placed to provide a visual screen of the parking areas. Street trees and ornamental trees with low spreading groundcovers are in the new building’s parking areas and added to the existing building’s parking areas. Low maintenance shrubs, perennials and grasses are placed along the new building’s foundation that complement the landscaping at the existing building and the exterior of the new building and its entrances, walkways, and window pattern. Hardy native shrubs are used around the detention basin that enhance the seasonal visual look of the basin and provides safety along the sloped edge, food for wildlife and are pollinator friendly. The detention basin has specialized seed mixes for the basin slope and basin bottom that provide a diverse cover of grasses and other perennials that do not anticipate mowing and provides wildlife habitat and food. There are additional wetland trees, shrubs, perennials, and a wetland specific seed mix for the proposed created wetland at the northerly side of the property. This diverse mix of material will provide food for wildlife and attract pollinators at different times of the year. The newly created wetland feature is replacing an existing wetland feature identified in the Wetland Evaluation as man-made and not of high-value. The newly created wetland will be double the size of the existing feature and is designed to be better functioning and of higher value. Site Access and Traffic Considerations The existing site driveway to Sullivan Avenue is proposed to be improved with the addition of a 25’ wide 12” white painted stop bar and stop sign. A small expansion of the existing lane driveway apron is proposed to improve the turning radius for trucks turning right out of the site to head west on Sullivan Avenue. Site circulation will also be restricted to one-way circulation, directing trucks to enter the western gate and leave through the eastern gate to promote a controlled flow of traffic on-site. Loading of WB-67 trucks will primarily occur at the new building to mitigate blocking of the drive aisle. Turning maneuvers for WB-67 trucks indicated that access to both proposed loading areas can be accomplished without crossing striped standard parking and truck loading areas. Turning movements are included in the site plan submitted with this application. F.A. Hesketh & Associates’s Traffic Impact Study concludes that the proposed warehouse will generate a nominal increase in traffic volume, and that, overall, the intersections analyzed will maintain acceptable or background traffic operating conditions. Due to the site’s location on Sullivan Avenue (State Highway Route 194), an encroachment permit must be filed for review by ConnDOT G:\jobs\5284\Docs\Applications\PZC\Working\5284 PZC Narrative Edited 2024-08-18.docx District 1. This state agency will make the final determination on approval of the proposed traffic condition. Stormwater Management The engineered stormwater drainage system will attenuate stormwater discharge rates and achieve water quality standards. This will be accomplished with the installation of a surface dry basin and an underground system. The proposed design is consistent with the 2024 Connecticut Stormwater Quality Manual. The application identifies areas where snow storage will be located, and these areas will provide more than adequate on-site snow storage capacity. Soil Erosion and Sediment Control The application includes a complete soil erosion and sediment control plan which will protect the site and neighboring properties from potential erosion during construction. The plan is consistent with the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. Conclusion In our opinion, the application meets current zoning regulations and is consistent with the community’s Plan of Conservation & Development, adopted in July of this year, which encourages business development in business zones, including the Industrial Zoning District. The application is certainly consistent with the character of the neighborhood, which includes warehouses and distribution facilities, light industrial uses, heavy commercial uses, and no nearby residential uses. The site was purchased by Moores Property Management, LLC because of its proven suitability to support the operation of a logistics center due to its long-term history of operating as one. United Delivery takes pride in its care of client products and will make sure that proper management protocols are implemented to ensure safe transport and storage of all client goods. A traffic report was submitted as a part of this application that indicated negligible impacts to the surrounding area. There is also no anticipated heavy demand on public utilities or impact on other uses in the area or impact to surrounding property values as a result of the proposed use. The proposed use is located within the industrial zone in town and fits into the character of other neighboring industrial uses. The proposed use will have no change on the general welfare of the community. The historic use of this property as a warehouse & distribution center will also be preserved. In conclusion, with the proposal to develop a 32,215 square feet warehouse at 500 Sullivan Avenue, this development will add to South Windsor’s grand list and industrial base. The applicant and their design team believe that the application fully complies with the Zoning Regulations, and we look forward to the Commission’s consideration of the application. © · · · esign rofessionalsesignrofessionals···esignrofessionals513 SULLIVAN AVENUEREX LUMBER COMPANY87300513489 SULLIVAN AVENUEREX LUMBER COMPANY87300489524 SULLIVAN AVENUECHARBONNEAU ANDRE kTRUSTEE8730052440 KENNEDY ROAD456 SULLIVAN AVENUE LLC49800040455 SULLIVAN AVENUEPARKSITE INC87300455473 SULLIVAN AVENUEJAYS LANDSCAPING LLC87300473481 SULLIVAN AVENUEG-PRO LLC87300481540 SULLIVAN AVENUERLR INVESTMENTS LLC87300540513 SULLIVAN AVENUEREX LUMBER COMPANY87300559 ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · SULLIVAN AVENUE© · · · esign rofessionals SULLIVAN AVENUE SULLIVAN AVENUE SULLIVAN AVENUE SULLIVAN AVENUE SULLIVAN AVENUE ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals Calculation Summary Label LOADING OVERALL SITE PARKING REAR WALKWAY Luminaire Schedule Qty Label Arrangement 4 WM2A Single 5 WM4B Single JOB NAME: 500 SULLIVAN AVE - SOUTH WINDSOR, CT APEX LIGHTING SOLUTIONS WORKPLANE/CALC PLANE: AT FINISH GRADE MOUNTING HEIGHT: SEE FIXTURE LABELS APPS: LED SALES: SP SPECIFIER: DESIGN PROFESSIONALS INC ©···esignrofessionals ©···esignrofessionalsSTAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale SOIL IMPROVEMENT DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL3 WM4B MH: 18 WM4B MH: 18 WM4B MH: 18 WM2A MH: 8 WM2A MH: 8 WM4B MH: 18 WM2A MH: 8 WM4B MH: 18 WM2A MH: 8 0.8 1.5 1.2 0.7 1.5 1.7 1.5 0.9 1.6 1.4 0.4 0.4 0.7 1.3 0.2 0.4 0.7 1.0 1.2 0.1 0.1 0.3 0.6 0.8 1.1 1.6 1.6 0.0 0.0 0.1 0.1 0.3 0.5 0.7 1.0 1.5 1.9 0.0 0.0 0.1 0.2 0.4 0.6 0.8 1.3 1.7 1.6 1.7 0.0 0.0 0.1 0.1 0.3 0.5 0.7 1.0 1.5 1.6 1.6 0.8 0.0 0.1 0.1 0.2 0.4 0.6 0.9 1.1 1.3 1.4 1.1 0.0 0.1 0.1 0.1 0.3 0.5 0.8 0.9 1.1 1.3 1.4 0.8 0.0 0.1 0.1 0.2 0.4 0.7 0.8 1.0 1.3 1.6 1.6 0.0 0.1 0.1 0.2 0.3 0.5 0.8 1.0 1.5 1.8 1.9 0.5 0.0 0.1 0.1 0.2 0.4 0.6 0.9 1.3 1.7 1.7 1.7 0.0 0.1 0.1 0.1 0.3 0.5 0.7 1.0 1.5 1.7 2.1 0.5 0.0 0.1 0.1 0.2 0.4 0.6 0.9 1.2 1.6 1.6 1.4 0.0 0.1 0.1 0.2 0.3 0.5 0.7 1.0 1.2 1.4 1.3 0.8 0.0 0.1 0.1 0.2 0.4 0.7 0.9 1.1 1.2 1.5 1.4 0.0 0.1 0.1 0.2 0.3 0.6 0.8 1.0 1.2 1.5 2.0 0.5 0.0 0.1 0.1 0.2 0.4 0.6 0.9 1.2 1.7 1.5 1.7 0.0 0.1 0.1 0.2 0.3 0.5 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0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.3 1.2 1.1 1.0 1.3 1.5 1.7 1.6 1.4 1.3 1.6 1.9 1.6 1.3 1.7 Calculation Summary Label Grid Height Avg Max Min Avg/Min Max/Min LOADING 0 0.69 2.1 0.0 N.A.N.A. OVERALL SITE 0 0.11 5.5 0.0 N.A.N.A. PARKING 0 1.41 1.9 1.0 1.41 1.90 REAR WALKWAY 1.99 2.9 1.2 1.66 2.42 Luminaire Schedule Qty Label Arrangement Lumens Input Watts LLF BUG Rating Description 4 WM2A Single 2226 21.4 0.900 B0-U0-G1 USAL RZR-WM1-PLED-II-20LED-350mA-WW-VOLT-FINISH-HS-PLED/ WALL MOUNTED @ 8FT AFG TO BOF 5 WM4B Single 6546 64.7 0.900 B0-U0-G2 USAL RZR-WM2-PLED-IV-FT-40LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF JOB NAME: 500 SULLIVAN AVE - SOUTH WINDSOR, CT APEX LIGHTING SOLUTIONS WORKPLANE/CALC PLANE: AT FINISH GRADE MOUNTING HEIGHT: SEE FIXTURE LABELS APPS: LED SALES: SP SPECIFIER: DESIGN PROFESSIONALS INC ©···esignrofessionals ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale VAN ACCESSIBLE PARKING SPACE4 Not to Scale ACCESSIBLE PARKING SIGN3 Not to Scale AUTOMOBILE ACCESSIBLE PARKING SPACE5 “ ” · ·” ·“” · · · ©···esignrofessionalsNot to Scale PARALLEL SIDEWALK RAMP1 Not to Scale CONCRETE CONSTRUCTION JOINT2 Not to Scale MONOLITHIC CONCRETE CURB & WALK3 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY4 Not to Scale MANHOLD FRAME AND COVER5 Not to Scale DRAIN MANHOLE6 Not to Scale MOUNTABLE BITUMINOUS CONCRETE LIP CURB7 Not to Scale BITUMINOUS CONCRETE LIP CURB8 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - HEAVY DUTY9 Not to Scale CONCRETE PAVEMENT SECTION - HEAVY DUTY10 Not to Scale EV CHARGING STATION LAYOUT11 ©···esignrofessionalsNot to Scale STORMWATER CHAMBERS13 Not to Scale DUMPSTER PAD SECTION11 Not to Scale DUMPSTER ENCLOSURE SECTION12 Not to Scale OUTLET CONTROL STRUCTURE W/ DIVISION WEIR PLAN VIEW13 S U L L I V A N A V E N U E esignrofessionals©····· · · 14x14 Overhead 8x10 Overhead 3/32"=1'-0"FLOOR PLANStanding Seam Roof Pitch 1/2:12 Standing Seam Roof Pitch 1/2:12 8x1 0 O v e r h e a d Sanitary Line for Future RestroomsRestroomFuture SanitaryStub UpLine of Wall AboveSoffit @ 12'-0" AFFAlum. StorefrontOfficeOfficeOfficeOfficeOfficeMenWomenJan.Supply14'x12'14'x12'14'x12'14'x12'14'x12'ADA RampConference19'x24'ITWorkout19'x28'3/32"=1'-0"MEZZANINE PLANOffice14'x12'Equipment PlatformHWF1F2Break Room24'x12'8"DF42" guardrailMezzanine Elev. 11'-8"Live Load = 125 psfDistpatch12'x14'Driver 12'x14'A-100Bloomfield, Connecticut.06002PDS ENGINEERING &Telephone: (860) 242-8586 FAX (860) 242-8587107 Old Windsor RoadCONSTRUCTION, INC.WAREHOUSE FLOOR PLAN UNITED DELIVERY 3/32"=1'-0"SOUTH ELEVATION3/32"=1'-0"NORTH ELEVATION3/32"=1'-0"WEST ELEVATION3/32"=1'-0"EAST ELEVATION24ga. Standing Seam Roof ( 1/2:12 )Gutter & Downspouts26ga. Siding Panel14x14 Overhead8x10 Overhead8x10 OverheadMezzanine3'4"x4'0" Fixed Alum. Storefront (typ.)Sill @ 3'-0" AFF24ga. Standing Seam Roof ( 1/2:12 )Gutter & Downspouts26ga. Siding PanelA-200Bloomfield, Connecticut.06002PDS ENGINEERING &Telephone: (860) 242-8586 FAX (860) 242-8587107 Old Windsor RoadCONSTRUCTION, INC.WAREHOUSE EXTERIOR ELEVATIONS UNITED DELIVERY Storm Drainage Computations United Delivery Warehouse 500 Sullivan Ave South Windsor, CT Prepared by: Design Professionals, Inc. 21 Jeffrey Drive, PO Box 1167 South Windsor, CT 06074 July 16, 2024 Revised to: August 19, 2024 Page 2 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 2 Analysis of Results 3 Storm Sewer Analysis 4 Water Quality 4 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 Storm Sewer Analysis F Water Quality Flow Data G Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction United Delivery, Inc. is proposing a development at 500 Sullivan Ave in South Windsor, Connecticut. The properties are referenced on the South Windsor Tax Assessors map as GIS No. 87300500. The proposed development will include the construction of a new 30,000+ sf warehouse building and associated site improvements to include but not be limited to parking areas for vehicles, truck loading areas, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. The total parcel area is 4.27+ acres. Approximately 2.2 acres of the parcel is proposed to be disturbed during construction. For more information, please refer to the plans entitled “United Delivery Warehouse ~ Site Plan Application ~ 500 Sullivan Ave ~ South Windsor, CT ~ GIS Pin: 87300500” prepared by Design Professionals, Inc., and dated July 16, 2024, as amended. Pre-Development Site Conditions The existing surficial characteristics of the area to be developed can be primarily classified as an industrial site with undisturbed woodland areas in the northern half of the property. Review of the topography in the area indicated that stormwater runoff from the site would flow to one of three design points: • Design Point 1: Stormwater runoff to Sullivan Ave • Design Point 2: Sheet flow across western property boundary to the water quality basin for 40 Kennedy Road, the Fed-Ex Distribution Facility • Design Point 3: Sheet flow across eastern property boundary to the stormwater conveyance system on the west side of the building strip at 524 Sullivan Ave. 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, soils types B, C, and D are 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. Page 3 Post-Development Site Conditions Proposed site improvements include the construction of a new 30,000+ sf warehouse building and associated site improvements to include but not be limited to parking areas for vehicles, truck loading areas, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s Increased peak stormwater runoff from the site as a result of the proposed improvements will be controlled in one of two proposed detention systems. A surface basin is proposed to attenuate peak flows to Design Point 2. An underground detention system is proposed to control peak flows to Design Point 1. 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 Sullivan Ave Pre 3.61 6.43 8.21 9.51 10.93 Post 3.37 5.27 7.01 8.19 9.45 DP#2 – Sheet Flow across Western Property boundary Pre 0.18 0.79 1.28 1.68 2.14 Post 0.11 0.48 1.06 1.51 2.04 DP#3 – Sheet Flow across Eastern Property Boundary Pre 0.01 0.08 0.15 0.20 0.27 Post 0.00 0.05 0.09 0.12 0.16 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. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface Page 4 culverts will convey storm runoff without resulting in any unacceptable flooding conditions. Storm Sewer Calculation results are included as Appendix E of this report. Water Quality ADS Barracuda Hydrodynamic Separators will also be utilized to address water quality for all areas conveyed to the proposed underground chamber systems. The barracuda was selected based on its ability to treat more than the determined water quality flow rate based on manufacture specs for treatable flow rate. The required water quality flow was calculated considering recommended equations provided in the 2024 Connecticut Stormwater Quality Manual. Water Quality Flow calculations and ADS Barracuda Manufacturers specs are included as Appendix F of this report. The proposed temporary sediment trap was sized in accordance with the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. 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) 10S E1 12S E2 13S E3 E1 E6 E2 E4 E3 E5 14L DP1 15L DP2 16L DP3 Routing Diagram for 5284 - HydroCAD (Submission 1) Prepared by Design Professionals, Inc. , Printed 7/12/2024 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions 5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-YR 24-HR NOAA 24-hr D Default 24.00 1 3.13 2 2 10-YR 24-HR NOAA 24-hr D Default 24.00 1 4.96 2 3 25-YR 24-HR NOAA 24-hr D Default 24.00 1 6.11 2 4 50-YR 24-HR NOAA 24-hr D Default 24.00 1 6.95 2 5 100-YR 24-HR NOAA 24-hr D Default 24.00 1 7.87 2 Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=2.38"Subcatchment 10S: E1 Tc=6.0 min CN=93 Runoff=2.06 cfs 0.154 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=1.41"Subcatchment 12S: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.10 cfs 0.013 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=2.10"Subcatchment 13S: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=1.80 cfs 0.185 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=1.41"Subcatchment E1: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=0.67 cfs 0.127 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=0.42"Subcatchment E2: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=0.18 cfs 0.055 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=0.23"Subcatchment E3: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.01 cfs 0.003 af Inflow=3.61 cfs 0.479 afLink 14L: DP1 Primary=3.61 cfs 0.479 af Inflow=0.18 cfs 0.055 afLink 15L: DP2 Primary=0.18 cfs 0.055 af Inflow=0.01 cfs 0.003 afLink 16L: DP3 Primary=0.01 cfs 0.003 af Total Runoff Area = 4.743 ac Runoff Volume = 0.537 af Average Runoff Depth = 1.36" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=4.16"Subcatchment 10S: E1 Tc=6.0 min CN=93 Runoff=3.48 cfs 0.269 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=2.95"Subcatchment 12S: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.22 cfs 0.027 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=3.84"Subcatchment 13S: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=3.21 cfs 0.337 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=2.95"Subcatchment E1: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=1.41 cfs 0.266 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=1.35"Subcatchment E2: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=0.79 cfs 0.177 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=0.96"Subcatchment E3: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.08 cfs 0.011 af Inflow=6.43 cfs 0.900 afLink 14L: DP1 Primary=6.43 cfs 0.900 af Inflow=0.79 cfs 0.177 afLink 15L: DP2 Primary=0.79 cfs 0.177 af Inflow=0.08 cfs 0.011 afLink 16L: DP3 Primary=0.08 cfs 0.011 af Total Runoff Area = 4.743 ac Runoff Volume = 1.088 af Average Runoff Depth = 2.75" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=5.29"Subcatchment 10S: E1 Tc=6.0 min CN=93 Runoff=4.36 cfs 0.343 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=3.98"Subcatchment 12S: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.29 cfs 0.037 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=4.95"Subcatchment 13S: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=4.08 cfs 0.435 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=3.98"Subcatchment E1: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=1.90 cfs 0.359 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=2.08"Subcatchment E2: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=1.28 cfs 0.274 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=1.58"Subcatchment E3: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.15 cfs 0.018 af Inflow=8.21 cfs 1.174 afLink 14L: DP1 Primary=8.21 cfs 1.174 af Inflow=1.28 cfs 0.274 afLink 15L: DP2 Primary=1.28 cfs 0.274 af Inflow=0.15 cfs 0.018 afLink 16L: DP3 Primary=0.15 cfs 0.018 af Total Runoff Area = 4.743 ac Runoff Volume = 1.466 af Average Runoff Depth = 3.71" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=6.12"Subcatchment 10S: E1 Tc=6.0 min CN=93 Runoff=5.00 cfs 0.397 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=4.76"Subcatchment 12S: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.35 cfs 0.044 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=5.77"Subcatchment 13S: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=4.72 cfs 0.507 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=4.76"Subcatchment E1: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=2.26 cfs 0.429 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=2.67"Subcatchment E2: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=1.68 cfs 0.351 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=2.09"Subcatchment E3: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.20 cfs 0.024 af Inflow=9.51 cfs 1.377 afLink 14L: DP1 Primary=9.51 cfs 1.377 af Inflow=1.68 cfs 0.351 afLink 15L: DP2 Primary=1.68 cfs 0.351 af Inflow=0.20 cfs 0.024 afLink 16L: DP3 Primary=0.20 cfs 0.024 af Total Runoff Area = 4.743 ac Runoff Volume = 1.752 af Average Runoff Depth = 4.43" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=7.03"Subcatchment 10S: E1 Tc=6.0 min CN=93 Runoff=5.70 cfs 0.456 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=5.62"Subcatchment 12S: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.41 cfs 0.052 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=6.68"Subcatchment 13S: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=5.41 cfs 0.587 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=5.62"Subcatchment E1: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=2.65 cfs 0.507 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=3.35"Subcatchment E2: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=2.14 cfs 0.441 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=2.70"Subcatchment E3: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.27 cfs 0.031 af Inflow=10.93 cfs 1.601 afLink 14L: DP1 Primary=10.93 cfs 1.601 af Inflow=2.14 cfs 0.441 afLink 15L: DP2 Primary=2.14 cfs 0.441 af Inflow=0.27 cfs 0.031 afLink 16L: DP3 Primary=0.27 cfs 0.031 af Total Runoff Area = 4.743 ac Runoff Volume = 2.072 af Average Runoff Depth = 5.24" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: E1 Runoff = 2.06 cfs @ 12.13 hrs, Volume= 0.154 af, Depth= 2.38" Routed to Link 14L : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 6,932 80 >75% Grass cover, Good, HSG D 1,547 77 Woods, Good, HSG D * 25,392 98 IMPERVIOUS 33,871 93 Weighted Average 8,479 25.03% Pervious Area 25,392 74.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 10S: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=33,871 sf Runoff Volume=0.154 af Runoff Depth=2.38" Tc=6.0 min CN=93 2.06 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: E2 Runoff = 0.10 cfs @ 12.37 hrs, Volume= 0.013 af, Depth= 1.41" Routed to Link 14L : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 4,278 80 >75% Grass cover, Good, HSG D 234 77 Woods, Good, HSG D * 295 98 IMPERVIOUS 4,807 81 Weighted Average 4,512 93.86% Pervious Area 295 6.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.1 100 0.0050 0.07 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.13" 0.4 22 0.0160 0.89 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 25.5 122 Total Subcatchment 12S: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=4,807 sf Runoff Volume=0.013 af Runoff Depth=1.41" Flow Length=122' Tc=25.5 min CN=81 0.10 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: E3 Runoff = 1.80 cfs @ 12.25 hrs, Volume= 0.185 af, Depth= 2.10" Routed to Link 14L : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 742 61 >75% Grass cover, Good, HSG B 4,145 74 >75% Grass cover, Good, HSG C 9,843 80 >75% Grass cover, Good, HSG D 78 55 Woods, Good, HSG B 1,736 70 Woods, Good, HSG C * 29,383 98 IMPERVIOUS 45,927 90 Weighted Average 16,544 36.02% Pervious Area 29,383 63.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 100 0.0230 0.12 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.13" 1.1 148 0.0130 2.31 Shallow Concentrated Flow, Pavement SCF Paved Kv= 20.3 fps 2.0 Direct Entry, Pipe Flow 16.7 248 Total Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 13S: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=45,927 sf Runoff Volume=0.185 af Runoff Depth=2.10" Flow Length=248' Tc=16.7 min CN=90 1.80 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E6 Runoff = 0.67 cfs @ 12.80 hrs, Volume= 0.127 af, Depth= 1.41" Routed to Link 14L : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 4,442 61 >75% Grass cover, Good, HSG B 623 80 >75% Grass cover, Good, HSG D 13,160 55 Woods, Good, HSG B 2,612 77 Woods, Good, HSG D * 26,283 98 IMPERVIOUS 47,120 81 Weighted Average 20,837 44.22% Pervious Area 26,283 55.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 52.0 100 0.0090 0.03 Sheet Flow, Woodland SF Woods: Dense underbrush n= 0.800 P2= 3.13" 1.5 54 0.0150 0.61 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 0.7 110 0.0150 2.49 Shallow Concentrated Flow, Paved SCF Paved Kv= 20.3 fps 2.0 Direct Entry, Pipe Flow 56.2 264 Total Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 24-HR Rainfall=3.13" Runoff Area=47,120 sf Runoff Volume=0.127 af Runoff Depth=1.41" Flow Length=264' Tc=56.2 min CN=81 0.67 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: E4 Runoff = 0.18 cfs @ 13.13 hrs, Volume= 0.055 af, Depth= 0.42" Routed to Link 15L : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 389 61 >75% Grass cover, Good, HSG B 3,667 74 >75% Grass cover, Good, HSG C 42,851 55 Woods, Good, HSG B 21,969 70 Woods, Good, HSG C 68,876 61 Weighted Average 68,876 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 57.5 100 0.0070 0.03 Sheet Flow, Woodland SF Woods: Dense underbrush n= 0.800 P2= 3.13" 6.0 227 0.0160 0.63 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 63.5 327 Total Subcatchment E2: E4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 24-HR Rainfall=3.13" Runoff Area=68,876 sf Runoff Volume=0.055 af Runoff Depth=0.42" Flow Length=327' Tc=63.5 min CN=61 0.18 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: E5 Runoff = 0.01 cfs @ 12.61 hrs, Volume= 0.003 af, Depth= 0.23" Routed to Link 16L : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 5,992 55 Woods, Good, HSG B 0 77 Woods, Good, HSG D * 0 98 IMPERVIOUS 5,992 55 Weighted Average 5,992 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.7 42 0.0180 0.04 Sheet Flow, Woodland SF Woods: Dense underbrush n= 0.800 P2= 3.13" Subcatchment E3: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=5,992 sf Runoff Volume=0.003 af Runoff Depth=0.23" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.01 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 14L: DP1 Inflow Area = 3.024 ac, 61.76% Impervious, Inflow Depth = 1.90" for 2-YR 24-HR event Inflow = 3.61 cfs @ 12.15 hrs, Volume= 0.479 af Primary = 3.61 cfs @ 12.15 hrs, Volume= 0.479 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link 14L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=3.024 ac 3.61 cfs 3.61 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 15L: DP2 Inflow Area = 1.581 ac, 0.00% Impervious, Inflow Depth = 0.42" for 2-YR 24-HR event Inflow = 0.18 cfs @ 13.13 hrs, Volume= 0.055 af Primary = 0.18 cfs @ 13.13 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link 15L: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.581 ac 0.18 cfs 0.18 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 16L: DP3 Inflow Area = 0.138 ac, 0.00% Impervious, Inflow Depth = 0.23" for 2-YR 24-HR event Inflow = 0.01 cfs @ 12.61 hrs, Volume= 0.003 af Primary = 0.01 cfs @ 12.61 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link 16L: DP3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.138 ac 0.01 cfs 0.01 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 10S: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=33,871 sf Runoff Volume=0.269 af Runoff Depth=4.16" Tc=6.0 min CN=93 3.48 cfs Subcatchment 12S: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 10-YR 24-HR Rainfall=4.96" Runoff Area=4,807 sf Runoff Volume=0.027 af Runoff Depth=2.95" Flow Length=122' Tc=25.5 min CN=81 0.22 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 13S: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=45,927 sf Runoff Volume=0.337 af Runoff Depth=3.84" Flow Length=248' Tc=16.7 min CN=90 3.21 cfs Subcatchment E1: E6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=47,120 sf Runoff Volume=0.266 af Runoff Depth=2.95" Flow Length=264' Tc=56.2 min CN=81 1.41 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: E4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 10-YR 24-HR Rainfall=4.96" Runoff Area=68,876 sf Runoff Volume=0.177 af Runoff Depth=1.35" Flow Length=327' Tc=63.5 min CN=61 0.79 cfs Subcatchment E3: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=5,992 sf Runoff Volume=0.011 af Runoff Depth=0.96" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.08 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 14L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=3.024 ac 6.43 cfs 6.43 cfs Link 15L: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 Inflow Area=1.581 ac 0.79 cfs 0.79 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 16L: DP3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.138 ac 0.08 cfs 0.08 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 10S: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=33,871 sf Runoff Volume=0.343 af Runoff Depth=5.29" Tc=6.0 min CN=93 4.36 cfs Subcatchment 12S: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=4,807 sf Runoff Volume=0.037 af Runoff Depth=3.98" Flow Length=122' Tc=25.5 min CN=81 0.29 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 13S: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=45,927 sf Runoff Volume=0.435 af Runoff Depth=4.95" Flow Length=248' Tc=16.7 min CN=90 4.08 cfs Subcatchment E1: E6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=47,120 sf Runoff Volume=0.359 af Runoff Depth=3.98" Flow Length=264' Tc=56.2 min CN=81 1.90 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: E4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=68,876 sf Runoff Volume=0.274 af Runoff Depth=2.08" Flow Length=327' Tc=63.5 min CN=61 1.28 cfs Subcatchment E3: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=5,992 sf Runoff Volume=0.018 af Runoff Depth=1.58" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.15 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 14L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=3.024 ac 8.21 cfs 8.21 cfs Link 15L: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.581 ac 1.28 cfs 1.28 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 16L: DP3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.138 ac 0.15 cfs 0.15 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 10S: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=33,871 sf Runoff Volume=0.397 af Runoff Depth=6.12" Tc=6.0 min CN=93 5.00 cfs Subcatchment 12S: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=4,807 sf Runoff Volume=0.044 af Runoff Depth=4.76" Flow Length=122' Tc=25.5 min CN=81 0.35 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 13S: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=45,927 sf Runoff Volume=0.507 af Runoff Depth=5.77" Flow Length=248' Tc=16.7 min CN=90 4.72 cfs Subcatchment E1: E6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=47,120 sf Runoff Volume=0.429 af Runoff Depth=4.76" Flow Length=264' Tc=56.2 min CN=81 2.26 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: E4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=68,876 sf Runoff Volume=0.351 af Runoff Depth=2.67" Flow Length=327' Tc=63.5 min CN=61 1.68 cfs Subcatchment E3: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=5,992 sf Runoff Volume=0.024 af Runoff Depth=2.09" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.20 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 14L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.024 ac 9.51 cfs 9.51 cfs Link 15L: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.581 ac 1.68 cfs 1.68 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 16L: DP3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.138 ac 0.20 cfs 0.20 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 10S: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=33,871 sf Runoff Volume=0.456 af Runoff Depth=7.03" Tc=6.0 min CN=93 5.70 cfs Subcatchment 12S: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 100-YR 24-HR Rainfall=7.87" Runoff Area=4,807 sf Runoff Volume=0.052 af Runoff Depth=5.62" Flow Length=122' Tc=25.5 min CN=81 0.41 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 13S: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=45,927 sf Runoff Volume=0.587 af Runoff Depth=6.68" Flow Length=248' Tc=16.7 min CN=90 5.41 cfs Subcatchment E1: E6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=47,120 sf Runoff Volume=0.507 af Runoff Depth=5.62" Flow Length=264' Tc=56.2 min CN=81 2.65 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: E4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=68,876 sf Runoff Volume=0.441 af Runoff Depth=3.35" Flow Length=327' Tc=63.5 min CN=61 2.14 cfs Subcatchment E3: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=5,992 sf Runoff Volume=0.031 af Runoff Depth=2.70" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.27 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 14L: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.024 ac 10.93 cfs 10.93 cfs Link 15L: DP2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.581 ac 2.14 cfs 2.14 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 1) Printed 7/12/2024Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 16L: DP3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.138 ac 0.27 cfs 0.27 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) 17S P1 18S P2 19S P3 20S P6 21S P4 22S P5 (DP3*) 23S P7 4P UGC 25P PP1 (DP2*) 24L DP1* Routing Diagram for 5284 - HydroCAD (Submission 2) Prepared by Design Professionals, Inc. , Printed 8/19/2024 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=2.38"Subcatchment 17S: P1 Tc=6.0 min CN=93 Runoff=2.06 cfs 0.154 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=1.41"Subcatchment 18S: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.10 cfs 0.013 af Runoff Area=52,261 sf 71.07% Impervious Runoff Depth=2.28"Subcatchment 19S: P3 Tc=8.0 min CN=92 Runoff=2.88 cfs 0.228 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=2.19"Subcatchment 20S: P6 Tc=8.0 min CN=91 Runoff=2.03 cfs 0.160 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=0.61"Subcatchment 21S: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=0.22 cfs 0.053 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=0.23"Subcatchment 22S: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.00 cfs 0.001 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=2.90"Subcatchment 23S: P7 Tc=6.0 min CN=98 Runoff=2.03 cfs 0.166 af Peak Elev=81.27' Storage=4,126 cf Inflow=4.91 cfs 0.388 afPond 4P: UGC Outflow=1.52 cfs 0.387 af Peak Elev=85.35' Storage=6,030 cf Inflow=2.04 cfs 0.219 afPond 25P: PP1 (DP2*) Outflow=0.11 cfs 0.167 af Inflow=3.37 cfs 0.554 afLink 24L: DP1* Primary=3.37 cfs 0.554 af Total Runoff Area = 4.743 ac Runoff Volume = 0.775 af Average Runoff Depth = 1.96" 40.48% Pervious = 1.920 ac 59.52% Impervious = 2.823 ac Proposed NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=4.16"Subcatchment 17S: P1 Tc=6.0 min CN=93 Runoff=3.48 cfs 0.269 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=2.95"Subcatchment 18S: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.22 cfs 0.027 af Runoff Area=52,261 sf 71.07% Impervious Runoff Depth=4.05"Subcatchment 19S: P3 Tc=8.0 min CN=92 Runoff=4.93 cfs 0.405 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=3.94"Subcatchment 20S: P6 Tc=8.0 min CN=91 Runoff=3.53 cfs 0.287 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=1.70"Subcatchment 21S: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=0.73 cfs 0.147 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=0.96"Subcatchment 22S: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.05 cfs 0.004 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=4.72"Subcatchment 23S: P7 Tc=6.0 min CN=98 Runoff=3.25 cfs 0.271 af Peak Elev=81.99' Storage=7,599 cf Inflow=8.46 cfs 0.692 afPond 4P: UGC Outflow=2.80 cfs 0.691 af Peak Elev=85.59' Storage=10,253 cf Inflow=3.38 cfs 0.418 afPond 25P: PP1 (DP2*) Outflow=0.48 cfs 0.334 af Inflow=5.27 cfs 0.988 afLink 24L: DP1* Primary=5.27 cfs 0.988 af Total Runoff Area = 4.743 ac Runoff Volume = 1.411 af Average Runoff Depth = 3.57" 40.48% Pervious = 1.920 ac 59.52% Impervious = 2.823 ac Proposed NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=5.29"Subcatchment 17S: P1 Tc=6.0 min CN=93 Runoff=4.36 cfs 0.343 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=3.98"Subcatchment 18S: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.29 cfs 0.037 af Runoff Area=52,261 sf 71.07% Impervious Runoff Depth=5.18"Subcatchment 19S: P3 Tc=8.0 min CN=92 Runoff=6.20 cfs 0.518 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=5.06"Subcatchment 20S: P6 Tc=8.0 min CN=91 Runoff=4.47 cfs 0.369 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=2.52"Subcatchment 21S: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=1.12 cfs 0.218 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=1.58"Subcatchment 22S: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.09 cfs 0.007 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=5.87"Subcatchment 23S: P7 Tc=6.0 min CN=98 Runoff=4.01 cfs 0.337 af Peak Elev=82.49' Storage=9,763 cf Inflow=10.67 cfs 0.887 afPond 4P: UGC Outflow=3.64 cfs 0.886 af Peak Elev=85.67' Storage=11,697 cf Inflow=4.26 cfs 0.555 afPond 25P: PP1 (DP2*) Outflow=1.06 cfs 0.465 af Inflow=7.01 cfs 1.265 afLink 24L: DP1* Primary=7.01 cfs 1.265 af Total Runoff Area = 4.743 ac Runoff Volume = 1.828 af Average Runoff Depth = 4.63" 40.48% Pervious = 1.920 ac 59.52% Impervious = 2.823 ac Proposed NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=6.12"Subcatchment 17S: P1 Tc=6.0 min CN=93 Runoff=5.00 cfs 0.397 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=4.76"Subcatchment 18S: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.35 cfs 0.044 af Runoff Area=52,261 sf 71.07% Impervious Runoff Depth=6.01"Subcatchment 19S: P3 Tc=8.0 min CN=92 Runoff=7.13 cfs 0.600 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=5.89"Subcatchment 20S: P6 Tc=8.0 min CN=91 Runoff=5.14 cfs 0.429 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=3.17"Subcatchment 21S: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=1.43 cfs 0.274 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=2.09"Subcatchment 22S: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.12 cfs 0.010 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=6.71"Subcatchment 23S: P7 Tc=6.0 min CN=98 Runoff=4.56 cfs 0.385 af Peak Elev=82.90' Storage=11,260 cf Inflow=12.27 cfs 1.030 afPond 4P: UGC Outflow=4.43 cfs 1.029 af Peak Elev=85.72' Storage=12,591 cf Inflow=4.91 cfs 0.659 afPond 25P: PP1 (DP2*) Outflow=1.51 cfs 0.566 af Inflow=8.19 cfs 1.469 afLink 24L: DP1* Primary=8.19 cfs 1.469 af Total Runoff Area = 4.743 ac Runoff Volume = 2.138 af Average Runoff Depth = 5.41" 40.48% Pervious = 1.920 ac 59.52% Impervious = 2.823 ac Proposed NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=7.03"Subcatchment 17S: P1 Tc=6.0 min CN=93 Runoff=5.70 cfs 0.456 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=5.62"Subcatchment 18S: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.41 cfs 0.052 af Runoff Area=52,261 sf 71.07% Impervious Runoff Depth=6.91"Subcatchment 19S: P3 Tc=8.0 min CN=92 Runoff=8.14 cfs 0.691 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=6.80"Subcatchment 20S: P6 Tc=8.0 min CN=91 Runoff=5.88 cfs 0.495 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=3.90"Subcatchment 21S: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=1.77 cfs 0.337 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=2.70"Subcatchment 22S: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.16 cfs 0.012 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=7.63"Subcatchment 23S: P7 Tc=6.0 min CN=98 Runoff=5.17 cfs 0.438 af Peak Elev=83.46' Storage=12,728 cf Inflow=14.02 cfs 1.187 afPond 4P: UGC Outflow=5.57 cfs 1.186 af Peak Elev=85.76' Storage=13,445 cf Inflow=5.64 cfs 0.775 afPond 25P: PP1 (DP2*) Outflow=2.04 cfs 0.680 af Inflow=9.45 cfs 1.693 afLink 24L: DP1* Primary=9.45 cfs 1.693 af Total Runoff Area = 4.743 ac Runoff Volume = 2.481 af Average Runoff Depth = 6.28" 40.48% Pervious = 1.920 ac 59.52% Impervious = 2.823 ac Proposed NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: P1 Runoff = 2.06 cfs @ 12.13 hrs, Volume= 0.154 af, Depth= 2.38" Routed to Link 24L : DP1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 6,932 80 >75% Grass cover, Good, HSG D 1,547 77 Woods, Good, HSG D * 25,392 98 IMPERVIOUS 33,871 93 Weighted Average 8,479 25.03% Pervious Area 25,392 74.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 18S: P2 Runoff = 0.10 cfs @ 12.37 hrs, Volume= 0.013 af, Depth= 1.41" Routed to Link 24L : DP1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 4,278 80 >75% Grass cover, Good, HSG D 234 77 Woods, Good, HSG D * 295 98 IMPERVIOUS 4,807 81 Weighted Average 4,512 93.86% Pervious Area 295 6.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.1 100 0.0050 0.07 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.13" 0.4 22 0.0160 0.89 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 25.5 122 Total Proposed NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: P3 Runoff = 2.88 cfs @ 12.15 hrs, Volume= 0.228 af, Depth= 2.28" Routed to Pond 4P : UGC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 425 61 >75% Grass cover, Good, HSG B 4,815 74 >75% Grass cover, Good, HSG C 9,879 80 >75% Grass cover, Good, HSG D 1 70 Woods, Good, HSG C * 37,141 98 IMPERVIOUS 52,261 92 Weighted Average 15,120 28.93% Pervious Area 37,141 71.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment 20S: P6 Runoff = 2.03 cfs @ 12.15 hrs, Volume= 0.160 af, Depth= 2.19" Routed to Pond 4P : UGC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 5,135 61 >75% Grass cover, Good, HSG B 1,710 80 >75% Grass cover, Good, HSG D 800 55 Woods, Good, HSG B 504 77 Woods, Good, HSG D * 29,941 98 IMPERVIOUS 38,090 91 Weighted Average 8,149 21.39% Pervious Area 29,941 78.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Proposed NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: P4 Runoff = 0.22 cfs @ 12.90 hrs, Volume= 0.053 af, Depth= 0.61" Routed to Pond 25P : PP1 (DP2*) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 17,969 61 >75% Grass cover, Good, HSG B 20,130 74 >75% Grass cover, Good, HSG C 6,229 55 Woods, Good, HSG B 668 70 Woods, Good, HSG C * 188 98 IMPERVIOUS 45,184 66 Weighted Average 44,996 99.58% Pervious Area 188 0.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.1 80 0.0070 0.03 Sheet Flow, Woodland SF Woods: Dense underbrush n= 0.800 P2= 3.13" 4.2 20 0.0070 0.08 Sheet Flow, Grass SF Grass: Short n= 0.150 P2= 3.13" 4.3 227 0.0160 0.89 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 56.6 327 Total Summary for Subcatchment 22S: P5 (DP3*) Runoff = 0.00 cfs @ 12.29 hrs, Volume= 0.001 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B 2,381 55 Woods, Good, HSG B 0 77 Woods, Good, HSG D 2,381 55 Weighted Average 2,381 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 42 0.0180 0.09 Sheet Flow, Woodland SF Grass: Dense n= 0.240 P2= 3.13" Proposed NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: P7 Runoff = 2.03 cfs @ 12.13 hrs, Volume= 0.166 af, Depth= 2.90" Routed to Pond 25P : PP1 (DP2*) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description * 30,000 98 IMPERVIOUS 30,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 4P: UGC Inflow Area = 2.074 ac, 74.25% Impervious, Inflow Depth = 2.25" for 2-YR 24-HR event Inflow = 4.91 cfs @ 12.15 hrs, Volume= 0.388 af Outflow = 1.52 cfs @ 12.39 hrs, Volume= 0.387 af, Atten= 69%, Lag= 14.4 min Primary = 1.52 cfs @ 12.39 hrs, Volume= 0.387 af Routed to Link 24L : DP1* Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 81.27' @ 12.39 hrs Surf.Area= 6,146 sf Storage= 4,126 cf Plug-Flow detention time= 43.8 min calculated for 0.387 af (100% of inflow) Center-of-Mass det. time= 42.5 min ( 851.5 - 809.0 ) Volume Invert Avail.Storage Storage Description #1A 80.20' 5,462 cf 44.25'W x 138.90'L x 3.50'H Field A 21,512 cf Overall - 7,856 cf Embedded = 13,656 cf x 40.0% Voids #2A 80.70' 7,856 cf ADS_StormTech SC-740 +Cap x 171 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 171 Chambers in 9 Rows 13,318 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 80.20'12.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.20' / 79.20' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 80.20'12.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 81.50'10.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Proposed NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC #4 Device 1 82.35'6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 83.00'48.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.52 cfs @ 12.39 hrs HW=81.27' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.52 cfs of 2.85 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.52 cfs @ 4.56 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 25P: PP1 (DP2*) Inflow Area = 1.726 ac, 40.15% Impervious, Inflow Depth = 1.52" for 2-YR 24-HR event Inflow = 2.04 cfs @ 12.13 hrs, Volume= 0.219 af Outflow = 0.11 cfs @ 15.57 hrs, Volume= 0.167 af, Atten= 95%, Lag= 206.7 min Primary = 0.11 cfs @ 15.57 hrs, Volume= 0.167 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 85.35' @ 15.57 hrs Surf.Area= 17,557 sf Storage= 6,030 cf Plug-Flow detention time= 603.0 min calculated for 0.167 af (76% of inflow) Center-of-Mass det. time= 500.7 min ( 1,306.9 - 806.2 ) Volume Invert Avail.Storage Storage Description #1 85.00' 37,764 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 85.00 16,849 0 0 86.00 18,868 17,859 17,859 87.00 20,943 19,906 37,764 Device Routing Invert Outlet Devices #1 Primary 85.00'12.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.00' / 84.00' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 85.00'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 85.50'5.0' long + 3.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=0.11 cfs @ 15.57 hrs HW=85.35' (Free Discharge) 1=Culvert (Passes 0.11 cfs of 0.49 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.11 cfs @ 2.29 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 24L: DP1* Inflow Area = 2.962 ac, 71.90% Impervious, Inflow Depth > 2.25" for 2-YR 24-HR event Inflow = 3.37 cfs @ 12.14 hrs, Volume= 0.554 af Primary = 3.37 cfs @ 12.14 hrs, Volume= 0.554 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Proposed NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 17S: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=33,871 sf Runoff Volume=0.269 af Runoff Depth=4.16" Tc=6.0 min CN=93 3.48 cfs Subcatchment 18S: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 10-YR 24-HR Rainfall=4.96" Runoff Area=4,807 sf Runoff Volume=0.027 af Runoff Depth=2.95" Flow Length=122' Tc=25.5 min CN=81 0.22 cfs Proposed NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 19S: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=52,261 sf Runoff Volume=0.405 af Runoff Depth=4.05" Tc=8.0 min CN=92 4.93 cfs Subcatchment 20S: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=38,090 sf Runoff Volume=0.287 af Runoff Depth=3.94" Tc=8.0 min CN=91 3.53 cfs Proposed NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 21S: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 24-HR Rainfall=4.96" Runoff Area=45,184 sf Runoff Volume=0.147 af Runoff Depth=1.70" Flow Length=327' Tc=56.6 min CN=66 0.73 cfs Subcatchment 22S: P5 (DP3*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=2,381 sf Runoff Volume=0.004 af Runoff Depth=0.96" Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 0.05 cfs Proposed NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 23S: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=30,000 sf Runoff Volume=0.271 af Runoff Depth=4.72" Tc=6.0 min CN=98 3.25 cfs Pond 4P: UGC Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.074 ac Peak Elev=81.99' Storage=7,599 cf 8.46 cfs 2.80 cfs Proposed NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 25P: PP1 (DP2*) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.726 ac Peak Elev=85.59' Storage=10,253 cf 3.38 cfs 0.48 cfs Link 24L: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=2.962 ac 5.27 cfs 5.27 cfs Proposed NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 17S: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=33,871 sf Runoff Volume=0.343 af Runoff Depth=5.29" Tc=6.0 min CN=93 4.36 cfs Subcatchment 18S: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=4,807 sf Runoff Volume=0.037 af Runoff Depth=3.98" Flow Length=122' Tc=25.5 min CN=81 0.29 cfs Proposed NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 19S: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=52,261 sf Runoff Volume=0.518 af Runoff Depth=5.18" Tc=8.0 min CN=92 6.20 cfs Subcatchment 20S: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=38,090 sf Runoff Volume=0.369 af Runoff Depth=5.06" Tc=8.0 min CN=91 4.47 cfs Proposed NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 21S: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=45,184 sf Runoff Volume=0.218 af Runoff Depth=2.52" Flow Length=327' Tc=56.6 min CN=66 1.12 cfs Subcatchment 22S: P5 (DP3*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=2,381 sf Runoff Volume=0.007 af Runoff Depth=1.58" Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 0.09 cfs Proposed NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 23S: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=30,000 sf Runoff Volume=0.337 af Runoff Depth=5.87" Tc=6.0 min CN=98 4.01 cfs Pond 4P: UGC Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.074 ac Peak Elev=82.49' Storage=9,763 cf 10.67 cfs 3.64 cfs Proposed NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 25P: PP1 (DP2*) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.726 ac Peak Elev=85.67' Storage=11,697 cf 4.26 cfs 1.06 cfs Link 24L: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.962 ac 7.01 cfs 7.01 cfs Proposed NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 17S: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=33,871 sf Runoff Volume=0.397 af Runoff Depth=6.12" Tc=6.0 min CN=93 5.00 cfs Subcatchment 18S: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=4,807 sf Runoff Volume=0.044 af Runoff Depth=4.76" Flow Length=122' Tc=25.5 min CN=81 0.35 cfs Proposed NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 19S: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=52,261 sf Runoff Volume=0.600 af Runoff Depth=6.01" Tc=8.0 min CN=92 7.13 cfs Subcatchment 20S: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=38,090 sf Runoff Volume=0.429 af Runoff Depth=5.89" Tc=8.0 min CN=91 5.14 cfs Proposed NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 21S: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=45,184 sf Runoff Volume=0.274 af Runoff Depth=3.17" Flow Length=327' Tc=56.6 min CN=66 1.43 cfs Subcatchment 22S: P5 (DP3*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=2,381 sf Runoff Volume=0.010 af Runoff Depth=2.09" Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 0.12 cfs Proposed NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 23S: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=30,000 sf Runoff Volume=0.385 af Runoff Depth=6.71" Tc=6.0 min CN=98 4.56 cfs Pond 4P: UGC Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.074 ac Peak Elev=82.90' Storage=11,260 cf 12.27 cfs 4.43 cfs Proposed NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 25P: PP1 (DP2*) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.726 ac Peak Elev=85.72' Storage=12,591 cf 4.91 cfs 1.51 cfs Link 24L: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.962 ac 8.19 cfs 8.19 cfs Proposed NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 17S: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=33,871 sf Runoff Volume=0.456 af Runoff Depth=7.03" Tc=6.0 min CN=93 5.70 cfs Subcatchment 18S: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 100-YR 24-HR Rainfall=7.87" Runoff Area=4,807 sf Runoff Volume=0.052 af Runoff Depth=5.62" Flow Length=122' Tc=25.5 min CN=81 0.41 cfs Proposed NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 19S: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=52,261 sf Runoff Volume=0.691 af Runoff Depth=6.91" Tc=8.0 min CN=92 8.14 cfs Subcatchment 20S: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=38,090 sf Runoff Volume=0.495 af Runoff Depth=6.80" Tc=8.0 min CN=91 5.88 cfs Proposed NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 21S: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=45,184 sf Runoff Volume=0.337 af Runoff Depth=3.90" Flow Length=327' Tc=56.6 min CN=66 1.77 cfs Subcatchment 22S: P5 (DP3*) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 100-YR 24-HR Rainfall=7.87" Runoff Area=2,381 sf Runoff Volume=0.012 af Runoff Depth=2.70" Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 0.16 cfs Proposed NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 23S: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=30,000 sf Runoff Volume=0.438 af Runoff Depth=7.63" Tc=6.0 min CN=98 5.17 cfs Pond 4P: UGC Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.074 ac Peak Elev=83.46' Storage=12,728 cf 14.02 cfs 5.57 cfs Proposed NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 25P: PP1 (DP2*) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.726 ac Peak Elev=85.76' Storage=13,445 cf 5.64 cfs 2.04 cfs Link 24L: DP1* Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.962 ac 9.45 cfs 9.45 cfs Proposed NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 4P: UGC Inflow Area = 2.074 ac, 74.25% Impervious, Inflow Depth = 6.86" for 100-YR 24-HR event Inflow = 14.02 cfs @ 12.15 hrs, Volume= 1.187 af Outflow = 5.57 cfs @ 12.32 hrs, Volume= 1.186 af, Atten= 60%, Lag= 10.4 min Primary = 5.57 cfs @ 12.32 hrs, Volume= 1.186 af Routed to Link 24L : DP1* Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 83.46' @ 12.32 hrs Surf.Area= 6,146 sf Storage= 12,728 cf Plug-Flow detention time= 40.0 min calculated for 1.186 af (100% of inflow) Center-of-Mass det. time= 39.6 min ( 815.8 - 776.2 ) Volume Invert Avail.Storage Storage Description #1A 80.20' 5,462 cf 44.25'W x 138.90'L x 3.50'H Field A 21,512 cf Overall - 7,856 cf Embedded = 13,656 cf x 40.0% Voids #2A 80.70' 7,856 cf ADS_StormTech SC-740 +Cap x 171 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 171 Chambers in 9 Rows 13,318 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 80.20'12.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.20' / 79.20' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 80.20'12.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 81.50'10.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 82.35'6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 83.00'48.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.57 cfs @ 12.32 hrs HW=83.46' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.57 cfs @ 7.09 fps) 2=Orifice/Grate (Passes < 2.82 cfs potential flow) 3=Orifice/Grate (Passes < 1.79 cfs potential flow) 4=Orifice/Grate (Passes < 0.60 cfs potential flow) 5=Orifice/Grate (Passes < 3.99 cfs potential flow) Proposed NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Submission 2) Printed 8/19/2024Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 25P: PP1 (DP2*) Inflow Area = 1.726 ac, 40.15% Impervious, Inflow Depth = 5.39" for 100-YR 24-HR event Inflow = 5.64 cfs @ 12.13 hrs, Volume= 0.775 af Outflow = 2.04 cfs @ 13.05 hrs, Volume= 0.680 af, Atten= 64%, Lag= 55.0 min Primary = 2.04 cfs @ 13.05 hrs, Volume= 0.680 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 85.76' @ 13.05 hrs Surf.Area= 18,390 sf Storage= 13,445 cf Plug-Flow detention time= 313.8 min calculated for 0.680 af (88% of inflow) Center-of-Mass det. time= 250.3 min ( 1,057.4 - 807.1 ) Volume Invert Avail.Storage Storage Description #1 85.00' 37,764 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 85.00 16,849 0 0 86.00 18,868 17,859 17,859 87.00 20,943 19,906 37,764 Device Routing Invert Outlet Devices #1 Primary 85.00'12.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.00' / 84.00' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 85.00'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 85.50'5.0' long + 3.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=2.04 cfs @ 13.05 hrs HW=85.76' (Free Discharge) 1=Culvert (Passes 0.19 cfs of 1.91 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.85 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 1.85 cfs @ 1.21 fps) APPENDIX C NRCS Soil Map & Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of Connecticut, Western Part Natural Resources Conservation Service June 26, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 Map Unit Descriptions..........................................................................................8 State of Connecticut, Western Part.................................................................10 13—Walpole sandy loam, 0 to 3 percent slopes.........................................10 29A—Agawam fine sandy loam, 0 to 3 percent slopes...............................11 307—Urban land.........................................................................................13 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................13 Soil Information for All Uses...............................................................................16 Soil Properties and Qualities..............................................................................16 Soil Qualities and Features.............................................................................16 Hydrologic Soil Group.................................................................................16 References............................................................................................................21 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 46360904636150463621046362704636330463639046364504636510463609046361504636210463627046363304636390463645046365104636570700600 700660 700720 700780 700840 700900 700960 700660 700720 700780 700840 700900 700960 41° 51' 19'' N 72° 35' 0'' W41° 51' 19'' N72° 34' 44'' W41° 51' 4'' N 72° 35' 0'' W41° 51' 4'' N 72° 34' 44'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,360 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 1, Sep 15, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes 1.8 12.7% 29A Agawam fine sandy loam, 0 to 3 percent slopes 4.5 31.1% 307 Urban land 4.6 31.7% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 3.5 24.5% Totals for Area of Interest 14.5 100.0% 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 Custom Soil Resource Report 8 pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 State of Connecticut, Western Part 13—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,350 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Walpole and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform:Depressions Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe - 0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg - 7 to 21 inches: sandy loam BC - 21 to 25 inches: gravelly sandy loam C - 25 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 4 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 10 Minor Components Sudbury Percent of map unit:10 percent Landform:Outwash plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Ecological site:F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Scarboro Percent of map unit:10 percent Landform:Depressions Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY031MA - Very Wet Outwash Hydric soil rating: Yes 29A—Agawam fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tyqw Elevation: 0 to 1,040 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: All areas are prime farmland Map Unit Composition Agawam and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Agawam Setting Landform:Outwash terraces, outwash plains, kame terraces, kames, moraines Landform position (two-dimensional):Backslope, shoulder, footslope, summit Landform position (three-dimensional):Side slope, crest, tread, riser, rise, dip Down-slope shape:Convex Across-slope shape:Convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 11 inches: fine sandy loam Bw1 - 11 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam Custom Soil Resource Report 11 2C1 - 26 to 39 inches: loamy fine sand 2C2 - 39 to 55 inches: loamy fine sand 2C3 - 55 to 65 inches: loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:15 to 35 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: B Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Minor Components Ninigret Percent of map unit:5 percent Landform:Terraces Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Windsor Percent of map unit:4 percent Landform:Outwash plains, outwash terraces, deltas, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Hydric soil rating: No Walpole Percent of map unit:3 percent Landform:Outwash plains, depressions, outwash terraces, depressions, deltas Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Hinckley Percent of map unit:3 percent Landform:Outwash plains, eskers, kames, deltas Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Custom Soil Resource Report 12 Down-slope shape:Convex Across-slope shape:Linear, convex Hydric soil rating: No 307—Urban land Map Unit Setting National map unit symbol: 9lmh Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:10 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:10 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Custom Soil Resource Report 13 Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 16 to 30 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Convex Across-slope shape:Convex Custom Soil Resource Report 14 Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY026CT - Moist Silty Outwash Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 15 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. 16 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 17 18 Custom Soil Resource Report Map—Hydrologic Soil Group 46360904636150463621046362704636330463639046364504636510463609046361504636210463627046363304636390463645046365104636570700600 700660 700720 700780 700840 700900 700960 700660 700720 700780 700840 700900 700960 41° 51' 19'' N 72° 35' 0'' W41° 51' 19'' N72° 34' 44'' W41° 51' 4'' N 72° 35' 0'' W41° 51' 4'' N 72° 34' 44'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,360 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 1, Sep 15, 2023 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 19 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes B/D 1.8 12.7% 29A Agawam fine sandy loam, 0 to 3 percent slopes B 4.5 31.1% 307 Urban land D 4.6 31.7% 701A Ninigret fine sandy loam, 0 to 3 percent slopes B/D 3.5 24.5% Totals for Area of Interest 14.5 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 20 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 21 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 22 APPENDIX D NOAA Atlas 14 Rainfall NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8525°, Longitude: -72.582° Elevation: 86 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 (0.260‑0.436) 0.408 (0.315‑0.529) 0.524 (0.403‑0.681) 0.620 (0.474‑0.812) 0.753 (0.558‑1.03) 0.853 (0.621‑1.19) 0.957 (0.678‑1.39) 1.08 (0.722‑1.60) 1.24 (0.805‑1.91) 1.38 (0.875‑2.17) 10-min 0.478 (0.369‑0.618) 0.578 (0.446‑0.749) 0.742 (0.570‑0.964) 0.879 (0.672‑1.15) 1.07 (0.791‑1.46) 1.21 (0.879‑1.69) 1.36 (0.960‑1.97) 1.52 (1.02‑2.26) 1.76 (1.14‑2.71) 1.96 (1.24‑3.07) 15-min 0.562 (0.434‑0.727) 0.680 (0.525‑0.881) 0.873 (0.672‑1.14) 1.03 (0.791‑1.35) 1.26 (0.931‑1.72) 1.42 (1.03‑1.98) 1.60 (1.13‑2.31) 1.79 (1.20‑2.66) 2.07 (1.34‑3.19) 2.30 (1.46‑3.62) 30-min 0.755 (0.583‑0.976) 0.916 (0.707‑1.19) 1.18 (0.907‑1.53) 1.40 (1.07‑1.83) 1.70 (1.26‑2.33) 1.93 (1.40‑2.70) 2.17 (1.53‑3.14) 2.44 (1.64‑3.61) 2.82 (1.82‑4.33) 3.13 (1.98‑4.92) 60-min 0.947 (0.731‑1.22) 1.15 (0.889‑1.49) 1.49 (1.14‑1.93) 1.77 (1.35‑2.31) 2.15 (1.59‑2.94) 2.44 (1.77‑3.41) 2.74 (1.94‑3.97) 3.08 (2.07‑4.57) 3.56 (2.31‑5.48) 3.96 (2.51‑6.22) 2-hr 1.22 (0.950‑1.58) 1.48 (1.15‑1.91) 1.90 (1.47‑2.45) 2.25 (1.73‑2.92) 2.72 (2.04‑3.71) 3.08 (2.26‑4.30) 3.46 (2.48‑5.03) 3.91 (2.64‑5.77) 4.58 (2.98‑7.00) 5.15 (3.27‑8.02) 3-hr 1.41 (1.10‑1.81) 1.70 (1.33‑2.19) 2.18 (1.69‑2.81) 2.58 (1.99‑3.34) 3.13 (2.35‑4.26) 3.54 (2.60‑4.92) 3.97 (2.86‑5.77) 4.50 (3.04‑6.62) 5.31 (3.45‑8.08) 6.00 (3.82‑9.31) 6-hr 1.77 (1.38‑2.25) 2.14 (1.68‑2.74) 2.76 (2.15‑3.54) 3.27 (2.54‑4.21) 3.97 (3.00‑5.38) 4.49 (3.33‑6.23) 5.06 (3.66‑7.33) 5.76 (3.90‑8.41) 6.84 (4.46‑10.3) 7.78 (4.96‑12.0) 12-hr 2.16 (1.70‑2.74) 2.65 (2.08‑3.36) 3.44 (2.70‑4.38) 4.10 (3.20‑5.26) 5.01 (3.80‑6.76) 5.68 (4.24‑7.85) 6.42 (4.68‑9.26) 7.33 (4.98‑10.7) 8.76 (5.73‑13.2) 10.0 (6.40‑15.3) 24-hr 2.52 (1.99‑3.17) 3.13 (2.48‑3.95) 4.13 (3.26‑5.23) 4.96 (3.89‑6.32) 6.11 (4.66‑8.20) 6.95 (5.21‑9.57) 7.87 (5.79‑11.4) 9.06 (6.17‑13.1) 10.9 (7.18‑16.3) 12.6 (8.08‑19.2) 2-day 2.83 (2.25‑3.54) 3.57 (2.84‑4.48) 4.78 (3.79‑6.01) 5.78 (4.56‑7.31) 7.16 (5.50‑9.59) 8.16 (6.18‑11.2) 9.29 (6.90‑13.4) 10.8 (7.37‑15.5) 13.2 (8.69‑19.6) 15.4 (9.91‑23.3) 3-day 3.08 (2.46‑3.85) 3.89 (3.11‑4.87) 5.22 (4.15‑6.55) 6.32 (5.00‑7.97) 7.84 (6.05‑10.5) 8.93 (6.78‑12.3) 10.2 (7.59‑14.7) 11.8 (8.10‑16.9) 14.6 (9.59‑21.5) 17.0 (11.0‑25.6) 4-day 3.31 (2.65‑4.12) 4.18 (3.34‑5.21) 5.59 (4.46‑7.00) 6.76 (5.36‑8.51) 8.38 (6.48‑11.2) 9.55 (7.27‑13.1) 10.9 (8.12‑15.6) 12.6 (8.67‑18.0) 15.5 (10.3‑22.9) 18.2 (11.7‑27.3) 7-day 3.94 (3.17‑4.89) 4.92 (3.95‑6.10) 6.51 (5.22‑8.11) 7.84 (6.24‑9.81) 9.66 (7.49‑12.8) 11.0 (8.38‑14.9) 12.5 (9.32‑17.8) 14.4 (9.93‑20.5) 17.6 (11.7‑25.9) 20.5 (13.3‑30.6) 10-day 4.57 (3.69‑5.65) 5.61 (4.52‑6.94) 7.30 (5.87‑9.06) 8.70 (6.95‑10.9) 10.6 (8.26‑14.0) 12.0 (9.19‑16.3) 13.6 (10.2‑19.2) 15.6 (10.8‑22.1) 18.9 (12.5‑27.6) 21.8 (14.1‑32.4) 20-day 6.59 (5.35‑8.10) 7.68 (6.23‑9.45) 9.48 (7.66‑11.7) 11.0 (8.81‑13.6) 13.0 (10.1‑16.9) 14.5 (11.1‑19.3) 16.2 (12.0‑22.4) 18.1 (12.6‑25.4) 21.2 (14.1‑30.7) 23.7 (15.4‑35.1) 30-day 8.32 (6.78‑10.2) 9.44 (7.68‑11.6) 11.3 (9.14‑13.9) 12.8 (10.3‑15.8) 14.9 (11.6‑19.2) 16.4 (12.5‑21.6) 18.1 (13.4‑24.7) 20.0 (13.9‑27.8) 22.7 (15.2‑32.7) 24.9 (16.2‑36.6) 45-day 10.5 (8.57‑12.8) 11.6 (9.51‑14.2) 13.5 (11.0‑16.6) 15.1 (12.2‑18.6) 17.3 (13.5‑22.0) 18.9 (14.4‑24.6) 20.6 (15.1‑27.6) 22.3 (15.6‑30.9) 24.6 (16.5‑35.3) 26.4 (17.2‑38.7) 60-day 12.3 (10.1‑15.0) 13.5 (11.1‑16.5) 15.5 (12.6‑18.9) 17.1 (13.8‑21.0) 19.3 (15.1‑24.5) 21.1 (16.0‑27.2) 22.8 (16.6‑30.2) 24.3 (17.1‑33.6) 26.3 (17.7‑37.7) 27.8 (18.1‑40.6) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 7/1/24, 9:18 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=depth&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 7/1/24, 9:18 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=depth&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 7/1/24, 9:18 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&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 7/1/24, 9:18 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=depth&units=english&series=pds 4/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8525°, Longitude: -72.582° Elevation: 86 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.04 (3.12‑5.23) 4.90 (3.78‑6.35) 6.29 (4.84‑8.17) 7.44 (5.69‑9.74) 9.04 (6.70‑12.4) 10.2 (7.45‑14.3) 11.5 (8.14‑16.7) 12.9 (8.66‑19.1) 14.9 (9.66‑22.9) 16.6 (10.5‑26.0) 10-min 2.87 (2.21‑3.71) 3.47 (2.68‑4.49) 4.45 (3.42‑5.78) 5.27 (4.03‑6.89) 6.40 (4.75‑8.75) 7.25 (5.27‑10.1) 8.14 (5.76‑11.8) 9.14 (6.14‑13.6) 10.6 (6.85‑16.3) 11.8 (7.44‑18.4) 15-min 2.25 (1.74‑2.91) 2.72 (2.10‑3.52) 3.49 (2.69‑4.54) 4.14 (3.16‑5.41) 5.02 (3.72‑6.86) 5.68 (4.14‑7.94) 6.38 (4.52‑9.26) 7.16 (4.81‑10.6) 8.29 (5.37‑12.7) 9.22 (5.84‑14.5) 30-min 1.51 (1.17‑1.95) 1.83 (1.41‑2.37) 2.36 (1.81‑3.07) 2.80 (2.14‑3.66) 3.40 (2.52‑4.65) 3.86 (2.81‑5.39) 4.33 (3.07‑6.29) 4.87 (3.27‑7.22) 5.64 (3.65‑8.66) 6.27 (3.97‑9.83) 60-min 0.947 (0.731‑1.22) 1.15 (0.889‑1.49) 1.49 (1.14‑1.93) 1.77 (1.35‑2.31) 2.15 (1.59‑2.94) 2.44 (1.77‑3.41) 2.74 (1.94‑3.97) 3.08 (2.07‑4.57) 3.56 (2.31‑5.48) 3.96 (2.51‑6.22) 2-hr 0.612 (0.475‑0.787) 0.740 (0.574‑0.953) 0.949 (0.734‑1.23) 1.12 (0.863‑1.46) 1.36 (1.02‑1.86) 1.54 (1.13‑2.15) 1.73 (1.24‑2.51) 1.96 (1.32‑2.88) 2.29 (1.49‑3.50) 2.57 (1.63‑4.01) 3-hr 0.469 (0.365‑0.602) 0.567 (0.441‑0.728) 0.727 (0.563‑0.936) 0.859 (0.663‑1.11) 1.04 (0.781‑1.42) 1.18 (0.867‑1.64) 1.32 (0.951‑1.92) 1.50 (1.01‑2.20) 1.77 (1.15‑2.69) 2.00 (1.27‑3.10) 6-hr 0.295 (0.231‑0.376) 0.358 (0.280‑0.457) 0.461 (0.359‑0.590) 0.546 (0.423‑0.703) 0.663 (0.500‑0.898) 0.750 (0.556‑1.04) 0.844 (0.611‑1.22) 0.961 (0.650‑1.40) 1.14 (0.744‑1.73) 1.30 (0.828‑2.00) 12-hr 0.179 (0.141‑0.227) 0.219 (0.172‑0.278) 0.285 (0.224‑0.363) 0.340 (0.265‑0.436) 0.416 (0.315‑0.560) 0.471 (0.351‑0.651) 0.532 (0.388‑0.768) 0.608 (0.413‑0.884) 0.726 (0.475‑1.09) 0.830 (0.531‑1.27) 24-hr 0.104 (0.083‑0.132) 0.130 (0.103‑0.164) 0.172 (0.135‑0.218) 0.206 (0.162‑0.263) 0.254 (0.194‑0.341) 0.289 (0.217‑0.398) 0.328 (0.241‑0.473) 0.377 (0.257‑0.545) 0.455 (0.299‑0.681) 0.524 (0.336‑0.798) 2-day 0.058 (0.046‑0.073) 0.074 (0.059‑0.093) 0.099 (0.078‑0.125) 0.120 (0.094‑0.152) 0.149 (0.114‑0.199) 0.169 (0.128‑0.233) 0.193 (0.143‑0.279) 0.224 (0.153‑0.322) 0.275 (0.181‑0.408) 0.320 (0.206‑0.484) 3-day 0.042 (0.034‑0.053) 0.054 (0.043‑0.067) 0.072 (0.057‑0.090) 0.087 (0.069‑0.110) 0.108 (0.083‑0.145) 0.124 (0.094‑0.170) 0.141 (0.105‑0.203) 0.164 (0.112‑0.235) 0.202 (0.133‑0.299) 0.236 (0.152‑0.355) 4-day 0.034 (0.027‑0.042) 0.043 (0.034‑0.054) 0.058 (0.046‑0.072) 0.070 (0.055‑0.088) 0.087 (0.067‑0.116) 0.099 (0.075‑0.136) 0.113 (0.084‑0.162) 0.131 (0.090‑0.187) 0.161 (0.106‑0.238) 0.189 (0.122‑0.284) 7-day 0.023 (0.018‑0.029) 0.029 (0.023‑0.036) 0.038 (0.031‑0.048) 0.046 (0.037‑0.058) 0.057 (0.044‑0.076) 0.065 (0.049‑0.088) 0.074 (0.055‑0.105) 0.085 (0.059‑0.121) 0.104 (0.069‑0.153) 0.121 (0.078‑0.182) 10-day 0.019 (0.015‑0.023) 0.023 (0.018‑0.028) 0.030 (0.024‑0.037) 0.036 (0.028‑0.045) 0.044 (0.034‑0.058) 0.050 (0.038‑0.067) 0.056 (0.042‑0.080) 0.065 (0.045‑0.092) 0.078 (0.052‑0.115) 0.090 (0.058‑0.135) 20-day 0.013 (0.011‑0.016) 0.016 (0.012‑0.019) 0.019 (0.015‑0.024) 0.022 (0.018‑0.028) 0.027 (0.021‑0.035) 0.030 (0.023‑0.040) 0.033 (0.024‑0.046) 0.037 (0.026‑0.052) 0.044 (0.029‑0.063) 0.049 (0.032‑0.073) 30-day 0.011 (0.009‑0.014) 0.013 (0.010‑0.016) 0.015 (0.012‑0.019) 0.017 (0.014‑0.021) 0.020 (0.016‑0.026) 0.022 (0.017‑0.030) 0.025 (0.018‑0.034) 0.027 (0.019‑0.038) 0.031 (0.021‑0.045) 0.034 (0.022‑0.050) 45-day 0.009 (0.007‑0.011) 0.010 (0.008‑0.013) 0.012 (0.010‑0.015) 0.013 (0.011‑0.017) 0.015 (0.012‑0.020) 0.017 (0.013‑0.022) 0.019 (0.013‑0.025) 0.020 (0.014‑0.028) 0.022 (0.015‑0.032) 0.024 (0.015‑0.035) 60-day 0.008 (0.007‑0.010) 0.009 (0.007‑0.011) 0.010 (0.008‑0.013) 0.011 (0.009‑0.014) 0.013 (0.010‑0.017) 0.014 (0.011‑0.018) 0.015 (0.011‑0.020) 0.016 (0.011‑0.023) 0.018 (0.012‑0.026) 0.019 (0.012‑0.028) 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 7/1/24, 9:19 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=intensity&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 7/1/24, 9:19 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=intensity&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 7/1/24, 9:19 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=intensity&units=english&series=pds 3/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 7/1/24, 9:19 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=intensity&units=english&series=pds 4/4 APPENDIX E Storm Sewer Analysis APPENDIX F Water Quality Flow Data 500 Sullivan Avenue - Reduction Credit & WQV 19-Aug-24 WQU-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): 8 mins 0.13 hours Modified Runoff Curve Number CN = 96 (see below for P & Q) 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 =96 Ia =0.083 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.064 Unit Peak Discharge qu =680 cfs/mi2/inch Drainage Area A =52,261 sqft 1.200 ac 0.0019 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 =71.07 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 71.07 R = 0.690 A = drainage area in acres =1.200 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.690 x 1.200 ac WQV =0.090 acre-feet 3904.41 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.090 ac-ft x 12 in/ft 1.200 ac Q =0.897 in WQF = qu x A(sqmi) x Q WQF =680 cfs/mi2/inch x 0.0019 sqmi x 0.897 in WQF =1.143 cfs Proposed 12 As shown on the enclosed Barracuda report sizing report, the proposed Barracuda S6 is rated for 80% TSS removal for up to 2.43 cfs of water quality flow. 1.14 cfs water quality flow is anticipated. See manufacture sizing information included in the appendix. 500 Sullivan Avenue - Reduction Credit & WQV 19-Aug-24 WQU-2 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): 8 mins 0.13 hours Modified Runoff Curve Number CN = 97 (see below for P & Q) 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 =97 Ia =0.062 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.048 Unit Peak Discharge qu =680 cfs/mi2/inch Drainage Area A =38,090 sqft 0.874 ac 0.0014 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 =0.874 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.757 x 0.874 ac WQV =0.072 acre-feet 3125.72 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.072 ac-ft x 12 in/ft 0.874 ac Q =0.985 in WQF = qu x A(sqmi) x Q WQF =680 cfs/mi2/inch x 0.0014 sqmi x 0.985 in WQF =0.915 cfs Proposed 12 As shown on the enclosed Barracuda report sizing report, the proposed Barracuda S4 is rated for 80% TSS removal for up to 1.08 cfs of water quality flow. 0.92 cfs water quality flow is anticipated. See manufacture sizing information included in the appendix. ADS Service: ADS representatives are committed to providing you with the answers to all your questions, including specifications, installation and more. The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNs TM The Barracuda S4 is a market-changing stormwater quality technology. This high performance vortex hydrodynamic separator is designed to remove total suspended solids in order to protect our precious receiving waters. The Barracuda is also an outstanding value that offers multiple pipe configurations, and quick installation. Features: • Single manhole design • No elevation loss between the inlet and outlet • Flexible inlet/outlet positions (not just 180 degree orientation) • Internal bypass for inline installation (where applicable) • Revolutionary, patent pending “teeth” mitigate turbulence in the sump area to prevent resuspension of captured contaminants. BeNeFIts: • Internal components are in stock for quick delivery. • The S4 can be provided within a 48” ADS HP Manhole, to be factory fabricated and delivered complete to the jobsite. • The S4 can also be installed in a standard 48” precast manhole. The Barracuda “teeth” apparatus is fabricated and designed for quick and easy field assembly. • Designed for easy maintenance using a vacuum truck or similar equipment. • Inspection and maintenance are performed from the surface with no confined space entry. s4 Inline Configuration Offline Configuration The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNs TM Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com ADS “Terms and Conditions of Sale” are available on the website, www.ads-pipe.com . The ADS logo, Barracuda logo, and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. BaySaver and BayFilter are registered trademarks of BaySaver Technologies, Inc. © 2017 Advanced Drainage Systems, Inc. #11051 10/17 CS BarraCuDa s4 sPeCIFICatION MaterIals aND DesIgN • Concrete Structures: Designed for H-20 traffic loading and applicable soil loads or as otherwise determined by a Licensed Professional Engineer. The materials and structural design of the devices shall be per ASTM C857 and ASTM C858. • 48” HP Manhole Structures: Made from an impact modified copolymer polypropylene meeting the material requirements of ASTM F2764. The eccentric cone reducer shall be manufactured from polyethylene material meeting ASTM D3350 cell class 213320C. Gaskets shall be made of material meeting the requirements of ASTM F477. • Separator internals shall be substantially constructed of stainless steel, polyethylene or other thermoplastic material approved by the manufacturer. PerFOrMaNCe • The stormwater treatment unit shall be an inline unit capable of conveying 100% of the design peak flow. If peak flow rates exceed maximum hydraulic rate, the unit shall be installed offline. • • The stormwater treatment unit internals shall consist of (1) separator cone assembly, and (1) sump assembly which includes (4) legs with “teeth”. INstallatION Installation of the stormwater treatment unit(s) shall be performed per manufacturer’s installation instructions. Such instructions can be obtained by calling Advanced Drainage Systems at (800) 821-6710 or by logging on to www.ads-pipe.com or www.baysaver.com. Barracuda s4 48” 1.08 CFS 1.25 CFS 6.25 CFS Manhole Diameter 80% removal OK-110 50% tss per NJCat Max Hydraulic rate The Barracuda unit shall be designed to remove at least 80% of the suspended solids on an annual aggregate removal basis. Said removal shall be based on full-scale third party testing using OK-110 media gradation or equivalent and 300 mg/L influent concentration. Said full scale testing shall have included sediment capture based on actual total mass collected by the stormwater treatment unit. - OR - The Barracuda unit shall be designed to remove at least 50% of TSS using a media mix with d50=75 micron and 200 mg/L influent concentration. - OR - The Barracuda unit shall be designed to remove at least 50% of TSS per current NJDEP/NJCAT HDS protocol . BaySaver Technologies, LLC November 1, 2017 1030 Deer Hollow Drive Mount Airy, MD 21771 (301) 679-0640;dfigola@ads-pipe.com ATTENTION:Daniel Figola, General Manager REFERENCE:Third Party Review of Testing Procedures for BarracudaTM Separator at the Mid Atlantic Storm Water Research Center, 1207 Park Ridge Drive, Mount Airy, MD 21771 SUMMARY Boggs Environmental Consultants, Inc.(BEC) was hired by Advanced Drainage Systems (ADS) in August of 2017, to serve as independent third-party oversight of the BaySaver Barracuda S4 Separator test unit for removal of sediment with equivalent particle size distribution to the industry standard OK-110. The BaySaver Barracuda S4 is a storm water treatment device with a Maximum Treatment Flow Rate (MTFR) of approximately 1.08 cubic feet per second (cfs) that removes suspended solids from storm water runoff, with an average removal efficiency of 80% at the MTFR and a feed concentration of 300 mg/L. The device is an insert that can be installed in either Polypropylene plastic pipe or concrete vault, and consists of a cone (vortex separator) and baffles (“teeth”). SCALED RESULTS Testing flow rates ranged from 0.31 to 1.61 cfs, with a feed OK-110 concentration of 300 mg/L. Based upon New Jersey scaling methodology, the table below represents treatment and device information for the S4, S6, and S8 units. Table 1:MTFR's and Sizing for BaySaver Barracuda Models Model 1 Man- hole Diam- eter 1 (ft) OK110 80 % TSS Maximum Treatment Flow Rate (cfs) Treat- ment Area (ft 2) Hydraulic Loading rate (gpm/ft 2) Chamber Depth (ft) Wet Volume (ft 3) 50% Maximum Sediment Storage 2 (ft 3) Barracuda S4 4 1.08 12.57 38 .6 6.83 75.4 10.47 Barracuda S6 6 2.43 28.27 38 .6 6.83 169.7 23.56 Barracuda S8 8 4.32 50.27 38 .6 11.03 512.7 41.89 Notes: 1.In some areas, Barracuda units are available in additional diameters. Units not listed here are sized not to exceed 38.6 gpm/ft2 of effective treatment during the peak water quality flow. 2.50% Sediment Storage Capacity is equal to manhole diameter x 10 inches of sediment depth. Each Barracuda unit has a 20 inches deep sediment sump. Should you have any questions, contact our office at your earliest convenience. Sincerely, BOGGS E NVIRONMENTAL C ONSULTANTS , INC . William R. Warfel Principal Environmental Scientist Robin J. Maliszewskyj Chemical Engineer ENVIRONMENTAL SCIENCE, ENGINEERING & INDUSTRIAL HYGIENE SERVICES Middletown, MD & Morgantown, WV Administrative Office: 200 W Main Street Office (301) 694-5687 Middletown, Maryland 21769 Fax (301) 694-9799 SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R1 110/20/17 EKH----STANDARD DETAILREVDWNCKDDESCRIPTIONBARRACUDA S4 HPNOT TO SCALE1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-728348" HP MANHOLE 30"" FRAME & COVER " FABRICATED PP OUTLET STUB " FABRICATED PP INLET STUB PLAN VIEW NTS INTEGRATED INTERNAL WEIR FIN ARRAY (TYP 4 PLACES) -6.92 SUMP 0.00 INLET 2.50 RIM 0.00 OUTLET SECTION VIEW A-A NTS LOAD BEARING TOP SLAB (DESIGN BY OTHERS) ASPHALT INSTALLATION CONCRETE SUPPORT COLLAR TO BE POURED AROUND TOP OF STRUCTURE TO SUPPORT FLAT TOP 12" (MIN) 6" (MIN) CLASS I BACKFILL & BEDDING PER ASTM D2321, MATERIAL SHALL BE WELL PLACED UNIFORMLY AROUND STRUCTURE AND INLET CONNECTIONS AND COMPACTED IN 8" MAX LIFTS AT LEAST 18" FROM OUTSIDE OF STRUCTURE. 30"" FRAME & COVER TURF INSTALLATION 6" (MIN) DESIGN BY SITE ENGINEER PER LOADING AND SOIL CONDITIONS 30.0" (30" MIN) 83" " FABRICATED PP INLET STUB BOWL FIN ARRAY (TYP 4 PLACES) FLOOR SECTION VIEW B-B NTS 6" MIN. OVERLAP BARRACUDA S4 UNIT ID PEAK FLOW RATE TREATMENT FLOW RATE BMP#1 1.25 CFS (CFS) (CFS) 8.17' [98.0"] 9.42' [113.0"] " FABRICATED PP OUTLET STUB 18" (MIN) 18" (MIN) 12" (MIN) BOWL FIN ARRAY (TYP 4 PLACES) INTEGRATED INTERNAL WEIR INTEGRATED INTERNAL WEIR 1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-7283VARIABLE OUTLET LOCATIONS VARIABLE INLET LOCATIONS VARIABLE OUTLET LOCATIONS VARIABLE INLET LOCATIONS SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R1 110/20/17 EKH----STANDARD DETAILREVDWNCKDDESCRIPTIONBARRACUDA S4NOT TO SCALE1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-728348" HP MANHOLE 30"" FRAME & COVER " OUTLET PIPE " INLET PIPE PLAN VIEW NTS INTEGRATED INTERNAL WEIR FIN ARRAY (TYP 4 PLACES) -6.92 SUMP 0.00 INLET 2.50 RIM 0.00 OUTLET SECTION VIEW A-A NTS ASPHALT INSTALLATION 30"" FRAME & COVER TURF INSTALLATION 30.0" (30" MIN) 83" " INLET PIPE ( " OUTLET PIPE NOT SHOWN FOR CLARITY ) BOWL FIN ARRAY (TYP 4 PLACES) SECTION VIEW B-B NTS 12" (MIN) BARRACUDA S4 UNIT ID PEAK FLOW RATE TREATMENT FLOW RATE BMP#1 1.25 CFS (CFS) (CFS) 8.92' [107.0"] 9.42' [113.0"] FIN ARRAY (TYP 4 PLACES) BOWL INTEGRATED INTERNAL WEIR INTEGRATED INTERNAL WEIR 1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-7283 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 1 MG1.01 ©ADS 2017 One of the advantages of the BaySaver Barracuda is the ease of maintenance. Like any system that collects pollutants, the BaySaver Barracuda must be maintained for continued effectiveness. Maintenance is a simple procedure performed using a vacuum truck or similar equipment. The systems were designed to minimize the volume of water removed during routine maintenance, reducing disposal costs. Contractors can access the pollutants stored in the manhole through the manhole cover. This allows them to gain vacuum hose access to the bottom of the manhole to remove sediment and trash. There is no confined space entry necessary for inspection or maintenance. The entire maintenance procedure typically takes from 2 to 4 hours, depending on the size of the system, the captured material, and the capacity of the vacuum truck. Local regulations may apply to the maintenance procedure. Safe an d legal disposal of pollutants is the responsibility of the maintenance contractor. Maintenance should be performed only by a qualified contractor. Inspection and Cleaning Cycle Periodic inspection is needed to determine the need for and frequency of maint enance. You should begin inspecting as soon as construction is complete and thereafter on an annual basis. Typically, the system needs to be cleaned every 1-3 years. Excessive oils, fuels or sediments may reduce the maintenance cycle. Periodic inspection is important. Determining When to Clean To determine the sediment depth, the maintenance contractor should lower a stadia rod into the manhole until it contacts the top of the captured sediment and mark that spot on the rod. Then push the probe through to the bottom of the sump and mark that spot to determine sediment depth. Maintenance should occur when the sediment has reached the levels indicated in the Storage Capacity Chart. BaySaver Barracuda Storage Capacities Model Manhole Diameter Treatment Chamber Capacity Standard Sediment Capacity (20” depth) NJDEP Sediment Capacity (50% of standard depth) S3 36” 212 gallons 0.44 cubic yards 0.22 cubic yards S4 48” 564 gallons 0.78 cubic yards 0.39 cubic yards S5 60” 881 gallons 1.21 cubic yards 0.61 cubic yards S6 72” 1269 gallons 1.75 cubic yards 0.88 cubic yards S8 96” 3835 gallons 3.10 cubic yards 1.55 cubic yards S10 120” 7496 gallons 4.85 cubic yards 2.43 cubic yards Maintenance Instructions 1. Remove the manhole cover to provide access to the pollutant storage. Pollutants are stored in the sump, below the bowl assembly visible from the surface. You’ll access this area through the 10” diameter access cylinder. Maintenance Guide BaySaver BarracudaTM July 2017 2 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com MG1.01 ©ADS 2017 2. Use a vacuum truck or other similar equipment to remove all water, debris, oils and sediment. See figure 1. 3. Use a high pressure hose to clean the manhole of all the remaining sediment and debris. Then, use the vacuum truck to remove the water. 4. Fill the cleaned manhole with water until the level reaches the invert of the outlet pipe. 5. Replace the manhole cover. 6. Dispose of the polluted water, oils, sediment and trash at an approved facility. • Local regulations prohibit the discharge of solid material into the sanitary system. Check with the local sewer authority for authority to discharge the liquid. • Some localities treat the pollutants as leachate. Check with local regulators about disposal requirements. • Additional local regulations may apply to the maintenance procedure. Figure 1 APPENDIX G Drainage Area Maps SULLIVAN AVENUE© · · · esign rofessionals SULLIVAN AVENUE© · · · esign rofessionals PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 8-21-24 TO: Michael Maniscalco, Walter Summers, Jeff Doolittle, Molly Keays, Andrew Abbagnaro, Kevin Cooney, Tony Manfre, Dave Turkington, Andrea Cofrancesco, Vincent Stetson, David Gesualdi, Marc Melanson, Scott Roberts, Michele Lipe FROM: Justin F. Russo, PLA, Assistant Planner The Planning & Engineering Departments have received plans for the following projects: Application 24-25P, United Delivery Warehouse Location: 500 Sullivan Avenue Site Plan Subdivision No. Acres 4.27 Zone I Industrial Commercial Residential No. Lots/Units 1 Water: Public Private Well Sewerage: Public Septic System Site Plan to construct a new 32,000 square foot warehouse Project Description: Future Town-owned property involved? Yes No new street(s) new detention area new open space/recreation area active passive Planning Department notes: Visit https://www.southwindsor-ct.gov/planning-department/pages/planning-and-zoning- commission-applications to review pending applications Please comment by 9/11/2024 and return to the Planning Department. Town of SOUTH WINDSOR Building Department 1540 Sullivan Ave. South Windsor, CT 06074 Tel. (860) 644-2511 Ext 2230 August 22, 2024 PZC Application 24-25P United Delivery Warehouse 500 Sullivan Ave. The application has been reviewed under the 2022 CT State Building Codes. I have the following issues with the application. 1) Where is the accessible entrance to the existing building? Is there already an existing handicapped parking spot? 2) The handicapped van space near the road needs to be as close as possible to the accessible entrance. 3) The shared handicapped space at the new building is not correct. You already have a van space, so these need to be for cars. Cars are required to have 10’ of parking space plus the accessible route. (Pg. C-SP1) (ICC/ANSI A117.1 Sections 502.2 & 509.2.4) 4) There are no measurements or details on the plans for the handicapped ramp. 5) There are details for the Individual Handicapped space, but nothing for the shared one. (pg. C-D1) 6) The parallel sidewalk ramp detail does not match the condition that is shown on the site plan. Also, there are no measurements. (pg. C-D2 detail 1) 7) The EV Charging Station layout does not match the site plan. The site plan does not show a sidewalk. Also, the accessible charging station needs to show more details on where the charger is going to be placed so that I can determine that it will meet the codes. (pg. C-D2 detail 11) 8) Where is the proposed location of the Fire Department connection for the sprinkler system going to be? 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 1540 Sullivan Avenue, South Windsor, CT 06074 phone 860-644-2511, ext. 2229 e-mail justin.russo@southwindsor-ct.gov Memo To: Daniel H. Jameson, PE From: Justin F. Russo, PLA, Assistant Planner Date: 8/30/24 Re: Appl #24-25P, United Delivery Warehouse Planning Review Comments The following are the Planning Department and Fire Marshal comments. Building Department comments are attached. Engineering comments will be sent separately. Please make the necessary revisions and submit three COMPLETE sets of full-size revised plans and 10 sets of 11”x17” plans by 9-18-24 to be sent out with the agendas (tentatively scheduled for 9-24-24). Site Plan Comments 1. The site plans show a proposed 30,000 square foot building, but the narrative indicates the building will be over 32,000 square feet. Please clarify and update the narrative and plans to match. 2. Please verify that the reserve parking spaces have been incorporated into the impervious coverage calculation. Three of the reserve spaces shown in an area of required trailer parking will need to be relocated. 3. Will there be a walkway from the front parking spaces to the offices in the back building? 4. Silt fence and stabilized construction entrance is shown on top of the area to be excavated for the subsurface infiltration units. Please relocate these erosion control measures where they will not inhibit construction operations. 5. Please provide setback dimensions from existing and proposed buildings to front, rear, and side property lines. 6. The “Left Turn In” vehicle maneuver shows the truck clipping the gate or the sign. It does not appear that a truck as large as the WB-67 model will actually fit through this entrance. Staff recommends that the applicant explore a counterclockwise pattern around the site to eliminate conflicts. 7. The applicant should provide painted arrows or additional signage clearly directing trucks to enter through the appropriate gate. 8. Care should be taken to ensure that the post construction stormwater management basin is not negatively impacted by accumulated sediment from the temporary sediment trap. 9. The proposed 87 contour to the east of the proposed building near the modified riprap apron should be relabeled to 88. South Windsor Planning Department Appl #24-25P, United Delivery Warehouse Site Plan Application Page 2 1540 Sullivan Avenue, South Windsor, CT 06074 phone 860-644-2511, ext. 2229 e-mail justin.russo@southwindsor-ct.gov 10. The proposed 87 contour to the southwest of the proposed stormwater basin near the property line does not correctly tie back into the existing grade. Please resolve. 11. Per Section 8.7.4 (c)(6), plants susceptible to injury by motor traffic shall be protected. Please provide curbing or a guard on the curbless parking island containing Cercis canadensis and Rhus aromatica. 12. To provide the best habitat possible in the newly created wetland, plants that will grow best in those environments should be selected. The applicant should swap Amelanchier x grandiflora ‘Autumn Brilliance’ and Viburnum dentatum with Sambucus canadensis and Cornus amomum. 13. Detail #3 on drawing C-LP2 should be revised so the shredded bark mulch is not piled up against the base of the shrub, which may cause rot. 14. Existing off-site floodlights will have to be brought into conformance with current lighting requirements. The proposed lights should be fitted with photocells, sensors and timers. The proposed lights should be programmed to turn off 1-hour after the close of business. The applicant should also revise the two WM4B lights on the west side of the building to eliminate the light spill into the proposed stormwater basin. 15. The proposed fire hydrant must be moved to the curbed island in front of the proposed warehouse, closest to the loading dock. Landscaping shall be adjusted accordingly. 16. The narrative should be updated to reflect this use as a permitted use, not a special exception use. Also, I would note that the EV charger regulations have not changed since adoption. If you have any questions, please do not hesitate to contact me. Respectfully, Justin F. 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D u:m QR?$33 wnm D m E“m n w. ”we.“z. my.M a m7».Qt a mw nmw gIM. u s Avcm eclmc lrcmna W""§u‘l:¢’{'§a n...‘I mm:A u c .m,.w u—r um.“w 1 wowanAvo-Phnmhformthn 2.m mm wwww.mmanmjomsml.mir m Mn:aligningPAmtaw)M mmmwmnmrwmmnaumSEEDMXLEGEm: BAsIN sLOPE SEED NIX (TYPE II) NETLAND MITIGATION 0.wwAmSEEDPIIX(TYPE Ill) WETLAm MTIGATION AREA NOTES BAsIN BOTTom SEEDr12><(TrPE IV) ¥wmmA9mmmwtww ALL 5 E E i E E §§MW”MWVAnwTOAmR'lmHNHWWWLml-wm WWNW‘NE§§'‘9 g i §?a m1.mwmmwwn“mmm5 l—HINIMW SIZE Ll5TED BELDN UNLE$5 SPECIFIED OTHERHlsE ON PLANS"—PLANT 5CHEDULE DOES NOT INCLUDE NETLAND l‘1ITIGATION PLANTING5,SEE PLANTING SCHEDULE-NETLAND HITIGATIW AREA ONLY PLANTING SCHEDULE-WETLAND MITIGATION AREA ONLY KEY i QTYI BOTANICAL NAME i COMMON NAME i SIZE*i TYPE I NOTES DECIDUOUS TREES AG Amelanchler x.grandmara 'Autumn Brilliance'Autumn Brilliance Serviceberry 5'_3'ht 3&9 MULTI—STEM SHRUBS IV 6 Ilex verticillala Mnterberry N“3 CONT'Pg}cag'SIZTEMI‘aTiL VC 6 Vacclnlurn cary-nbosurn High Bush Blueberry No.3 CONT.6'O.C.MIN. VD Viburnum dentatum Arrowwood Viburnum No.3 CONT.10'O.C.MIN. EDULE" KEY i QTY i BOTANICAL NAME COMMON NAME i SIZE*i TYPE I NOTES DEC‘DUOUS TREE§uru1 an urn-m um was spun-1m m an m AF 3 Acer x.freemcnil 'deffer's Rad'Autumn Blale Maple 5"cal.3&3 AG 3 Amelunchier x.grandiiioru 'Autumn Brilliance'Autumn Brmlonce Serviceben’y 6'—5'ht 3&3 MUL11—STEM CC 1 Cercls canadensls 'Forest Pansy'Forest Pansy Rodbud 2"cal.B&B SR 2 Syringe retlculala 'lvory Silk'Ivory Silk Tree Lilac 2"cal.3&3 ZS 2 Zalkovu san'ala Japanese Zelkovu 3"cal.3&3 EVERmEEN TREES PA 4 Picea ables Norway Spruce 6'—8'ht.3&3 PP 2 Plcea pungens 'Glauca'Colorado Blue Spruca 6'-8'ht.3&3 SHRUBS CA 10 Clelhra alnifolla Clethra.Sweet Pepperbush No.:5 CONT.6'O.C.MIN. HP 11 Hydrangea panlculata 'Llmellght Prime'Limelight Prime Hydrangea No.5 com:Only sub is Lll'Llme’or almllar size. Ic 4 Ilex crenula 'Steeds'steeds Uprighi Japanese Holly 5'_4'hi.CONT. IG 11 Ilex glabra 'Shamrock'Shamrock lnkberry No.5 CONT.i5'D.C. lV 5 llex varticlllata Wlnterhen'y No‘3 CONT.t7’O.c.,2 MALESPARTOFSITETOTAL RA 6 Rhus aroma‘ica 'Gro—Low'Gro—Lo Fragrant Sumac Na.3 CONT. RM 6 Rhododendron maximum Rosebay Rhododendron 3—4'ht.CONT. VC 5 Vaccinium aorymbosum High Bush Blueberry No.3 CONT.6'O.C.MIN. VD Vlbumum deniaturn Arrawwaod Viburnum No.3 CONT.10'0.C.MIN. PERENNIALS /WASSES HH 10 Hemerocallis 'Happy Retums'Happy Retums Daylily No.1 CONT.2'O.C. MS 7 Mlscanthus sinensis 'Momlng Llghi'Mornlng Light Maiden Grass No.2 CONT.3’O.C. PLANNING DEPARTMENT September 24,2024 Daniel Jameson.P.E. Design Professionals.Inc. 21 Jeffrey Drive South Windsor,CT 06074 Dear Mr.Jameson. Re:United Delivery Warehouse i request for site plan approval for a 30.000 sf warehouse 0n propeny located at 500 Sullivan Avenue,l zone. Please be advised that the Public Meeting ofthe Planning &Zoning Commission for the above referenced matter has been scheduled for Tuesday,October 8.2024. This meeting will be held in the Council Chambers ofthe South Windsor Town Hall.Someone must be present to represent the application. One sign advertising the meeting must be posted on the property for ten (10)consecutive days prior to the hearing and must be clearly visible from a town street.The sign must be posted on Sullivan Avenue frontage by Saturday.September 28.2024. Signs can be picked up at the Planning office ofthe South Windsor Town Hall.1540 Sullivan Avenue.Please call (860)644-2511 ext.2329 ifyou have any questions.Monday 8:00 a.m.- 7:00 p.m..Tuesday e Thursday 8:00 a.m.—4:30 pm.and Friday 8:00 a.m.e 1:00 p.m. Sincerely. Joshua Stem Administrative Secretary/Land Use Coordinator 1540 Sullivan Avenue,Sauth Windsur,ET 05074 i Tal (B60)5444511 Ext 2320 i P|anning@SnuthWindsnr»ET.guv G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284 PZC Narrative Edited.docx P.O. BOX 1167 21 JEFFREY DRIVE 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 Narrative Statement Site Plan Application Moores Property Management LLC United Delivery Warehouse 500 Sullivan Avenue South Windsor, Connecticut DPI Proj. No. 5284 Revised October 2, 2024 Moores Property Management LLC (Applicant) is the owner of the 4.27-acre property operating as United Delivery, Inc. at 500 Sullivan Avenue in South Windsor. United Delivery is a family-owned business offering logistics management, product distribution, and warehousing for businesses in Connecticut and across the East Coast. United Deliveries has been operating out of this location since 2020. The site was formerly operated by New England Transportation, Inc. The purpose of this narrative statement is to introduce Moores Property Management’s site plan application for a proposed accessory warehouse building on the site. For this development, Moores Property Management has assembled the following design team: PDS Engineering & Construction, Bloomfield (general contractor); Design Professionals, Inc, South Windsor (civil engineering, planning, landscape architecture, land surveying); F.A. Hesketh & Associates, Inc, East Granby (traffic engineering); and Ian T. Cole, Middletown (wetlands & environmental). Application Overview Moores Property Management is proposing a site plan application for the construction of a new 30,000+ sf (32,215 SF GFA) accessory warehouse building and associated site improvements including, but not limited to, parking areas for vehicles, truck loading areas, sidewalks, landscaping, lighting, utilities, and stormwater management Best Management Practices (BMPs). The existing building and surrounding pavement areas are to remain. The proposed improvements will require the filling of a 940 SF wetland area identified by Wetland Scientist Ian T. Cole as a man-made excavated wetland ditch. With this, an inland wetlands permit application was submitted to the Inland Wetlands Agency/ Conservation Commission (IWA/CC) for regulated activities associated with the project and received approval on September 4, 2024. United Delivery is currently leasing offsite storage space in multiple buildings within South Windsor. Their warehouse is being proposed to limit the need for offsite storage space and trips to and from these facilities. United Deliveries will vacate two of these locations once the new building is operational. G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284 PZC Narrative Edited.docx Summary of Zoning The site plan meets the Industrial zone’s bulk, dimensional and other requirements, e.g., proposed impervious coverage is 64% (65% allowed), and proposed lot coverage is 22.1% (50% allowed). Warehouses and distribution centers are permitted in the Industrial zoning district with site plan review and a permit. All abutting parcels, and the area around it, are similarly in the Industrial zone, and no formal “buffers” are required, in accordance with the zoning regulations. The closest residential zone is located east of Troy Road. Troy Road is approximately 900 FT + to the northwest of the site. The site is currently illuminated by LED lighting on utility poles located on and off-site and exterior wall mounted lights on the west side of the existing building. The lighting on the utility poles have been determined to be streetlighting and not in control of the Applicant. In consideration of both the existing lighting conditions and the possibility of the streetlighting being removed for better compliance with zoning regulations, the site plan provides two scenarios. The first proposes lighting on the new warehouse only, assuming the existing lighting will remain, and the second proposes new lighting on both the existing and proposed buildings to completely replace the exterior lighting. The proposed lighting fixtures are LED, building mounted, controllable to be dimmable after hours, and are dark sky compliant. Moores Property Management is proposing two (2) electric vehicle (EV) charging spaces, which represents 10% of new proposed spaces (20 new spaces) to support the 32,215 SF (GFA) warehouse building. One electric vehicle charging station is proposed to serve the two spaces. One of the two EV parking spaces will be sized to meet van accessible space requirements, but not be restricted to handicapped parking. Handicapped parking for the site is provided next to the new building. The other EV space will be sized as a standard parking space. All of this is in accordance with the Commission’s EV regulations, which have remained consistent since their adoption. Project Site The property presently contains one building, occupied by United Delivery. This existing building is to remain after construction of the new warehouse building. The area where the warehouse is proposed to be located is presently wooded with gradually sloping topography from east to west. There are no records of endangered, threatened, or special concern species listed in the CT Natural Diversity Data Base (NDDB) for the subject property. The project site contains 940 square feet (sf) of wetlands, which covers 0.51% of the property. The filled wetlands will be mitigated by creating a new 1,940sf (1.02% of the property) new wetland area at an approximate replacement ratio of 2:1. Ian Cole’s supplemental comments presented at the IWA/CC meeting describes the existing wetland as devoid of wetland functions and values and the proposed created wetland as a better functioning wetland feature as planned. Proposed Building, Parking and Landscaping The proposed warehouse building (200 feet x 150 feet) will be built to a height of 26 feet and operate on the same 24/7/365 schedule the site currently operates under. The building will have a metal façade exterior and be located at the northeast corner of the property, some 330 feet from the G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284 PZC Narrative Edited.docx front property line. It is, in large measure, blocked from view by the Charbonneau building to the east, the existing building out front, and the tall landscaped berm to the west along the FedEx street frontage, and along the subject site’s westerly property line. This facility currently has approximately 25 employees. The number of employees will increase to 28, with 3 new employes that would now report to this site since the other rented warehouse spaces will be vacated. Two (2) new loading docks are proposed for this warehouse building. The existing building has nine (9) active loading bays, and seven (7) trailer parking spaces, all of which are to remain active. The site also has twenty- three (23) existing automobile parking spaces. Twenty (20) new parking spaces, are proposed to accommodate the new warehouse building for a total of 43 parking spaces. Primary offices in the existing building will be relocated to the new warehouse. The two proposed loading docks are spaced apart on the south and west sides of the proposed warehouse. This was done to provide more efficient access to the different storage areas within the building. A drive-in door is also proposed on the south end, next to the loading bay. A dumpster area is also proposed to the west of the proposed building. The westerly loading dock is not anticipated to be used at this time. The loading dock will be constructed, but not the entire pavement area leading up to it. A phase line is indicated on the site plan to show that the pavement area will be installed in the future as Phase 2 of this development. Landscaping includes a mix of deciduous and evergreen trees along Sullivan Avenue placed to provide a visual screen of the parking and loading areas. Street trees with low spreading groundcovers are at the new building’s parking areas and added to the existing building’s parking areas. Low maintenance shrubs, perennials and grasses are placed along the new building’s foundation that complement the landscaping at the existing building and the exterior of the new building and its entrances, walkways, and window pattern. Hardy native shrubs are used around the detention basin slope to enhance the seasonal visual look of the basin and to provide safety along the sloped edge, food for wildlife and are pollinator friendly. The detention basin has specialized seed mixes for the basin slope and basin bottom that provide a diverse cover of grasses and other perennials that do not anticipate mowing and provides wildlife habitat and food. There are additional wetland trees, shrubs, perennials, and a wetland specific seed mix for the proposed created wetland at the northerly side of the property. This diverse mix of material will provide food for wildlife and attract pollinators at different times of the year. Site Access and Traffic Considerations The existing site driveway to Sullivan Avenue is proposed to be improved with the addition of a 25’ wide 12” white painted stop bar and stop sign. A small expansion of the westerly exiting driveway apron is proposed to improve the turning radius for trucks turning right out of the site to head west on Sullivan Avenue. The site is currently visited on average, by eight (8) single unit box trucks and four (4) large trucks (WB-67) per day, 90% of which exit westbound to Route 5 and 10% eastbound towards I-84. These are both existing truck routes on either state or federal highways. The proposed warehouse building is not expected to increase the number of truck trips to the site. It will limit the number of local truck trips to off-site storage facilities in South Windsor once they are vacated. The low number of truck trips allows for trucks to be loaded/unloaded as they arrive at the facility. United Delivery has total control over the truck delivery schedule and space deliveries out so that trucks do not enter / exit at the same time. Trucks are normally onsite for about one (1) hour where they are unloaded and then dispatched to another site. The exception to this is when they are parked until the next shift arrives to dispatch. With the low traffic volume and control of the truck G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284 PZC Narrative Edited.docx schedule, truck queuing does not occur under current site operations and is not anticipated to occur because of the new warehouse building. Primary site circulation will remain in a counterclockwise pattern. Most trucks will continue to enter through the eastern gate and leave through the western gate. Access through the western gate will only occur when a truck needs to access the southern loading dock for the new building. All truck drivers are employees of United delivery and have remote gate controls for both gates. The existing driveway is large enough to allow a large WB-67 truck to be completely out of the travel lane in Sullivan Ave while either gate opens. Loading of WB-67 trucks will primarily occur at the new building to mitigate blocking of the drive aisle. Turning maneuvers for WB-67 trucks indicated that access to both proposed loading areas can be accomplished without crossing striped standard parking and truck loading areas. Turning movements are included in the site plan submitted with this application. F.A. Hesketh & Associates’s Traffic Impact Study concludes that the proposed warehouse will generate a nominal increase in traffic volume, and that, overall, the intersections analyzed will maintain acceptable or background traffic operating conditions. Due to the site’s location on Sullivan Avenue (State Highway Route 194), an encroachment permit must be filed for review by ConnDOT District 1. This state agency will make the final determination on approval of the proposed traffic condition. Stormwater Management The engineered stormwater drainage system will attenuate stormwater discharge rates and achieve water quality standards. This will be accomplished with the installation of a surface dry basin and an underground system. The proposed design is consistent with the 2024 Connecticut Stormwater Quality Manual. The application identifies areas where snow storage will be located, and these areas will provide more than adequate on-site snow storage capacity. Soil Erosion and Sediment Control The application includes a complete soil erosion and sediment control plan which will protect the site and neighboring properties from potential erosion during construction. The plan is consistent with the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. Conclusion In our opinion, the application meets current zoning regulations and is consistent with the community’s Plan of Conservation & Development, adopted in July of this year, which encourages business development in business zones, including the Industrial Zoning District. The application is certainly consistent with the character of the neighborhood, which includes warehouses and distribution facilities, light industrial uses, heavy commercial uses, and no nearby residential uses. The site was purchased by Moores Property Management, LLC because of its proven suitability to support the operation of a logistics center due to its long-term history of operating as one. United Delivery takes pride in its care of client products and will make sure that proper management protocols are implemented to ensure safe transport and storage of all client goods. A traffic report was submitted as a part of this application that indicated negligible impacts to the surrounding area. G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284 PZC Narrative Edited.docx There is also no anticipated heavy demand on public utilities or impact on other uses in the area or impact to surrounding property values as a result of the proposed use. The proposed use is located within the industrial zone in town and fits into the character of other neighboring industrial uses. The proposed use will have no change on the general welfare of the community. The historic use of this property as a warehouse & distribution center will also be preserved. In conclusion, with the proposal to develop a 32,215 square foot warehouse at 500 Sullivan Avenue, this development will add to South Windsor’s grand list and industrial base. The applicant and their design team believe that the application fully complies with the Zoning Regulations, and we look forward to the Commission’s consideration of the application. ©···esignrofessionalsesign rofessionals · · · esign rofessionals 513 SULLIVAN AVENUE REX LUMBER COMPANY 87300513 489 SULLIVAN AVENUE REX LUMBER COMPANY 87300489 524 SULLIVAN AVENUE CHARBONNEAU ANDRE k TRUSTEE 87300524 40 KENNEDY ROAD 456 SULLIVAN AVENUE LLC 49800040 455 SULLIVAN AVENUE PARKSITE INC 87300455 473 SULLIVAN AVENUE JAYS LANDSCAPING LLC 87300473 481 SULLIVAN AVENUE G-PRO LLC 87300481 540 SULLIVAN AVENUE RLR INVESTMENTS LLC 87300540 513 SULLIVAN AVENUE REX LUMBER COMPANY 87300559 ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · S U L L I V A N A V E N U E ©···esignrofessionals SULLIVAN AVENUE SULLIVAN AVENUE SULLIVAN AVENUE SULLIVAN AVENUE ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionalsSTAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale SOIL IMPROVEMENT DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL3 WM2A MH: 8 WM2A MH: 8 WM4FB MH: 18 WM2A MH: 8 WM4FB MH: 18 WM2A MH: 8 WM4FB MH: 18 WM2C MH: 18 WM3B MH: 18 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.5 1.2 0.7 1.5 1.7 1.5 0.9 1.6 1.4 0.4 0.9 1.4 2.0 0.5 0.7 1.0 1.5 1.7 0.1 0.2 0.4 0.6 0.8 1.3 1.6 1.6 0.0 0.0 0.1 0.1 0.3 0.5 0.7 1.0 1.6 1.7 0.0 0.1 0.1 0.2 0.4 0.6 0.9 1.3 1.6 1.7 1.6 0.0 0.1 0.1 0.1 0.3 0.5 0.8 1.1 1.4 1.8 1.9 1.0 0.0 0.1 0.1 0.2 0.4 0.6 0.7 1.0 1.8 2.2 2.2 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.6 1.2 1.9 2.6 1.4 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.9 1.7 2.6 2.3 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.7 1.4 2.3 3.0 1.4 0.0 0.0 0.0 0.0 0.0 0.1 0.5 1.0 1.8 2.5 2.7 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 1.2 2.1 2.6 1.3 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.7 1.8 2.2 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.4 1.0 1.3 1.6 0.9 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 1.4 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 1.2 1.6 0.8 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.4 0.8 1.4 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 1.2 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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1.0 1.3 1.2 1.1 1.0 1.3 1.5 1.7 1.6 1.4 1.3 1.6 1.9 1.6 1.3 1.7 Luminaire Schedule Qty Label Arrangement Lumens Input Watts LLF BUG Rating Description 4 WM2A Single 2226 21.4 0.900 B0-U0-G1 USAL RZR-WM1-PLED-II-20LED-350mA-WW-VOLT-FINISH-HS-PLED/ WALL MOUNTED @ 8FT AFG TO BOF 1 WM2C Single 3206 32.4 0.900 B0-U0-G1 USAL RZR-WM1-PLED-II-20LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF 1 WM3B Single 6707 64.7 0.900 B0-U0-G2 USAL RZR-WM2-PLED-III-M-40LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF 3 WM4FB Single 6546 64.7 0.900 B0-U0-G2 USAL RZR-WM2-PLED-IV-FT-40LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF Calculation Summary Label Grid Height Avg Max Min Avg/Min Max/Min EX BLDG LOADING 0 0.01 0.1 0.0 N.A.N.A. EX BLDG PARKING 0 0.00 0.0 0.0 N.A.N.A. LOADING 0 0.61 3.0 0.0 N.A.N.A. OVERALL SITE 0 0.10 5.5 0.0 N.A.N.A. PARKING 0 1.41 1.9 1.0 1.41 1.90 REAR WALKWAY 1.99 2.9 1.2 1.66 2.42 JOB NAME: 500 SULLIVAN AVE - SOUTH WINDSOR, CT APEX LIGHTING SOLUTIONS WORKPLANE/CALC PLANE: AT FINISH GRADE MOUNTING HEIGHT: SEE FIXTURE LABELS APPS: LED SALES: SP SPECIFIER: DESIGN PROFESSIONALS INC NOTE: THE ELECTRICAL ENGINEER WILL PROVIDE DESIGNS FOR A CENTRALLY LOCATED PHOTOCELL THAT IS TIED TO ALL THE FIXTURES AND A TIMER. THE PROPOSED TIMER WILL BE PROGRAMMED TO TURN THE LIGHTS OFF 1-HOUR AFTER THE CLOSE OF BUSINESS.©···esignrofessionalsSITE LIGHTING NOTES: 1.THE LIGHT LEVELS SHOWN ON THESE PLANS (IN FOOTCANDLES) ARE APPROXIMATE AND BASED ON INFORMATION PROVIDED BY THE MANUFACTURER. 2.ELECTRICAL DESIGN OF SITE LIGHTING TO BE COMPLETED BY AN ELECTRICAL ENGINEER LICENSED IN THE STATE OF CONNECTICUT (BY OTHERS). 3.INSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. 4.EXISTING LIGHTING NOT INCLUDED IN LIGHTING LEVEL CALCULATIONS. 5.'CALL BEFORE YOU DIG' - CONTRACTOR SHALL NOTIFY UTILITY COMPANIES OF PENDING EXCAVATION AT OR NEAR PUBLIC UTILITIES. CALL 811 AT LEAST 72 HOURS PRIOR TO BEGINNING EXCAVATION. 6.THIS PLAN SHALL BE USED FOR SITE LIGHTING ONLY CURRENT LIGHTING CONDITIONS AT EXISTING BUILDING Some differences between measured values and calculated results may occur due to NOTE TO REVIEWER: Total Light Loss Factor (LLF) applied at time of design is determined by applying the Lamp Lumen Depreciation (LLD) from current lamp manufacturer's catalog, a Luminaire Dirt Depreciation Factor (LDD) based on IES recommended values and a Ballast Factor (BF) from current ballast specification sheets. Application of an incorrect Light Loss Factor (LLF) will result in forecasts of performance that will not accurately depict actual results. input data, differences will occur between measured values and calculated values. the lighting calculations. If the real environment conditions do not match the dimensions, reflectances, furniture and architectural elements significantly affect variations. Input data used to generate the attached calculations such as room measurement techniques and field conditions such as voltage and temperature tolerances in calculation methods, testing procedures, component performance, * LLF Determined Using Current Published Lamp Data For proper comparison of photometric layouts, it is essential that you insist all designers use correct Light Loss Factors. GENERAL DISCLAIMER: Calculations have been performed according to IES standards and good practice WM2A MH: 8 WM2A MH: 8 WM4FB MH: 18 WM2A MH: 8 WM4FB MH: 18 WM2A MH: 8 WM4FB MH: 18 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM2C MH: 18 WM3B MH: 18 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 0.8 0.5 2.4 2.1 1.6 1.2 0.9 2.6 2.9 2.4 1.8 1.3 0.7 3.4 3.4 2.9 2.1 1.4 0.8 2.2 3.6 3.0 1.9 1.2 0.7 2.9 2.7 2.0 1.3 0.9 0.6 2.0 2.2 2.4 1.8 1.4 1.0 0.7 3.1 2.9 2.3 1.8 1.2 3.2 3.0 2.5 1.7 1.0 0.6 1.8 2.6 2.3 1.5 1.0 0.6 2.4 2.4 0.6 2.0 2.4 2.7 2.1 2.4 2.2 2.0 1.8 1.5 1.4 1.2 0.9 0.9 0.8 0.6 0.5 2.8 2.0 2.2 2.3 1.3 1.2 1.6 2.1 2.1 2.4 2.1 1.7 1.3 1.5 1.7 0.6 2.4 1.9 1.1 0.4 2.3 1.5 3.1 3.3 3.4 0.8 2.4 2.1 2.1 1.3 0.8 3.2 3.8 2.8 1.5 0.9 3.8 1.5 1.7 0.6 2.1 2.6 2.0 1.8 2.3 2.1 2.2 0.8 1.5 1.2 0.7 1.5 1.7 1.5 0.9 1.6 1.4 0.4 1.0 1.4 2.0 0.5 0.7 1.1 1.5 1.7 0.1 0.2 0.4 0.6 0.8 1.3 1.6 1.6 0.0 0.0 0.1 0.1 0.3 0.5 0.7 1.0 1.6 1.7 0.0 0.1 0.1 0.2 0.4 0.6 0.9 1.3 1.6 1.7 1.6 0.0 0.1 0.1 0.1 0.3 0.5 0.8 1.1 1.4 1.8 1.9 1.0 0.0 0.1 0.1 0.2 0.4 0.6 0.7 1.0 1.8 2.2 2.2 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.6 1.2 1.9 2.6 1.4 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.9 1.7 2.6 2.3 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.7 1.4 2.3 3.0 1.4 0.0 0.0 0.0 0.0 0.0 0.1 0.5 1.0 1.8 2.5 2.7 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 1.2 2.1 2.6 1.3 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.7 1.8 2.2 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.4 1.0 1.3 1.6 0.9 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 1.4 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 1.2 1.6 0.8 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.4 0.8 1.4 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 1.2 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.3 1.2 1.1 1.0 1.4 1.5 1.7 1.6 1.4 1.4 1.7 1.9 1.6 1.3 1.8 Luminaire Schedule Qty Label Arrangement Lumens Input Watts LLF BUG Rating Description 4 WM2A Single 2226 21.4 0.900 B0-U0-G1 USAL RZR-WM1-PLED-II-20LED-350mA-WW-VOLT-FINISH-HS-PLED/ WALL MOUNTED @ 8FT AFG TO BOF 1 WM2C Single 3206 32.4 0.900 B0-U0-G1 USAL RZR-WM1-PLED-II-20LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF 1 WM3B Single 6707 64.7 0.900 B0-U0-G2 USAL RZR-WM2-PLED-III-M-40LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF 3 WM4FB Single 6546 64.7 0.900 B0-U0-G2 USAL RZR-WM2-PLED-IV-FT-40LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF 10 WM4FC Single 6546 64.7 0.900 B0-U0-G2 USAL RZR-WM2-PLED-IV-FT-40LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 16FT AFG TO BOF Calculation Summary Label Grid Height Avg Max Min Avg/Min Max/Min EX BLDG LOADING 0 1.81 3.6 0.5 3.62 7.20 EX BLDG PARKING 0 1.97 3.8 0.4 4.93 9.50 LOADING 0 0.61 3.0 0.0 N.A.N.A. OVERALL SITE 0 0.15 5.5 0.0 N.A.N.A. PARKING 0 1.43 1.9 1.0 1.43 1.90 REAR WALKWAY 1.99 2.9 1.2 1.66 2.42 JOB NAME: 500 SULLIVAN AVE - SOUTH WINDSOR, CT APEX LIGHTING SOLUTIONS WORKPLANE/CALC PLANE: AT FINISH GRADE MOUNTING HEIGHT: SEE FIXTURE LABELS APPS: LED SALES: SP SPECIFIER: DESIGN PROFESSIONALS INC NOTE: THE ELECTRICAL ENGINEER WILL PROVIDE DESIGNS FOR A CENTRALLY LOCATED PHOTOCELL THAT IS TIED TO ALL THE FIXTURES AND A TIMER. THE PROPOSED TIMER WILL BE PROGRAMMED TO TURN THE LIGHTS OFF 1-HOUR AFTER THE CLOSE OF BUSINESS.©···esignrofessionalsSome differences between measured values and calculated results may occur due to NOTE TO REVIEWER: Total Light Loss Factor (LLF) applied at time of design is determined by applying the Lamp Lumen Depreciation (LLD) from current lamp manufacturer's catalog, a Luminaire Dirt Depreciation Factor (LDD) based on IES recommended values and a Ballast Factor (BF) from current ballast specification sheets. Application of an incorrect Light Loss Factor (LLF) will result in forecasts of performance that will not accurately depict actual results. input data, differences will occur between measured values and calculated values. the lighting calculations. If the real environment conditions do not match the dimensions, reflectances, furniture and architectural elements significantly affect variations. Input data used to generate the attached calculations such as room measurement techniques and field conditions such as voltage and temperature tolerances in calculation methods, testing procedures, component performance, * LLF Determined Using Current Published Lamp Data For proper comparison of photometric layouts, it is essential that you insist all designers use correct Light Loss Factors. GENERAL DISCLAIMER: Calculations have been performed according to IES standards and good practice SITE LIGHTING NOTES: 1.THE LIGHT LEVELS SHOWN ON THESE PLANS (IN FOOTCANDLES) ARE APPROXIMATE AND BASED ON INFORMATION PROVIDED BY THE MANUFACTURER. 2.ELECTRICAL DESIGN OF SITE LIGHTING TO BE COMPLETED BY AN ELECTRICAL ENGINEER LICENSED IN THE STATE OF CONNECTICUT (BY OTHERS). 3.INSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. 4.EXISTING LIGHTING NOT INCLUDED IN LIGHTING LEVEL CALCULATIONS. 5.'CALL BEFORE YOU DIG' - CONTRACTOR SHALL NOTIFY UTILITY COMPANIES OF PENDING EXCAVATION AT OR NEAR PUBLIC UTILITIES. CALL 811 AT LEAST 72 HOURS PRIOR TO BEGINNING EXCAVATION. 6.THIS PLAN SHALL BE USED FOR SITE LIGHTING ONLY ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale ACCESSIBLE PARKING SIGN3 Not to Scale AUTOMOBILE AND VAN ACCESSIBLE PARKING SPACES4 “ ” · ·” ·“” · · · ©···esignrofessionalsNot to Scale PARALLEL SIDEWALK RAMP1 Not to Scale CONCRETE CONSTRUCTION JOINT2 Not to Scale MONOLITHIC CONCRETE CURB & WALK3 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY4 Not to Scale MANHOLD FRAME AND COVER5 Not to Scale DRAIN MANHOLE6 Not to Scale MOUNTABLE BITUMINOUS CONCRETE LIP CURB7 Not to Scale BITUMINOUS CONCRETE LIP CURB8 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - HEAVY DUTY9 Not to Scale CONCRETE PAVEMENT SECTION - HEAVY DUTY10 Not to Scale EV CHARGING STATION LAYOUT11 ©···esignrofessionalsNot to Scale STORMWATER CHAMBERS13 Not to Scale DUMPSTER PAD SECTION11 Not to Scale DUMPSTER ENCLOSURE SECTION12 Not to Scale OUTLET CONTROL STRUCTURE W/ DIVISION WEIR PLAN VIEW13 14x14 Overhead 8x10 Overhead 3/32"=1'-0"FLOOR PLANStanding Seam Roof Pitch 1/2:12 Standing Seam Roof Pitch 1/2:12 8x1 0 O v e r h e a d Sanitary Line for Future RestroomsRestroomFuture SanitaryStub UpLine of Wall AboveSoffit @ 12'-0" AFFAlum. StorefrontOfficeOfficeOfficeOfficeOfficeMenWomenJan.Supply14'x12'14'x12'14'x12'14'x12'14'x12'ADA RampConference19'x24'ITWorkout19'x28'3/32"=1'-0"MEZZANINE PLANOffice14'x12'Equipment PlatformHWF1F2Break Room24'x12'8"DF42" guardrailMezzanine Elev. 11'-8"Live Load = 125 psfDistpatch12'x14'Driver 12'x14'A-100Bloomfield, Connecticut.06002PDS ENGINEERING &Telephone: (860) 242-8586 FAX (860) 242-8587107 Old Windsor RoadCONSTRUCTION, INC.WAREHOUSE FLOOR PLAN UNITED DELIVERY 3/32"=1'-0"SOUTH ELEVATION3/32"=1'-0"NORTH ELEVATION3/32"=1'-0"WEST ELEVATION3/32"=1'-0"EAST ELEVATION24ga. Standing Seam Roof ( 1/2:12 )Gutter & Downspouts26ga. Siding Panel14x14 Overhead8x10 Overhead8x10 OverheadMezzanine3'4"x4'0" Fixed Alum. Storefront (typ.)Sill @ 3'-0" AFF24ga. Standing Seam Roof ( 1/2:12 )Gutter & Downspouts26ga. Siding PanelA-200Bloomfield, Connecticut.06002PDS ENGINEERING &Telephone: (860) 242-8586 FAX (860) 242-8587107 Old Windsor RoadCONSTRUCTION, INC.WAREHOUSE EXTERIOR ELEVATIONS UNITED DELIVERY G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284- Building and Planning Dept Responses 10-02-24.docx P.O. BOX 1167 58 CONNECTICUT AVE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island October 2, 2024 DPI# 5284 Town of South Windsor, CT Attn: Mr. Justin F. Russo, PLA – Assistant Town Planner 1540 Sullivan Avenue South Windsor, CT Re: App# 24-25P/ United Delivery Warehouse Planning and Building Review Comments 500 Sullivan Avenue Dear Mr. Russo, This letter addresses the Planning Department and Fire Marshall Comments dated August 30, 2024 and the Building Department comments dated August 22, 2024. Revised plans accompany this correspondence, our responses are in bold. Site Plan Comments & Responses 1. The site plans show a proposed 30,000 square foot building, but the narrative indicates the building will be over 32,000 square feet. Please clarify and update the narrative and plans to match. The new warehouse footprint is 30,000 square feet with a second-floor office mezzanine. The total gross floor area with the mezzanine is 32,215 sf. This is now noted on the plans. 2. Please verify that the reserve parking spaces have been incorporated into the impervious coverage calculation. Three of the reserve spaces shown in an area of required trailer parking will need to be relocated. A parking wavier is being requested to reduce the number of total required parking spaces. With this, reserve parking areas are no longer proposed. 3. Will there be a walkway from the front parking spaces to the offices in the back building? No walkway is proposed to connect the front parking spaces to the new warehouse. However, a hatched area is now proposed to delineate the pedestrian travel way from the north east corner of the existing building to the new warehouse building. 4. Silt fence and stabilized construction entrance is shown on top of the area to be excavated for the subsurface infiltration units. Please relocate these erosion control measures where they will not inhibit construction operations. Mr. Justin F. Russo, PLA, Assistant Town Planner October 2, 2024 Page 2 G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284- Building and Planning Dept Responses 10-02-24.docx The silt fence and stabilized construction entrance have been relocated within the site. 5. Please provide setback dimensions from existing and proposed buildings to front, rear, and side property lines. Setback dimensions have been provided and are shown on sheet C-SP1. 6. The “Left Turn In” vehicle maneuver shows the truck clipping the gate or the sign. It does not appear that a truck as large as the WB-67 model will actually fit through this entrance. Staff recommends that the applicant explore a counterclockwise pattern around the site to eliminate conflicts. The sites primary circulation is counterclockwise. The site plan has been revised to preserve the existing site circulation. Trucks, if needed, would be allowed to enter the site through the western gate for access to the new loading dock on the south side of the proposed warehouse building. The bollard symbol makes the bollard appear larger than it is for illustrative purposes (scales to be 2.5’ in diameter when its actually 6”-8” in diameter). We reviewed this turning maneuver reworked it to show more separation to the bollards than originally indicated. It is our opinion that this turning diagram proves that a left turn into the site to access the western gate is feasible. 7. The applicant should provide painted arrows or additional signage clearly directing trucks to enter through the appropriate gate. The site has existing signage that identifies the western gate as exit only. This signage is to remain. 8. Care should be taken to ensure that the post construction stormwater management basin is not negatively impacted by accumulated sediment from the temporary sediment trap. The erosion and sedimentation control plan includes a note that requires the contractor to remove all accumulated sediment from the from the temporary sediment trap once the rest of the site is stabilized. See sheet C-ES1. 9. The proposed 87 contour to the east of the proposed building near the modified riprap apron should be relabeled to 88. The grading of that area has been revised to clarify the design intent. See sheet C- GD1. 10. The proposed 87 contour to the southwest of the proposed stormwater basin near the property line does not correctly tie back into the existing grade. Please resolve. The grading of that area has been revised to clarify the design intent. See sheet C- GD1. Mr. Justin F. Russo, PLA, Assistant Town Planner October 2, 2024 Page 3 G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284- Building and Planning Dept Responses 10-02-24.docx 11. Per Section 8.7.4 (c)(6), plants susceptible to injury by motor traffic shall be protected. Please provide curbing or a guard on the curb less parking island containing Cercis canadensis and Rhus aromatica. The island will be surrounded by a mountable bituminous concrete lip curb. 12. To provide the best habitat possible in the newly created wetland, plants that will grow best in those environments should be selected. The applicant should swap Amelanchier x grandiflora ‘Autumn Brilliance’ and Viburnum Dentatum with Sambucus canadensis and Cornus amomum. Plantings in wetland area have been approved by the wetland commission Sept 4th. With additional correspondence to the town in consideration that the plantings were approved by the wetlands commission and that the plant swaps are similar in hardiness, we have permission to keep the plants as approved. 13. Detail #3 on drawing C-LP2 should be revised so the shredded bark mulch is not piled up against the base of the shrub, which may cause rot. The drawing has been updated according to this suggestion. 14. Existing off-site floodlights will have to be brought into conformance with current lighting requirements. The proposed lights should be fitted with photocells, sensors and timers. The proposed lights should be programmed to turn off 1 hour after the close of business. The applicant should also revise the two WM4B lights on the west side of the building to eliminate the light spill into the proposed stormwater basin. Existing pavement and building are currently being lit by on and off-site street lighting. A nighttime image is now included on Sheet LT-1 to show the current lighting levels observed on site. Sheet LT-2 has been added to the plan set to indicate the light levels at the new proposed warehouse and the existing building considering the potential removal of the streetlights and the replacement of exterior lights on the existing building. All new lighting is noted to be programmed by a central location to be dimmed after hours. The two WM4B lights on the new warehouse have been adjusted to not have light spill into the detention basin. 15. The proposed fire hydrant must be moved to the curbed island in front of the proposed warehouse, closest to the loading dock. Landscaping shall be adjusted accordingly. The current hydrant location was recommended in discussion with the Fire Marshal. We prefer to keep it in the location shown to reduce the chance of it being hit in the island. 16. The narrative should be updated to reflect this use as a permitted use, not a special exception use. Also, I would note that the EV charger regulations have not changed since adoption. The narrative has been updated to reflect this information. Mr. Justin F. Russo, PLA, Assistant Town Planner October 2, 2024 Page 4 G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284- Building and Planning Dept Responses 10-02-24.docx Building Department Comments & Responses 1) Where is the accessible entrance to the existing building? Is there already an existing handicapped parking spot? There are no existing accessible entrances to the existing building, and there are no existing handicapped parking spots. 2) The handicapped van space near the road needs to be as close as possible to the accessible entrance. The parking layout has been reconfigured and the aforementioned space has been relocated by the new building’s accessible entrance path. 3) The shared handicapped space at the new building is not correct. You already have a van space, so these need to be for cars. Cars are required to have 10’ of parking space plus the accessible route. (Pg. C-SP1) (ICC/ANSI A117.1 Sections 502.2 & 509.2.4) These spaces have been updated and reconfigured to meet these requirements. 4) There are no measurements or details on the plans for the handicapped ramp. Sheet C-SP1 and C-GD1 now provide dimensions and elevations for the ramp. 5) There are details for the Individual Handicapped space, but nothing for the shared one. (pg. C- D1) The details have been updated to provide information for individual and adjacent handicapped spaces. 6) The parallel sidewalk ramp detail does not match the condition that is shown on the site plan. Also, there are no measurements. (pg. C-D2 detail 1) Please see Sheet C-SP1 and GD-1 for updated information and measurements regarding the parallel sidewalk ramps. 7) The EV Charging Station layout does not match the site plan. The site plan does not show a sidewalk. Also, the accessible charging station needs to show more details on where the charger is going to be placed so that I can determine that it will meet the codes. (pg. C-D2 detail 11) The EV Charging Station Layout on sheet C-D2 has been updated to match the site plan. The location of the charger is now shown on sheet C-SP1 8) Where is the proposed location of the Fire Department connection for the sprinkler system going to be? The proposed location of the Fire Department connection can be found on sheet C- UT1. Mr. Justin F. Russo, PLA, Assistant Town Planner October 2, 2024 Page 5 G:\jobs\5284\Docs\Applications\PZC\Submission 2- rev 2024-10-02\5284- Building and Planning Dept Responses 10-02-24.docx Should you have any questions or require any additional information, please do not hesitate to contact our office. Sincerely, Daniel H. Jameson, P.E. Director of Engineering Cc: Marc Melanson- Building Official Michelle Lipe- Town Planner To:Michele Lipe,Director of Planning Justin Russo,Assistant Pianner From:Jeff Doolittie,P.E.,Town Engineer Date:October 4,2024 Re: lhave reviewed the above Plan and have the f0llowing comments: 1.The drainage plan shows two sections of 24”HDPE pipe with 0%slope between the underground detention system and the existing CB by Sullivan Ave where the stormwater leaves the site.These pipes need to have minimum slope (0.5%is recommended)to drain. What will happened to the existing 8"HDPE between two existing CB on the east side of the property?New pipes are proposed in and out of the existing CBS so it looks like this pipe will not be used in the future. Why is there a low 8"underdrain around the underground detention system? What drainage rights are there between this property and the property to the west where water from the detention basin outlets and flows? The detail for the Outlet Control Structure has orifices in a weir that are different sizes than the outlet devices listed in the Storm Drainage Computations.Checkthese and adjust as needed so they agree. The invert elevation listed for the 3 orifices in the outlet control structure need to be checked and corrected. There should be at least 5 feet of separation between the storm drain pipes and sanitary sewer pipes,and 10 feet between storm drain manholes and sanitary sewer pipes. A sanitary sewer monitoring manhole may be needed by Sullivan Ave for monitoring and inspection.Alternately,an easement may be provided to the first sanitary manhole in the driveway so the Town can access the sewer lateral there. What are the average and peak sewer flows expected from the site with the new building? 10.WPCA review and approval may be needed forthis new building. Please let me know if there are any questions. MEMORANDUM App 24-25P —United Delivery Warehouse —500 Sullivan Ave Appl #24-25P, United Delivery, Inc. 10/8/24 1. The applicant is requesting a request for site plan modification for a 32,000+ sf warehouse, including some offices, on property located at 500 Sullivan Ave., I zone. 2. United Delivery is a 24/7/365 business that has operated from this site since 2020 and with this additional building they intend to centralize their storage onto one site from various locations off site. 3. This property is surrounded by other industrially zoned property. This site has historically been used for warehouse and distribution. The nearest residential property is about 1,250+ feet north of the new building being proposed. This new building is proposed approximately 300 feet from Sullivan Ave. 4. Access to the site will continue to be from the existing entrance from Sullivan Ave. The entrances to the property are currently gated and the site fenced. Two new loading docks will be added with this facility – one on the southerly side and one on the westerly side. Would note that westerly loading dock area as shown as phase 2 construction. 5. Other improvements include bringing the current site into compliance by pulling up pavement encroaching off site and adding some green space to the front parking are. Proposed impervious coverage 64%; 65% allowed. There is no outdoor storage proposed. The plans show 3 trailer parking spaces, 10x25 feet in length as required in the new warehouse regulations. 6. The parking requirement for all uses on the property is 81 spaces; 39 spaces are provided. The applicant is requesting to modify number of spaces required. Section 6.4.9 allows the reduction of 10% of total spaces and requires the remainder to be shown as reserve spaces. We have requested the applicant to modify the data table and plans to correctly reflect the number of required reserve spaces. 7. The parking plan has also made provisions for the infrastructure for 10% of the spaces (2) to be EV level 2 charging and 7% (2) as activated spaces. 8. The site is currently serviced by public water and sewer. WPCA approval is required for the new building. 9. The Fire Marshal and Building official have both reviewed these plans with minor comments that have been incorporated into revised plans. 1 10. There are regulated wetlands on site. IWA/CC granted approval on September 4 with a $15,000 bond for compliance with erosion and sediment control measures, $15,000 bond for stormwater structures and $5,000 for installation and establishment of wetlands plantings (Bond to be held for three years). 11. The landscaping plan provides for a mix of deciduous and evergreen trees along the Sullivan Ave frontage which will provide some screening of the loading dock activities. Other landscaping includes building foundation plantings, street trees in the parking areas as well as a variety of plantings it the wetland area that is being created. 12. The ADRC reviewed the plans and materials for the project on September 18 and September 25. The applicant worked with committee adding additional coloring to the building as well as demonstrating rooftop mechanical units would not be visible from Sullivan Ave. The committee passed with a favorable recommendation. 13. Outdoor lighting onsite currently is form pole lighting is provided by Eversource and does not meet the zoning requirement of .25 fc lighting at the property line. We have requested that the applicant upgrade the lighting on site to be compliant with current zoning regulations. 14. The applicant’s traffic study indicates the number of additional vehicle trip will not have a significant impact on the local road network. (Executive summary provided to you) 15. There are no sidewalks being proposed along the property frontage. The nearest sidewalks would be the sidewalks to be constructed on the Sullivan Frontage, westerly of Kennedy Road, with the new warehouse distribution site was approved. If approved, the Planning Dept. requests that the buildings new address (320 Sullivan Ave) be shown on the final site plan 2 WATER 79.36285.95935.39149.95414.77136.123 456.40 418.50453.2 3A 151.591392.53164.95 638.301410.393 3 5 . 9 9 175.57 292.00 SULLIVAN AVENUE 198.12 445.35292.00 125 (S) 1165.9319.16200.0 640.00113.00 932.31444.20 453.0 2 8 8.8 2 312.84 158.95185.00 229.83952.6253.88 µ1 inch = 120 feet The information on this map is from a computer database accessed using a Geographic Information System (GIS). This is not a surveyproduct. The data provided on this map are provided for informationaland planning purposes only. The Town makes no claims or guaranteesabout the accuracy or currency of the contents of this map and expresslydisclaims liability for errors and omissions in its contents. Unauthorizedattempts to modify any information shown on this map or utilize thismap for other than its intended purposes are prohibited. Each user of thismap is responsible for determining its suitability for his or her intendeduse or purpose. In no event will the Town of South Windsor be liable forany damages, including loss of data, lost profits, business interruption,loss of business information or other pecuniary loss that might arise fromthe use of this map or the information it contains. Appl 24-25P, United Warehouse Site Plan 500 Sullivan Ave EXHIBIT A EXHIBIT A EXHIBIT A EXHIBIT A 2 oawcn’udgmw K2 MEZZANINE PLAN \332'I‘ru' nagu mu mm wnuvpg w;‘wE nzsmwn'; ‘~nrzu Cr?)m' “W s-Er Maw wazw Ermami w . vuN gmoyv /f\swviva i I L7,J :.a mg\ \ammo \ Bwomlield.Connecl‘cuwGDM Teie Axhnna' wem (860)242-a5é7242 8556 m7 old Windsor Road \‘‘ OOFLR LANSPVANSULLI AVENUE 500 SOWINDR, CONNECTICUT SOUTHmu F‘J HML‘ Ln/Um q IVERYDEL UNITED ’F PLAN/\LOOR W“ f n . 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Design Professionals,Inc. 58 Connecticut Avenue,Suite H South Windsor,CT 06074 Dear Mr.Jameson: Re:Appl.24-25P United Delivery Warehouse We are pleased to advise you that the Planning &Zoning Commission voted on October 8,2024toapprovewithmodificationstheabovereferencedapplicationforaSitePlanofDevelopment. This approval is for a 32,250 sf warehouse on property located at 500 Sullivan Avenue I zone as shown on plans prepared by Design Professionals.Inci.project #5284.dated July 16,52024 asrevisedOctober2,2024.This approval is subject to the following modifications: 1.Prior to commencement of any site work,a meeting must be held with Town Staff. 2.No building permit will be issued until the final mylars have been tiled in the Town Clerk’s office. 3.This application is subject to the conditions of approval ofthe Inland Wetlands Agency/Conservation Commission.including bonds in the amount of$l5.000 to ensure compliance with the erosion and sediment control measures and $15,000 to ensure establishment of storm water system and $5.000 to insure proper installation.follow—up inspection and maintenance of mitigation measures. 4.A landscape bond in the amount of$5.000 is required and must be submitted prior to the issuance ofa certificate ofoccupancy ifwork is not completed. U!All bonds must be in one ofthe forms described in the enclosed Bond Policv. 6.An as-built plan is required prior to issuance ofa Certificate of Occupancy per Section 9.1.3 ofthe Zoning Regulations. 7.All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsori 8.This approval does not constitute approval ofthe sanitary sewer.which can only be grantedbytheWaterPollutionControlAuthority. 9.No building permits will be issued until the Office of State Traffic Administration certificate has been issued (per CGS §14—31 l). 10.The building street number must be included on the final plan.l l.Pavement markings must be maintained in good condition throughout the site drives and parking areas. l2.All free—standing signs and/or building signs require the issuance ofa sign permit before they are erected. l3.ln accordance with Sec 6.4.8.a parking modification of8 spaces has been granted.The remaining unbuilt parking shall be shown as reserve spaces.The number of required EV spaces is 4. 1540 Sullivan Avenue.Suuth Windsur,ET UED74 i Tel (86(1)544-2511 Ext 2329 i Planning@SnuthWindsur-ET.gnv 14.All exterior lighting for the site shall be located on site and meet the requirements of Section 6.3. l5.Engineering comments dated 10-4-24 shall be incorporated into the flnal plansr16.lfnew fencing is proposed,it shall be submitted for town staff review. Black and white transparent mylars of Sheet #C-SPI with the above modifications,together with three print copies of the entire set of plans with live signatures and raised seals (includingarchitecturalelevationsandlandscapingplans)must be submitted to this Commission to be stamped and signed.The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission and the Water Pollution Control Authority must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be returned to you for filing in the Office ofthe Town Clerkl After filing these plans.a copy ofthe receipt must be submitted to the Planning Department. Sincerelv, gm19 ta w /f‘*-' Stephen Wagner.Chairman Planning and Zoning Commission SW/js cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal / n P.O.BOX 1167 58 CONNECTICUT AVE,SUITE H SOUTH WINDSOR.CI'06074-eslgn PHONE:860.291 .8755rofessionalswww.deslgnprofesslonalslnc.com FAX:860.291 .8757 CIVIL &TRAFFIC ENGINEERS I LAND SURVEYORS I PLANNERS I LANDSCAPE ARCHITECTS 5ervmg Connect/cut,Maya/wants,t Rhod:bland July 29,2025 Mr.John Henaull,RE. Town Engineering Department 1540 Sullivan Avenua South Windsor,CT Re:Stormwater Drainage Computations Supplcmental Statement Storm Sowcr Analysis App.24-25P ~United Delivery Warehouse —500 Sullivan Avenue Dear Mr.Doolittle: This letter is intended to serve as a supplemental to the Storm Sewer Analysis section of our previously submitted Stormwarer Drainage Computations for App.24—25P entitled “Stormwarer Drainage Computarions ~Unired Delivery Ware/muse ~500 Sullivan Ave ~South Windsor, Canneclicut ~Daied July I6,2024,and Revised to:July I I,2025 ".Updated Storm Sewer Analysis results considering changes to site drainage plan are discussed.For more information,please refer to the plans entitled “United Delivery Warehouse ~Site Plan Application ~500 Sullivan Ave ~ South Windsor,CT ~GIS PIN:87300500"prepared by Design Professionals,Ina,and dated July l6,2024,as amended Io July 29,2025. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10—year storm event conditions.The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual.It is estimated that during a 10—year storm event,all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions.Storm Sewer Calculation results are included as Attachment A of this statement. Please contact us with any questions. Sincerely, DESIGN PROFESSIONALS INC. W .H.,\ %Daniel H.Jameson,RE. Director of Engineering Eat‘xsxcmse'iéoA6319‘‘‘‘‘‘ 33459 Q}o 5 \//,//IONAL E§\\\ ’iliiit‘u‘List of Attachments 'Attachment A —Storm Sewer Analysis Results G:\jobs\5284\Engineering\Stormwater\5284 ~Drainage Supplemental Reportdocx é StormSewerAnalysisResultsAttachmentA.ccn-u.n.Incl-nun-eu-oo-c.-.~uco-cnsu-uncunou-nnau-ou.nuenu-cn-oo-cecc-o-uucnna-nu-nnunn-nno-n-uou-uu-u-nuoou-o-unoco-occ.. Storm Sewer Tabulation Page Station Len (f!) Drng Area Rnoff coeff (Cl Area x C Tc Rain (I) (in/hr) Total flow (cfS) Cap full (cfS) Ve! (W5) Pipe Invert Elev HGL Elev Gmd I Rim Elev Line ID Line To Line lncr (aC) Total (aC) lncr Total inlet (min) Syst (min) Size (in) Slope (Va) Dn (ft) Up (ft) Dn (ft) Up (f!) Dn (7‘) Up (f!) 1 End 50.236 0‘00 0‘34 0.00 0.00 0.31 0‘0 6‘9 6.4 1.96 2.72 3,24 12 0‘50 86‘50 86.75 87.30 87.41 86.50 90.00 DMH5-FE3 2 End 16.500 0.34 0,34 0.90 0.31 0.31 6.0 6.0 6.9 2.10 9.50 3.60 12 6.06 67.00 88.00 57.81 88.62 87.00 90.00 RL1 -FE1 3 1 200.000 0.34 0.34 0.90 0.31 0,31 5,0 6.0 5.9 2,10 2.73 3.51 12 0.50 86.75 87.75 37.61 88.37 90.00 90.00 RLZ—DMH5 4 End 28.476 0.00 0.87 0.00 0.00 0.67 0.0 10.2 5.3 3.56 4.91 3.36 15 0.49 80.64 80.78 81 .70 81.74 85.70 85.80 WQU2-UGCIN2 5 4 23.072 0.00 0.87 0.00 0.00 0.67 0.0 10.1 5.3 3 58 4.95 3.58 15 0.50 80.78 80.90 81 .77 81.81 85.80 84.69 DMH4-WQU2 6 5 55.788 0.08 0.17 0.32 0.02 0.06 8.0 9.7 5.4 0.30 4.56 2.78 12 1.40 52.50 83.28 82.67 83.51 84.69 85.68 YD3-DMH4 7 6 116.218 0.04 0.10 0.31 0.01 0.03 8.0 8.6 5.8 0.18 2.43 1.67 12 0.40 83.28 83.74 83.51 83.91 85.68 86.14 YD2-YD3 8 7 52.953 0.06 0.06 0.32 0.02 0.02 8.0 8.0 6.0 0.12 6.32 1.55 12 2.68 83.74 85.16 83.91 85.30 86.14 87.56 YD1-VD2 9 5 81 .927 0.70 0,70 0.88 0,62 0.52 7.0 7.0 6.4 3.94 4.57 3.63 15 0.50 80.90 81 .31 82.02 82.27 54.69 84.26 EXCB2-DMH4 10 End 9.690 0.00 1.20 0.00 0.00 0.85 0.0 8.8 5.7 4.86 8.1 7 4.20 18 0.52 80.65 80.70 81 .70 81 .55 86.33 86.32 WQU1-UGCIN1 11 10 10.288 0.00 1.20 0.00 0.00 0.85 0.0 8.8 5.7 4.87 8.04 4.73 18 0.50 80.70 80.75 81.55 81.60 88.32 86.35 DMH1—WQU1 12 11 62.017 0.00 0.30 0.00 0.00 0.20 0.0 8.5 5.8 1.15 3.57 3.69 12 0.85 81.80 82.33 82.19 82.78 86.35 87.10 TEE1-DMH1 13 12 32.488 0.09 0.16 0.79 0.07 0.13 6.0 6.9 6.4 0.82 3.52 2.70 12 0.83 82.33 82.60 82.78 82.98 87.10 86.40 CB2-TEE1 14 13 104.832 0.07 0,07 0,79 0.06 0.06 6.0 6.0 6.9 0.39 3.34 1.96 12 0.75 82.61 83.40 82.98 83.66 86.40 85.90 CB1-CBZ 15 12 56.092 0.14 0.14 0.50 0.07 0.07 8.0 8.0 6.0 0.42 4.80 1.85 12 1.55 82.33 83.20 82.78 83.47 87.10 85.60 CB3-TEE1 16 11 142.136 0.90 0.90 0.73 0.65 0.65 8.0 8.0 5.0 3.92 4.57 4.19 15 0.50 80.75 81.46 81.64 82.35 86.35 84.08 HCB3—DMH1 Project File:5284 ~Storm Sewers.stm Number of lines:16 Run Da1e:7/29/2025 NOTES:Intensi1y =35.29 I (inlet 1ime +3.70)"0.72:Return period =Yrs.1O :c =cir e =ellip b =box ‘ noo..uo.o.o.nn.noo1c-..on.nuno-u.gnnunuu-.-c.u-;¢aucu.-o.n-onu-n-o.oooo.:-n.-..noc.onn--..uu.cuuoucn P.0.BOX 1 167 58 CONNECI'ICUT AVE,SUITE H SOUTH WINDSOR,CI'06074 PHONE:860.291 .8755 . I onals www.deslgnprofesslonalslnc.com FAX:860.291.8757 cIVlL &TRAFFIC ENGINEERS I LAND SURVEYORS /PLANNERS I LANDSCAPE ARCHITECTS 5grvmg Connecticut;MassJcimsetts,t Rhoda ls/Jnd Sum:l 956‘Ju1y 29,2025 Town of South Windsor,CT Ann:Mr.John Henaull,PE. 1540 Sullivan Avenue South Windsor,CT Re:App 24-25P —United Delivery Warehouse -500 Sullivan Avenue Comments &Responses Dear Mr.Henault. This letter addresses comments dated October 4,2024.Initial comments are italicized for ease of reference;our responses are bold: The drainage plan Slwws two sections 0f24 "HDPEpipe with 0%slope between the underground detention system and the existing CB by Sullivan Ave where the stormwater leaves the site.These pipes need to have minimum slope (0.5%is recommended)to (1min. The proposed 24"HDPE in question is now proposed at 0.30%to provide pitch across this pipe.This was the maximum achievable slope that allowed for the 24”pipe to be set low enough to drain the proposed bottom of chamber elevation while providing a 0.5%slope in the 15”RCP conveying captured flows from EXCB3 to the underground chamber system, and the two segments of 15”pipes connecting the outlet control structure to EXCBI and then to EXCB4 in Sullivan Avenue.This pipe is proposed to extend the storage volume of the underground chamber system to the location of outlet control structure #1 and was considered in the HydroCAD model.Using the manning’s equation for determining pipe capacity,a 24"HDPE with 0.30%slope flowing nearly full (23”flow depth in 24"pipe)was found to have a maximum capacity of 14.13 cfs considering a manning roughness coefficient of0.012 to represent the HDPE pipe material.The combined outflow from the four proposed orifices to control flow from the basin was found to be 7.54 cfs during a 100-yr storm event.With this,the proposed orifices will be the controlling factor for limiting flow out of the underground chamber system,as intended.Please see Attachment A for the underground chamber 100-yr storm summary results and Attachment B for manning’s equation calculation results. 2.What will happened 10 the existing 8 ”HDPE between two existing CB on the east side ofthe property?New pipes are proposed in and out 0fthe existing CBS so it looks like this pipe will not be used in thefutitre. The plan calls for this pipe to be cut,capped,and abandoned in place.See drainage plan sheet C-DRI. 3.Why is there a low 8 "umlerdrain around the underground detention system? The 8”underdrain is proposed to allow the stone beneath the chambers to be used as available storage for detention. G:\jobs\52841\5284.A\Docs\Applicutions\PZC\Finul Plan Check Set Submission 2 (2025—07-29)\Workiug\5284 -Town Engineering Comment Reponses 07-2025.docx \rw ~ .'c---n..-.-.no-on.onon.nuu..nunnu.tcumno.;o--soo-uonno...uc-u-o:oo..-nu..uoo.....onnn.-ono..-a-nn..on.-u.n-oo.-ou.n.u Wha!drainage rights are there between this property and the property to the west where water from the detention basin outlets andflows? Review of existing site topography indicates that runoff from the northerly wooded area of the site flows west across the site to the area proposed as the basin spill way.The proposedwaterqualitybasinwilldetaintlowsfromtheproposedsiteimprovementssothatthey do not exceed the rates of the existing condition. The detailfor the Outlet Control Structure has orifices in a weir that are dijferent sizes than the outlet devices listed in the Storm Drainage Computations.Check these and adjust as needed so they agree. The outlet control structure detail and stormwater report computations were updated to be consistent. The invert ele vation iistedfor the 3 orifices in the outlet control structure need to be checked and corrected. The invert elevations for the orifices were updated. There should be at least 5feet ofseparation between the storm drain pipes and sanitary sewer pipes,and IOfeet between storm drain manholes and sanitary sewer pipes. The plans were updated to provide the separation distances noted above.See drainage and utility plan sheets C-DRI and C-UTI. A sanitaty sewer monitoring manhole may be needed by Sullivan Avefor monitoring and inspection.Alternateiy,an easement may be provided to thenrst sanitary manhole in the driveway so the Town can access the sewer lateral there. A sewer monitoring manhole and easement is now included on the plan.See utility plansheetC-UTI. What are the average and peak sewerflows expectedfrom the site with the new building? Sanitary sewer design flows are now included on plan sheet C-UTI.Estimated flows from the existing and proposed building are as follows: 1530 SQFT Existing Office @ (20 GPD/Employee *1 Employee /200 SF)=153 GPD +7092 SQFT Existing Warehouse @ (0.1 GPD /SF)=709.2 GPD Total Existing Sewer Flows =862.2 GPD 4,939 SQFT Proposed Office @ (20 GPD/Employee *1 Employee /200 SF)=493.9 GPD +27,276 SQFT Proposed Warehouse @ (0.1 GI’D /SF)=2,727.6 GPD Total Proposed Sewer Flows =3,221.5 GPD Total Combined Sewer Flows =862.2 +3,221.5 GPD =4,084:GPD (0.006 cfs) 10.WPCA review and approval may be needetlfor this new building. WPCA Approval was received at their regular meeting on November 6,2024. Should you have any questions or rcquire any additional information,please do not hesitalc to contact our office. Sincerely, DESIGN PROFESSIONALS,INC. Daniel l-l.Jameson,PE. Director ofEngineering List of Attachments -Attachment A -Underground chamber 100-yr storm summary results -Attachment B -Manning’s equation calculation results. Attachment A 5284 -HydroCAD (Final Plan)NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Prepared by Design Professionals,Inc.Printed 7/29/2025 HydroCAD®10.10-7c s/n 09320 ©2022 HydroCAD Software Solulions LLC Summary for Pond UGC:UGC Routedto Link DP1*:DP1* Rouling by Dyn-Stor-Ind method,Time Span:0.00-42.00 hrs,dt=0.02 hrs Peak Elev:81 .70'@ 12.36 hrs Surf.Area=4,995 sf Storage:6,209 cf Plug-Flow detention time:16.4 min calculated for 0.686 af (1 00%of inflow) Center-of-Mass det.time:16.4 min (810.4 -794.1 ) Storage Group A created with Chamber Wizard lnflow Area =2.087 ac,72.74%Impervious,Inflow Depth =3.94"for 10-YR 24-HR eventInflow=8.43 cfs @ 12.15 hrs,Volume:0.686 afOutfiow=2.95 cfs @ 12.36 hrs,Volume:0.686 af,Atten:65%,Lag:12.3 minPrimary=2.95 cfs @ 12.36 hrs,Volume:0.686 af Volume Invert Avail.Slorage Storage Description #1A 80.02'4,360 cf 44.25'w x 110.42'L x 3.50'H Field A 17,101 cf Overall -6,202 cf Embedded =10,899 cf x 40.0%Voids #2A 80.52'6,202 cf ADS_StormTech SC-740 +Cap x 135 inside #1EffectiveSize:44.6"W x 30.0"H =>6.45 sf x 7.12'L =45.9 cfOverallSize:51 .O"W X 30.0"H x 7.56'L with 0.44‘Overlap135Chambersin9Rows #3 79.45‘600 cf 24.0"Round Pipe StorageL:191.0'S:0.0030 '/’ 11,161 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 79.1 1'15.0"Round CulvertL:23.0‘RCP,square edge headwall,Ke:0.500 inlet /Outlet Invert:79.1 1‘/79.00'S:0.0048 '/'Cc:0.900n:0.013,Flow Area:1.23 sf #2 Device 1 79.45'15.0"Round CulvertL=68.0‘RCP,square edge headwall,Ke:0.500 inlet /Outlet Invert:79.45'/79.11'S:0.0050 ‘/‘Cc:0.900n:0.012,Flow Area:1.23 sf #3 Device 2 79.45‘10.0"W x 4.0"H Vert.Orifice/Grate C:0.600Limitedtoweirflowatlowheads #4 Device 2 80.95'10.0"W x 4.0“H Vert.Orifice/Grate C:0.600Limitedtoweirflowatlowheads #5 Device 2 81 .75'6.0"W x 3.0"H Vert.Orifice/Grate C:0.600 Limited to weir flow at low heads #6 Device 2 83.00'48.0"W x 24.0"H Vert.Oriiice/Grate C:0.600 Limited to weir flow at low heads 5284 -HydroCAD (Final Plan)NOAA 24-hr D 10-YF?24-HF?Rainfa//=4.96” Prepared by Design Professionals,Inc.Printed 7/29/2025 HydroCAD®10.10-7c s/n 09320 ©2022 HydroCAD Software Solutions LLC Primary OutFIow Max:295 cfs @ 12.36 hrs HW=81.70'TW=0.00'(Dynamic Tailwater) 1=Culvert (Passes 2.95 cfs of 8.28 cfs potential flow) 2=Culvert (Passes 2.95 cfs of 6.75 cfs potential flow) 3:0ritice/Grate (Orifice Controls 1.93 cfs @ 6.95 fps) =Orifice/Grate (Orifice Controls 1.02 cfs @ 3.67 fps) =Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) u-nn...-n n-.-octn.u Attachment B 7/29/25.4:39 PM Partially Full Pipe Flow Calcula‘ions-U.S.Units Partially Full Pipe Flow Calculations -U.S.Units ll.Calculation of Discharge.Q,and average velocity,V for pipes more than half full Instructions:Enter values in blue boxes.Calculations inyellow l_nputs Pipe Diameter,D =24 in Depth of flow,y =23 in (must have y 2 13/2) Full Pipe Manning roughness,nfun = Channel bottom slope,S = Calculations n/nrun =1.02 08 Partially Full Manning roughness,n =0.012 0‘003 ft/ft Pipe Diameter,D =2 ft Pipe Radius.r =1 ft Ci rc.Segment Height.0.083h:ft Central Angle,q =0.82 radians Cross-Sect Area,A =3.10 ftZ Wetted Perimeter,P =5-5 ft Hydraulic Radius,R =0.57 ft Discharge,Q =14-13 cfs Ave.Velocity,V =4-56 ft/sec pipe %full [(A/Afun)*100%]=98.6% https://www.engineersedge.comliluid_llow/panial|y_fu||_pipe_f|ow_ca|culation/pania|Iylu||pipeflow_calculation.htm ©···esignrofessionalsesign rofessionals· · · esign rofessionals 513 SULLIVAN AVENUE REX LUMBER COMPANY 87300513 489 SULLIVAN AVENUE REX LUMBER COMPANY 87300489 524 SULLIVAN AVENUE CHARBONNEAU ANDRE k TRUSTEE 87300524 40 KENNEDY ROAD 456 SULLIVAN AVENUE LLC 49800040 455 SULLIVAN AVENUE PARKSITE INC 87300455 473 SULLIVAN AVENUE JAYS LANDSCAPING LLC 87300473 481 SULLIVAN AVENUE G-PRO LLC 87300481 540 SULLIVAN AVENUE RLR INVESTMENTS LLC 87300540 513 SULLIVAN AVENUE REX LUMBER COMPANY 87300559 ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · SU L L I V A N A V E N U E ©···esignrofessionals· · · SULLIVAN AVENUE SULLIVAN AVENUE SULLIVAN AVENUE SULLIVAN AVENUE ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionalsSTAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale SOIL IMPROVEMENT DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL3 WM2A MH: 8 WM2A MH: 8 WM4FB MH: 18 WM2A MH: 8 WM4FB MH: 18 WM2A MH: 8 WM4FB MH: 18 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM2C MH: 18 WM3B MH: 18 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 WM4FC MH: 16 0.8 0.5 2.4 2.1 1.6 1.2 0.9 2.6 2.9 2.4 1.8 1.3 0.7 3.4 3.4 2.9 2.1 1.4 0.8 2.2 3.6 3.0 1.9 1.2 0.7 2.9 2.7 2.0 1.3 0.9 0.6 2.0 2.2 2.4 1.8 1.4 1.0 0.7 3.1 2.9 2.3 1.8 1.2 3.2 3.0 2.5 1.7 1.0 0.6 1.8 2.6 2.3 1.5 1.0 0.6 2.4 2.4 0.6 2.0 2.4 2.7 2.1 2.4 2.2 2.0 1.8 1.5 1.4 1.2 0.9 0.9 0.8 0.6 0.5 2.8 2.0 2.2 2.3 1.3 1.2 1.6 2.1 2.1 2.4 2.1 1.7 1.3 1.5 1.7 0.6 2.4 1.9 1.1 0.4 2.3 1.5 3.1 3.3 3.4 0.8 2.4 2.1 2.1 1.3 0.8 3.2 3.8 2.8 1.5 0.9 3.8 1.5 1.7 0.6 2.1 2.6 2.0 1.8 2.3 2.1 2.2 0.8 1.5 1.2 0.7 1.5 1.7 1.5 0.9 1.6 1.4 0.4 1.0 1.4 2.0 0.5 0.7 1.1 1.5 1.7 0.1 0.2 0.4 0.6 0.8 1.3 1.6 1.6 0.0 0.0 0.1 0.1 0.3 0.5 0.7 1.0 1.6 1.7 0.0 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0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.3 1.2 1.1 1.0 1.4 1.5 1.7 1.6 1.4 1.4 1.7 1.9 1.6 1.3 1.8 Luminaire Schedule Qty Label Arrangement Lumens Input Watts LLF BUG Rating Description 4 WM2A Single 2226 21.4 0.900 B0-U0-G1 USAL RZR-WM1-PLED-II-20LED-350mA-WW-VOLT-FINISH-HS-PLED/ WALL MOUNTED @ 8FT AFG TO BOF 1 WM2C Single 3206 32.4 0.900 B0-U0-G1 USAL RZR-WM1-PLED-II-20LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF 1 WM3B Single 6707 64.7 0.900 B0-U0-G2 USAL RZR-WM2-PLED-III-M-40LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF 3 WM4FB Single 6546 64.7 0.900 B0-U0-G2 USAL RZR-WM2-PLED-IV-FT-40LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 18FT AFG TO BOF 10 WM4FC Single 6546 64.7 0.900 B0-U0-G2 USAL RZR-WM2-PLED-IV-FT-40LED-525mA-WW-VOLT-FINISH-HS-PLED / WALL MOUNTED @ 16FT AFG TO BOF Calculation Summary Label Grid Height Avg Max Min Avg/Min Max/Min EX BLDG LOADING 0 1.81 3.6 0.5 3.62 7.20 EX BLDG PARKING 0 1.97 3.8 0.4 4.93 9.50 LOADING 0 0.61 3.0 0.0 N.A.N.A. OVERALL SITE 0 0.15 5.5 0.0 N.A.N.A. PARKING 0 1.43 1.9 1.0 1.43 1.90 REAR WALKWAY 1.99 2.9 1.2 1.66 2.42 JOB NAME: 500 SULLIVAN AVE - SOUTH WINDSOR, CT APEX LIGHTING SOLUTIONS WORKPLANE/CALC PLANE: AT FINISH GRADE MOUNTING HEIGHT: SEE FIXTURE LABELS APPS: LED SALES: SP SPECIFIER: DESIGN PROFESSIONALS INC NOTE: THE ELECTRICAL ENGINEER WILL PROVIDE DESIGNS FOR A CENTRALLY LOCATED PHOTOCELL THAT IS TIED TO ALL THE FIXTURES AND A TIMER. THE PROPOSED TIMER WILL BE PROGRAMMED TO TURN THE LIGHTS OFF 1-HOUR AFTER THE CLOSE OF BUSINESS.©···esignrofessionalsSome differences between measured values and calculated results may occur due to NOTE TO REVIEWER: Total Light Loss Factor (LLF) applied at time of design is determined by applying the Lamp Lumen Depreciation (LLD) from current lamp manufacturer's catalog, a Luminaire Dirt Depreciation Factor (LDD) based on IES recommended values and a Ballast Factor (BF) from current ballast specification sheets. Application of an incorrect Light Loss Factor (LLF) will result in forecasts of performance that will not accurately depict actual results. input data, differences will occur between measured values and calculated values. the lighting calculations. If the real environment conditions do not match the dimensions, reflectances, furniture and architectural elements significantly affect variations. Input data used to generate the attached calculations such as room measurement techniques and field conditions such as voltage and temperature tolerances in calculation methods, testing procedures, component performance, * LLF Determined Using Current Published Lamp Data For proper comparison of photometric layouts, it is essential that you insist all designers use correct Light Loss Factors. GENERAL DISCLAIMER: Calculations have been performed according to IES standards and good practice SITE LIGHTING NOTES: 1.THE LIGHT LEVELS SHOWN ON THESE PLANS (IN FOOTCANDLES) ARE APPROXIMATE AND BASED ON INFORMATION PROVIDED BY THE MANUFACTURER. 2.ELECTRICAL DESIGN OF SITE LIGHTING TO BE COMPLETED BY AN ELECTRICAL ENGINEER LICENSED IN THE STATE OF CONNECTICUT (BY OTHERS). 3.INSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. 4.EXISTING LIGHTING NOT INCLUDED IN LIGHTING LEVEL CALCULATIONS. 5.'CALL BEFORE YOU DIG' - CONTRACTOR SHALL NOTIFY UTILITY COMPANIES OF PENDING EXCAVATION AT OR NEAR PUBLIC UTILITIES. CALL 811 AT LEAST 72 HOURS PRIOR TO BEGINNING EXCAVATION. 6.THIS PLAN SHALL BE USED FOR SITE LIGHTING ONLY. 7.IN ACCORDANCE WITH PZC APPROVAL LETTER COMMENT #14, THE APPLICANT IS REQUIRED TO REQUEST OF EVERSOURCE THAT THEIR LIGHTS THAT ARE ILLUMINATING, IN HOLE OR IN PART, THE SITE, BE DISCONNECTED FROM THEIR POWER SOURCE ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale ACCESSIBLE PARKING SIGN3 Not to Scale AUTOMOBILE AND VAN ACCESSIBLE PARKING SPACES4 “ ” · ·” ·“” · · · ©···esignrofessionalsNot to Scale PARALLEL SIDEWALK RAMP1 Not to Scale CONCRETE CONSTRUCTION JOINT2 Not to Scale MONOLITHIC CONCRETE CURB & WALK3 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY4 Not to Scale MANHOLD FRAME AND COVER5 Not to Scale DRAIN MANHOLE6 Not to Scale MOUNTABLE BITUMINOUS CONCRETE LIP CURB7 Not to Scale BITUMINOUS CONCRETE LIP CURB8 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - HEAVY DUTY9 Not to Scale CONCRETE PAVEMENT SECTION - HEAVY DUTY10 Not to Scale VAN ACCESSIBLE EV CHARGING STATION LAYOUT12 Not to Scale STANDARD EV CHARGING STATION LAYOUT11 ©···esignrofessionalsNot to Scale STORMWATER CHAMBERS14 Not to Scale DUMPSTER PAD SECTION11 Not to Scale DUMPSTER ENCLOSURE SECTION12 Not to Scale OUTLET CONTROL STRUCTURE W/ DIVISION WEIR PLAN VIEW13 Not to Scale BITUMINOUS CONCRETE DRIVEWAY (CT DOT HW-922_01)15 ©···esignrofessionalsNot to Scale PAVEMENT REPAIR2 Not to Scale STOP SIGN (CTDOT 31_0552)1 FLOOR PLANMEZZANINE FLOOR PLANC O P Y R I G H T ©2 0 2 5 B Y G R E N G I N E E R I N G , L L C . A L L D E S I G N S P R E S E N T E D A R E T H E S O L E P R O P E R T Y O F G R E N GI NEE R ING, L LC A ND MA Y NOT BE USED , REPR ODUC ED OR D I S T R I B U T E D W I T H O U T P E R M I S S I O N F R O M G R E N G I N E E R I N G , L L CSheet Name:Project #:Sheet No.:Drawn By:Issue Date:Checked By:No.Description Date Gary Reola, P.E. #23741 UNITED DELIVERY PROPOSED 30,000 S.F. WAREHOUSE BUILDING 500 Sullivan Avenue South Windsor, ConnecticutFLOOR PLANS25001.3006/26/25A100BPGRA Issued for Client Use 06/25/25 Z:\PROJECTS\2025\25001.30 - United Delivery - Warehouse Bldg - South Windsor, CT\01_Design\A100 - Floor Plan.dwg, 6/26/2025 12:39:33 PM SOUTH ELEVATIONEAST ELEVATIONNORTH ELEVATIONWEST ELEVATIONC O P Y R I G H T ©2 0 2 5 B Y G R E N G I N E E R I N G , L L C . A L L D E S I G N S P R E S E N T E D A R E T H E S O L E P R O P E R T Y O F G R E N G INEE R ING, L LC AND M A Y NOT BE USE D, R EP RODU CED OR D I S T R I B U T E D W I T H O U T P E R M I S S I O N F R O M G R E N G I N E E R I N G , L L CSheet Name:Project #:Sheet No.:Drawn By:Issue Date:Checked By:No.Description Date Gary Reola, P.E. #23741 UNITED DELIVERY PROPOSED 30,000 S.F. WAREHOUSE BUILDING 500 Sullivan Avenue South Windsor, ConnecticutEXTERIOR ELEVATIONS25001.3006/26/25A400BPGRA Issued for Client Use 06/25/25 Z:\PROJECTS\2025\25001.30 - United Delivery - Warehouse Bldg - South Windsor, CT\01_Design\A400 - Exterior Elevations.dwg, 6/26/2025 12:39:33 PM G:\jobs\5284\Engineering\Stormwater\5284 - Drainage Supplemental Report.docx P.O. BOX 1167 58 CONNECTICUT AVE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island July 29, 2025 Mr. John Henault, P.E. Town Engineering Department 1540 Sullivan Avenue South Windsor, CT Re: Stormwater Drainage Computations Supplemental Statement Storm Sewer Analysis App. 24-25P ~ United Delivery Warehouse – 500 Sullivan Avenue Dear Mr. Doolittle: This letter is intended to serve as a supplemental to the Storm Sewer Analysis section of our previously submitted Stormwater Drainage Computations for App. 24-25P entitled “Stormwater Drainage Computations ~ United Delivery Warehouse ~ 500 Sullivan Ave ~ South Windsor, Connecticut ~ Dated July 16, 2024, and Revised to: July 11, 2025”. Updated Storm Sewer Analysis results considering changes to site drainage plan are discussed. For more information, please refer to the plans entitled “United Delivery Warehouse ~ Site Plan Application ~ 500 Sullivan Ave ~ South Windsor, CT ~ GIS PIN: 87300500” prepared by Design Professionals, Inc., and dated July 16, 2024, as amended to July 29, 2025. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions. Storm Sewer Calculation results are included as Attachment A of this statement. Please contact us with any questions. Sincerely, DESIGN PROFESSIONALS, INC. Daniel H. Jameson, P.E. Director of Engineering List of Attachments • Attachment A – Storm Sewer Analysis Results Attachment A Storm Sewer Analysis Results Storm Drainage Computations United Delivery Warehouse 500 Sullivan Ave South Windsor, CT Prepared by: Design Professionals, Inc. 58 Connecticut Ave, Suite H, PO Box 1167 South Windsor, CT 06074 July 16, 2024 Revised to: July 11, 2025 Page 2 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 2 Analysis of Results 3 Storm Sewer Analysis 4 Water Quality 4 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 Storm Sewer Analysis F Water Quality Flow Data G Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction United Delivery, Inc. is proposing a development at 500 Sullivan Ave in South Windsor, Connecticut. The properties are referenced on the South Windsor Tax Assessors map as GIS No. 87300500. The proposed development will include the construction of a new 30,000+ sf warehouse building and associated site improvements to include but not be limited to parking areas for vehicles, truck loading areas, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. The total parcel area is 4.27+ acres. Approximately 2.2 acres of the parcel is proposed to be disturbed during construction. For more information, please refer to the plans entitled “United Delivery Warehouse ~ Site Plan Application ~ 500 Sullivan Ave ~ South Windsor, CT ~ GIS Pin: 87300500” prepared by Design Professionals, Inc., and dated July 16, 2024, as amended. Pre-Development Site Conditions The existing surficial characteristics of the area to be developed can be primarily classified as an industrial site with undisturbed woodland areas in the northern half of the property. Review of the topography in the area indicated that stormwater runoff from the site would flow to one of three design points: • Design Point 1: Stormwater runoff to Sullivan Ave • Design Point 2: Sheet flow across western property boundary to the water quality basin for 40 Kennedy Road, the Fed-Ex Distribution Facility • Design Point 3: Sheet flow across eastern property boundary to the stormwater conveyance system on the west side of the building strip at 524 Sullivan Ave. 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, soils types B, C, and D are 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. Page 3 Post-Development Site Conditions Proposed site improvements include the construction of a new 30,000+ sf warehouse building and associated site improvements to include but not be limited to parking areas for vehicles, truck loading areas, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s Increased peak stormwater runoff from the site as a result of the proposed improvements will be controlled in one of two proposed detention systems. A surface basin is proposed to attenuate peak flows to Design Point 2. An underground detention system is proposed to control peak flows to Design Point 1. 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 Sullivan Ave Pre 3.61 6.43 8.21 9.51 10.93 Post 3.49 5.57 7.23 8.49 10.29 DP#2 – Sheet Flow across Western Property boundary Pre 0.18 0.79 1.28 1.68 2.14 Post 0.11 0.48 1.06 1.51 2.04 DP#3 – Sheet Flow across Eastern Property Boundary Pre 0.01 0.08 0.15 0.20 0.27 Post 0.00 0.05 0.09 0.12 0.16 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. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface Page 4 culverts will convey storm runoff without resulting in any unacceptable flooding conditions. Storm Sewer Calculation results are included as Appendix E of this report. Water Quality ADS Barracuda Hydrodynamic Separators will also be utilized to address water quality for all areas conveyed to the proposed underground chamber systems. The barracuda was selected based on its ability to treat more than the determined water quality flow rate based on manufacture specs for treatable flow rate. The required water quality flow was calculated considering recommended equations provided in the 2024 Connecticut Stormwater Quality Manual. Water Quality Flow calculations and ADS Barracuda Manufacturers specs are included as Appendix F of this report. The proposed temporary sediment trap was sized in accordance with the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. 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 E1 E2 E2 E3 E3 E4 E4 E5 E5 E6 E6 DP1 DP1 DP2 DP2 DP3 DP3 Routing Diagram for 5284 - HydroCAD (Final Plan) Prepared by Design Professionals, Inc. , Printed 7/11/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions 5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-YR 24-HR NOAA 24-hr D Default 24.00 1 3.13 2 2 10-YR 24-HR NOAA 24-hr D Default 24.00 1 4.96 2 3 25-YR 24-HR NOAA 24-hr D Default 24.00 1 6.11 2 4 50-YR 24-HR NOAA 24-hr D Default 24.00 1 6.95 2 5 100-YR 24-HR NOAA 24-hr D Default 24.00 1 7.87 2 Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=2.38"Subcatchment E1: E1 Tc=6.0 min CN=93 Runoff=2.06 cfs 0.154 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=1.41"Subcatchment E2: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.10 cfs 0.013 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=2.10"Subcatchment E3: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=1.80 cfs 0.185 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=0.42"Subcatchment E4: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=0.18 cfs 0.055 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=0.23"Subcatchment E5: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.01 cfs 0.003 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=1.41"Subcatchment E6: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=0.67 cfs 0.127 af Inflow=3.61 cfs 0.479 afLink DP1: DP1 Primary=3.61 cfs 0.479 af Inflow=0.18 cfs 0.055 afLink DP2: DP2 Primary=0.18 cfs 0.055 af Inflow=0.01 cfs 0.003 afLink DP3: DP3 Primary=0.01 cfs 0.003 af Total Runoff Area = 4.743 ac Runoff Volume = 0.537 af Average Runoff Depth = 1.36" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=4.16"Subcatchment E1: E1 Tc=6.0 min CN=93 Runoff=3.48 cfs 0.269 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=2.95"Subcatchment E2: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.22 cfs 0.027 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=3.84"Subcatchment E3: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=3.21 cfs 0.337 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=1.35"Subcatchment E4: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=0.79 cfs 0.177 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=0.96"Subcatchment E5: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.08 cfs 0.011 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=2.95"Subcatchment E6: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=1.41 cfs 0.266 af Inflow=6.43 cfs 0.900 afLink DP1: DP1 Primary=6.43 cfs 0.900 af Inflow=0.79 cfs 0.177 afLink DP2: DP2 Primary=0.79 cfs 0.177 af Inflow=0.08 cfs 0.011 afLink DP3: DP3 Primary=0.08 cfs 0.011 af Total Runoff Area = 4.743 ac Runoff Volume = 1.088 af Average Runoff Depth = 2.75" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=5.29"Subcatchment E1: E1 Tc=6.0 min CN=93 Runoff=4.36 cfs 0.343 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=3.98"Subcatchment E2: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.29 cfs 0.037 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=4.95"Subcatchment E3: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=4.08 cfs 0.435 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=2.08"Subcatchment E4: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=1.28 cfs 0.274 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=1.58"Subcatchment E5: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.15 cfs 0.018 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=3.98"Subcatchment E6: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=1.90 cfs 0.359 af Inflow=8.21 cfs 1.174 afLink DP1: DP1 Primary=8.21 cfs 1.174 af Inflow=1.28 cfs 0.274 afLink DP2: DP2 Primary=1.28 cfs 0.274 af Inflow=0.15 cfs 0.018 afLink DP3: DP3 Primary=0.15 cfs 0.018 af Total Runoff Area = 4.743 ac Runoff Volume = 1.466 af Average Runoff Depth = 3.71" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=6.12"Subcatchment E1: E1 Tc=6.0 min CN=93 Runoff=5.00 cfs 0.397 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=4.76"Subcatchment E2: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.35 cfs 0.044 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=5.77"Subcatchment E3: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=4.72 cfs 0.507 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=2.67"Subcatchment E4: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=1.68 cfs 0.351 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=2.09"Subcatchment E5: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.20 cfs 0.024 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=4.76"Subcatchment E6: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=2.26 cfs 0.429 af Inflow=9.51 cfs 1.377 afLink DP1: DP1 Primary=9.51 cfs 1.377 af Inflow=1.68 cfs 0.351 afLink DP2: DP2 Primary=1.68 cfs 0.351 af Inflow=0.20 cfs 0.024 afLink DP3: DP3 Primary=0.20 cfs 0.024 af Total Runoff Area = 4.743 ac Runoff Volume = 1.752 af Average Runoff Depth = 4.43" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 74.97% Impervious Runoff Depth=7.03"Subcatchment E1: E1 Tc=6.0 min CN=93 Runoff=5.70 cfs 0.456 af Runoff Area=4,807 sf 6.14% Impervious Runoff Depth=5.62"Subcatchment E2: E2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.41 cfs 0.052 af Runoff Area=45,927 sf 63.98% Impervious Runoff Depth=6.68"Subcatchment E3: E3 Flow Length=248' Tc=16.7 min CN=90 Runoff=5.41 cfs 0.587 af Runoff Area=68,876 sf 0.00% Impervious Runoff Depth=3.35"Subcatchment E4: E4 Flow Length=327' Tc=63.5 min CN=61 Runoff=2.14 cfs 0.441 af Runoff Area=5,992 sf 0.00% Impervious Runoff Depth=2.70"Subcatchment E5: E5 Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 Runoff=0.27 cfs 0.031 af Runoff Area=47,120 sf 55.78% Impervious Runoff Depth=5.62"Subcatchment E6: E6 Flow Length=264' Tc=56.2 min CN=81 Runoff=2.65 cfs 0.507 af Inflow=10.93 cfs 1.601 afLink DP1: DP1 Primary=10.93 cfs 1.601 af Inflow=2.14 cfs 0.441 afLink DP2: DP2 Primary=2.14 cfs 0.441 af Inflow=0.27 cfs 0.031 afLink DP3: DP3 Primary=0.27 cfs 0.031 af Total Runoff Area = 4.743 ac Runoff Volume = 2.072 af Average Runoff Depth = 5.24" 60.62% Pervious = 2.875 ac 39.38% Impervious = 1.868 ac Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 Runoff = 2.06 cfs @ 12.13 hrs, Volume= 0.154 af, Depth= 2.38" Routed to Link DP1 : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 6,932 80 >75% Grass cover, Good, HSG D 1,547 77 Woods, Good, HSG D * 25,392 98 IMPERVIOUS 33,871 93 Weighted Average 8,479 25.03% Pervious Area 25,392 74.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1: E1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=33,871 sf Runoff Volume=0.154 af Runoff Depth=2.38" Tc=6.0 min CN=93 2.06 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: E2 Runoff = 0.10 cfs @ 12.37 hrs, Volume= 0.013 af, Depth= 1.41" Routed to Link DP1 : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 4,278 80 >75% Grass cover, Good, HSG D 234 77 Woods, Good, HSG D * 295 98 IMPERVIOUS 4,807 81 Weighted Average 4,512 93.86% Pervious Area 295 6.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.1 100 0.0050 0.07 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.13" 0.4 22 0.0160 0.89 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 25.5 122 Total Subcatchment E2: E2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=4,807 sf Runoff Volume=0.013 af Runoff Depth=1.41" Flow Length=122' Tc=25.5 min CN=81 0.10 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: E3 Runoff = 1.80 cfs @ 12.25 hrs, Volume= 0.185 af, Depth= 2.10" Routed to Link DP1 : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 742 61 >75% Grass cover, Good, HSG B 4,145 74 >75% Grass cover, Good, HSG C 9,843 80 >75% Grass cover, Good, HSG D 78 55 Woods, Good, HSG B 1,736 70 Woods, Good, HSG C * 29,383 98 IMPERVIOUS 45,927 90 Weighted Average 16,544 36.02% Pervious Area 29,383 63.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 100 0.0230 0.12 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.13" 1.1 148 0.0130 2.31 Shallow Concentrated Flow, Pavement SCF Paved Kv= 20.3 fps 2.0 Direct Entry, Pipe Flow 16.7 248 Total Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=45,927 sf Runoff Volume=0.185 af Runoff Depth=2.10" Flow Length=248' Tc=16.7 min CN=90 1.80 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E4: E4 Runoff = 0.18 cfs @ 13.13 hrs, Volume= 0.055 af, Depth= 0.42" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 389 61 >75% Grass cover, Good, HSG B 3,667 74 >75% Grass cover, Good, HSG C 42,851 55 Woods, Good, HSG B 21,969 70 Woods, Good, HSG C 68,876 61 Weighted Average 68,876 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 57.5 100 0.0070 0.03 Sheet Flow, Woodland SF Woods: Dense underbrush n= 0.800 P2= 3.13" 6.0 227 0.0160 0.63 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 63.5 327 Total Subcatchment E4: E4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 24-HR Rainfall=3.13" Runoff Area=68,876 sf Runoff Volume=0.055 af Runoff Depth=0.42" Flow Length=327' Tc=63.5 min CN=61 0.18 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E5: E5 Runoff = 0.01 cfs @ 12.61 hrs, Volume= 0.003 af, Depth= 0.23" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 5,992 55 Woods, Good, HSG B 0 77 Woods, Good, HSG D * 0 98 IMPERVIOUS 5,992 55 Weighted Average 5,992 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.7 42 0.0180 0.04 Sheet Flow, Woodland SF Woods: Dense underbrush n= 0.800 P2= 3.13" Subcatchment E5: E5 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=5,992 sf Runoff Volume=0.003 af Runoff Depth=0.23" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.01 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E6: E6 Runoff = 0.67 cfs @ 12.80 hrs, Volume= 0.127 af, Depth= 1.41" Routed to Link DP1 : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 4,442 61 >75% Grass cover, Good, HSG B 623 80 >75% Grass cover, Good, HSG D 13,160 55 Woods, Good, HSG B 2,612 77 Woods, Good, HSG D * 26,283 98 IMPERVIOUS 47,120 81 Weighted Average 20,837 44.22% Pervious Area 26,283 55.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 52.0 100 0.0090 0.03 Sheet Flow, Woodland SF Woods: Dense underbrush n= 0.800 P2= 3.13" 1.5 54 0.0150 0.61 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 0.7 110 0.0150 2.49 Shallow Concentrated Flow, Paved SCF Paved Kv= 20.3 fps 2.0 Direct Entry, Pipe Flow 56.2 264 Total Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E6: E6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 24-HR Rainfall=3.13" Runoff Area=47,120 sf Runoff Volume=0.127 af Runoff Depth=1.41" Flow Length=264' Tc=56.2 min CN=81 0.67 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1: DP1 Inflow Area = 3.024 ac, 61.76% Impervious, Inflow Depth = 1.90" for 2-YR 24-HR event Inflow = 3.61 cfs @ 12.15 hrs, Volume= 0.479 af Primary = 3.61 cfs @ 12.15 hrs, Volume= 0.479 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=3.024 ac 3.61 cfs 3.61 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2: DP2 Inflow Area = 1.581 ac, 0.00% Impervious, Inflow Depth = 0.42" for 2-YR 24-HR event Inflow = 0.18 cfs @ 13.13 hrs, Volume= 0.055 af Primary = 0.18 cfs @ 13.13 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.581 ac 0.18 cfs 0.18 cfs Existing Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3: DP3 Inflow Area = 0.138 ac, 0.00% Impervious, Inflow Depth = 0.23" for 2-YR 24-HR event Inflow = 0.01 cfs @ 12.61 hrs, Volume= 0.003 af Primary = 0.01 cfs @ 12.61 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs Link DP3: DP3 Inflow Primary Hydrograph Time (hours) 424038363432302826242220181614121086420Flow (cfs)0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.138 ac 0.01 cfs 0.01 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=33,871 sf Runoff Volume=0.269 af Runoff Depth=4.16" Tc=6.0 min CN=93 3.48 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 10-YR 24-HR Rainfall=4.96" Runoff Area=4,807 sf Runoff Volume=0.027 af Runoff Depth=2.95" Flow Length=122' Tc=25.5 min CN=81 0.22 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=45,927 sf Runoff Volume=0.337 af Runoff Depth=3.84" Flow Length=248' Tc=16.7 min CN=90 3.21 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 10-YR 24-HR Rainfall=4.96" Runoff Area=68,876 sf Runoff Volume=0.177 af Runoff Depth=1.35" Flow Length=327' Tc=63.5 min CN=61 0.79 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=5,992 sf Runoff Volume=0.011 af Runoff Depth=0.96" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.08 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=47,120 sf Runoff Volume=0.266 af Runoff Depth=2.95" Flow Length=264' Tc=56.2 min CN=81 1.41 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=3.024 ac 6.43 cfs 6.43 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 Inflow Area=1.581 ac 0.79 cfs 0.79 cfs Existing Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP3: DP3 Inflow Primary Hydrograph Time (hours) 424038363432302826242220181614121086420Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.138 ac 0.08 cfs 0.08 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=33,871 sf Runoff Volume=0.343 af Runoff Depth=5.29" Tc=6.0 min CN=93 4.36 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=4,807 sf Runoff Volume=0.037 af Runoff Depth=3.98" Flow Length=122' Tc=25.5 min CN=81 0.29 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=45,927 sf Runoff Volume=0.435 af Runoff Depth=4.95" Flow Length=248' Tc=16.7 min CN=90 4.08 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=68,876 sf Runoff Volume=0.274 af Runoff Depth=2.08" Flow Length=327' Tc=63.5 min CN=61 1.28 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=5,992 sf Runoff Volume=0.018 af Runoff Depth=1.58" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.15 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=47,120 sf Runoff Volume=0.359 af Runoff Depth=3.98" Flow Length=264' Tc=56.2 min CN=81 1.90 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=3.024 ac 8.21 cfs 8.21 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.581 ac 1.28 cfs 1.28 cfs Existing Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP3: DP3 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.138 ac 0.15 cfs 0.15 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=33,871 sf Runoff Volume=0.397 af Runoff Depth=6.12" Tc=6.0 min CN=93 5.00 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=4,807 sf Runoff Volume=0.044 af Runoff Depth=4.76" Flow Length=122' Tc=25.5 min CN=81 0.35 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=45,927 sf Runoff Volume=0.507 af Runoff Depth=5.77" Flow Length=248' Tc=16.7 min CN=90 4.72 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=68,876 sf Runoff Volume=0.351 af Runoff Depth=2.67" Flow Length=327' Tc=63.5 min CN=61 1.68 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=5,992 sf Runoff Volume=0.024 af Runoff Depth=2.09" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.20 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=47,120 sf Runoff Volume=0.429 af Runoff Depth=4.76" Flow Length=264' Tc=56.2 min CN=81 2.26 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.024 ac 9.51 cfs 9.51 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.581 ac 1.68 cfs 1.68 cfs Existing Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP3: DP3 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.138 ac 0.20 cfs 0.20 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=33,871 sf Runoff Volume=0.456 af Runoff Depth=7.03" Tc=6.0 min CN=93 5.70 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 100-YR 24-HR Rainfall=7.87" Runoff Area=4,807 sf Runoff Volume=0.052 af Runoff Depth=5.62" Flow Length=122' Tc=25.5 min CN=81 0.41 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=45,927 sf Runoff Volume=0.587 af Runoff Depth=6.68" Flow Length=248' Tc=16.7 min CN=90 5.41 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=68,876 sf Runoff Volume=0.441 af Runoff Depth=3.35" Flow Length=327' Tc=63.5 min CN=61 2.14 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=5,992 sf Runoff Volume=0.031 af Runoff Depth=2.70" Flow Length=42' Slope=0.0180 '/' Tc=19.7 min CN=55 0.27 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=47,120 sf Runoff Volume=0.507 af Runoff Depth=5.62" Flow Length=264' Tc=56.2 min CN=81 2.65 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.024 ac 10.93 cfs 10.93 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.581 ac 2.14 cfs 2.14 cfs Existing Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP3: DP3 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.138 ac 0.27 cfs 0.27 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P1 P1 P2 P2 P3 P3 P4 P4 P5 P5 (DP3*) P6 P6 P7 P7 PP1 PP1 (DP2*) UGC UGC DP1* DP1* Routing Diagram for 5284 - HydroCAD (Final Plan) Prepared by Design Professionals, Inc. , Printed 7/11/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 76.27% Impervious Runoff Depth=2.48"Subcatchment P1: P1 Tc=6.0 min CN=94 Runoff=2.12 cfs 0.160 af Runoff Area=4,237 sf 6.96% Impervious Runoff Depth=1.41"Subcatchment P2: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.09 cfs 0.011 af Runoff Area=52,832 sf 68.51% Impervious Runoff Depth=2.19"Subcatchment P3: P3 Tc=8.0 min CN=91 Runoff=2.82 cfs 0.222 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=0.61"Subcatchment P4: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=0.22 cfs 0.053 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=0.23"Subcatchment P5: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.00 cfs 0.001 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=2.19"Subcatchment P6: P6 Tc=8.0 min CN=91 Runoff=2.03 cfs 0.160 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=2.90"Subcatchment P7: P7 Tc=6.0 min CN=98 Runoff=2.03 cfs 0.166 af Peak Elev=85.35' Storage=6,030 cf Inflow=2.04 cfs 0.219 afPond PP1: PP1 (DP2*) Outflow=0.11 cfs 0.180 af Peak Elev=80.92' Storage=2,981 cf Inflow=4.84 cfs 0.381 afPond UGC: UGC Outflow=1.53 cfs 0.381 af Inflow=3.49 cfs 0.553 afLink DP1*: DP1* Primary=3.49 cfs 0.553 af Total Runoff Area = 4.743 ac Runoff Volume = 0.773 af Average Runoff Depth = 1.96" 40.73% Pervious = 1.932 ac 59.27% Impervious = 2.811 ac Proposed Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 76.27% Impervious Runoff Depth=4.27"Subcatchment P1: P1 Tc=6.0 min CN=94 Runoff=3.53 cfs 0.277 af Runoff Area=4,237 sf 6.96% Impervious Runoff Depth=2.95"Subcatchment P2: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.19 cfs 0.024 af Runoff Area=52,832 sf 68.51% Impervious Runoff Depth=3.94"Subcatchment P3: P3 Tc=8.0 min CN=91 Runoff=4.90 cfs 0.399 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=1.70"Subcatchment P4: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=0.73 cfs 0.147 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=0.96"Subcatchment P5: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.05 cfs 0.004 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=3.94"Subcatchment P6: P6 Tc=8.0 min CN=91 Runoff=3.53 cfs 0.287 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=4.72"Subcatchment P7: P7 Tc=6.0 min CN=98 Runoff=3.25 cfs 0.271 af Peak Elev=85.59' Storage=10,253 cf Inflow=3.38 cfs 0.418 afPond PP1: PP1 (DP2*) Outflow=0.48 cfs 0.361 af Peak Elev=81.70' Storage=6,209 cf Inflow=8.43 cfs 0.686 afPond UGC: UGC Outflow=2.95 cfs 0.686 af Inflow=5.57 cfs 0.986 afLink DP1*: DP1* Primary=5.57 cfs 0.986 af Total Runoff Area = 4.743 ac Runoff Volume = 1.409 af Average Runoff Depth = 3.56" 40.73% Pervious = 1.932 ac 59.27% Impervious = 2.811 ac Proposed Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 76.27% Impervious Runoff Depth=5.41"Subcatchment P1: P1 Tc=6.0 min CN=94 Runoff=4.40 cfs 0.350 af Runoff Area=4,237 sf 6.96% Impervious Runoff Depth=3.98"Subcatchment P2: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.26 cfs 0.032 af Runoff Area=52,832 sf 68.51% Impervious Runoff Depth=5.06"Subcatchment P3: P3 Tc=8.0 min CN=91 Runoff=6.19 cfs 0.512 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=2.52"Subcatchment P4: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=1.12 cfs 0.218 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=1.58"Subcatchment P5: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.09 cfs 0.007 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=5.06"Subcatchment P6: P6 Tc=8.0 min CN=91 Runoff=4.47 cfs 0.369 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=5.87"Subcatchment P7: P7 Tc=6.0 min CN=98 Runoff=4.01 cfs 0.337 af Peak Elev=85.67' Storage=11,697 cf Inflow=4.26 cfs 0.555 afPond PP1: PP1 (DP2*) Outflow=1.06 cfs 0.494 af Peak Elev=82.27' Storage=8,216 cf Inflow=10.66 cfs 0.881 afPond UGC: UGC Outflow=4.00 cfs 0.881 af Inflow=7.26 cfs 1.264 afLink DP1*: DP1* Primary=7.26 cfs 1.264 af Total Runoff Area = 4.743 ac Runoff Volume = 1.826 af Average Runoff Depth = 4.62" 40.73% Pervious = 1.932 ac 59.27% Impervious = 2.811 ac Proposed Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 76.27% Impervious Runoff Depth=6.24"Subcatchment P1: P1 Tc=6.0 min CN=94 Runoff=5.04 cfs 0.404 af Runoff Area=4,237 sf 6.96% Impervious Runoff Depth=4.76"Subcatchment P2: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.31 cfs 0.039 af Runoff Area=52,832 sf 68.51% Impervious Runoff Depth=5.89"Subcatchment P3: P3 Tc=8.0 min CN=91 Runoff=7.13 cfs 0.595 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=3.17"Subcatchment P4: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=1.43 cfs 0.274 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=2.09"Subcatchment P5: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.12 cfs 0.010 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=5.89"Subcatchment P6: P6 Tc=8.0 min CN=91 Runoff=5.14 cfs 0.429 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=6.71"Subcatchment P7: P7 Tc=6.0 min CN=98 Runoff=4.56 cfs 0.385 af Peak Elev=85.72' Storage=12,591 cf Inflow=4.91 cfs 0.659 afPond PP1: PP1 (DP2*) Outflow=1.51 cfs 0.596 af Peak Elev=82.79' Storage=9,699 cf Inflow=12.28 cfs 1.024 afPond UGC: UGC Outflow=4.69 cfs 1.024 af Inflow=8.46 cfs 1.467 afLink DP1*: DP1* Primary=8.46 cfs 1.467 af Total Runoff Area = 4.743 ac Runoff Volume = 2.136 af Average Runoff Depth = 5.40" 40.73% Pervious = 1.932 ac 59.27% Impervious = 2.811 ac Proposed Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.02 hrs, 2101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=33,871 sf 76.27% Impervious Runoff Depth=7.15"Subcatchment P1: P1 Tc=6.0 min CN=94 Runoff=5.74 cfs 0.463 af Runoff Area=4,237 sf 6.96% Impervious Runoff Depth=5.62"Subcatchment P2: P2 Flow Length=122' Tc=25.5 min CN=81 Runoff=0.36 cfs 0.046 af Runoff Area=52,832 sf 68.51% Impervious Runoff Depth=6.80"Subcatchment P3: P3 Tc=8.0 min CN=91 Runoff=8.16 cfs 0.687 af Runoff Area=45,184 sf 0.42% Impervious Runoff Depth=3.90"Subcatchment P4: P4 Flow Length=327' Tc=56.6 min CN=66 Runoff=1.77 cfs 0.337 af Runoff Area=2,381 sf 0.00% Impervious Runoff Depth=2.70"Subcatchment P5: P5 (DP3*) Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 Runoff=0.16 cfs 0.012 af Runoff Area=38,090 sf 78.61% Impervious Runoff Depth=6.80"Subcatchment P6: P6 Tc=8.0 min CN=91 Runoff=5.88 cfs 0.495 af Runoff Area=30,000 sf 100.00% Impervious Runoff Depth=7.63"Subcatchment P7: P7 Tc=6.0 min CN=98 Runoff=5.17 cfs 0.438 af Peak Elev=85.76' Storage=13,445 cf Inflow=5.64 cfs 0.775 afPond PP1: PP1 (DP2*) Outflow=2.04 cfs 0.711 af Peak Elev=83.32' Storage=10,769 cf Inflow=14.04 cfs 1.182 afPond UGC: UGC Outflow=7.59 cfs 1.182 af Inflow=10.29 cfs 1.691 afLink DP1*: DP1* Primary=10.29 cfs 1.691 af Total Runoff Area = 4.743 ac Runoff Volume = 2.479 af Average Runoff Depth = 6.27" 40.73% Pervious = 1.932 ac 59.27% Impervious = 2.811 ac Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 Runoff = 2.12 cfs @ 12.13 hrs, Volume= 0.160 af, Depth= 2.48" Routed to Link DP1* : DP1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 6,491 80 >75% Grass cover, Good, HSG D 1,547 77 Woods, Good, HSG D * 25,833 98 IMPERVIOUS 33,871 94 Weighted Average 8,038 23.73% Pervious Area 25,833 76.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: P1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=33,871 sf Runoff Volume=0.160 af Runoff Depth=2.48" Tc=6.0 min CN=94 2.12 cfs Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 0.09 cfs @ 12.37 hrs, Volume= 0.011 af, Depth= 1.41" Routed to Link DP1* : DP1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 3,708 80 >75% Grass cover, Good, HSG D 234 77 Woods, Good, HSG D * 295 98 IMPERVIOUS 4,237 81 Weighted Average 3,942 93.04% Pervious Area 295 6.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.1 100 0.0050 0.07 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.13" 0.4 22 0.0160 0.89 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 25.5 122 Total Subcatchment P2: P2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=4,237 sf Runoff Volume=0.011 af Runoff Depth=1.41" Flow Length=122' Tc=25.5 min CN=81 0.09 cfs Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 2.82 cfs @ 12.15 hrs, Volume= 0.222 af, Depth= 2.19" Routed to Pond UGC : UGC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 552 61 >75% Grass cover, Good, HSG B 5,905 74 >75% Grass cover, Good, HSG C 10,179 80 >75% Grass cover, Good, HSG D 1 70 Woods, Good, HSG C * 36,195 98 IMPERVIOUS 52,832 91 Weighted Average 16,637 31.49% Pervious Area 36,195 68.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=52,832 sf Runoff Volume=0.222 af Runoff Depth=2.19" Tc=8.0 min CN=91 2.82 cfs Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 0.22 cfs @ 12.90 hrs, Volume= 0.053 af, Depth= 0.61" Routed to Pond PP1 : PP1 (DP2*) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 17,969 61 >75% Grass cover, Good, HSG B 20,130 74 >75% Grass cover, Good, HSG C 6,229 55 Woods, Good, HSG B 668 70 Woods, Good, HSG C * 188 98 IMPERVIOUS 45,184 66 Weighted Average 44,996 99.58% Pervious Area 188 0.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.1 80 0.0070 0.03 Sheet Flow, Woodland SF Woods: Dense underbrush n= 0.800 P2= 3.13" 4.2 20 0.0070 0.08 Sheet Flow, Grass SF Grass: Short n= 0.150 P2= 3.13" 4.3 227 0.0160 0.89 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 56.6 327 Total Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 24-HR Rainfall=3.13" Runoff Area=45,184 sf Runoff Volume=0.053 af Runoff Depth=0.61" Flow Length=327' Tc=56.6 min CN=66 0.22 cfs Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 (DP3*) Runoff = 0.00 cfs @ 12.29 hrs, Volume= 0.001 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B 2,381 55 Woods, Good, HSG B 0 77 Woods, Good, HSG D 2,381 55 Weighted Average 2,381 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 42 0.0180 0.09 Sheet Flow, Woodland SF Grass: Dense n= 0.240 P2= 3.13" Subcatchment P5: P5 (DP3*) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=2,381 sf Runoff Volume=0.001 af Runoff Depth=0.23" Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 0.00 cfs Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P6: P6 Runoff = 2.03 cfs @ 12.15 hrs, Volume= 0.160 af, Depth= 2.19" Routed to Pond UGC : UGC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description 5,135 61 >75% Grass cover, Good, HSG B 1,710 80 >75% Grass cover, Good, HSG D 800 55 Woods, Good, HSG B 504 77 Woods, Good, HSG D * 29,941 98 IMPERVIOUS 38,090 91 Weighted Average 8,149 21.39% Pervious Area 29,941 78.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P6: P6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=38,090 sf Runoff Volume=0.160 af Runoff Depth=2.19" Tc=8.0 min CN=91 2.03 cfs Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 2.03 cfs @ 12.13 hrs, Volume= 0.166 af, Depth= 2.90" Routed to Pond PP1 : PP1 (DP2*) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Area (sf) CN Description * 30,000 98 IMPERVIOUS 30,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P7: P7 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 2-YR 24-HR Rainfall=3.13" Runoff Area=30,000 sf Runoff Volume=0.166 af Runoff Depth=2.90" Tc=6.0 min CN=98 2.03 cfs Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PP1: PP1 (DP2*) Inflow Area = 1.726 ac, 40.15% Impervious, Inflow Depth = 1.52" for 2-YR 24-HR event Inflow = 2.04 cfs @ 12.13 hrs, Volume= 0.219 af Outflow = 0.11 cfs @ 15.57 hrs, Volume= 0.180 af, Atten= 95%, Lag= 206.7 min Primary = 0.11 cfs @ 15.57 hrs, Volume= 0.180 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs Peak Elev= 85.35' @ 15.57 hrs Surf.Area= 17,557 sf Storage= 6,030 cf Plug-Flow detention time= 658.2 min calculated for 0.180 af (82% of inflow) Center-of-Mass det. time= 573.0 min ( 1,379.2 - 806.2 ) Volume Invert Avail.Storage Storage Description #1 85.00' 37,764 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 85.00 16,849 0 0 86.00 18,868 17,859 17,859 87.00 20,943 19,906 37,764 Device Routing Invert Outlet Devices #1 Primary 85.00'12.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.00' / 84.00' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 85.00'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 85.50'5.0' long + 3.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=0.11 cfs @ 15.57 hrs HW=85.35' (Free Discharge) 1=Culvert (Passes 0.11 cfs of 0.49 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.11 cfs @ 2.29 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: PP1 (DP2*) Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.726 ac Peak Elev=85.35' Storage=6,030 cf 2.04 cfs 0.11 cfs Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond UGC: UGC Inflow Area = 2.087 ac, 72.74% Impervious, Inflow Depth = 2.19" for 2-YR 24-HR event Inflow = 4.84 cfs @ 12.15 hrs, Volume= 0.381 af Outflow = 1.53 cfs @ 12.39 hrs, Volume= 0.381 af, Atten= 68%, Lag= 14.2 min Primary = 1.53 cfs @ 12.39 hrs, Volume= 0.381 af Routed to Link DP1* : DP1* Routing by Dyn-Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs Peak Elev= 80.92' @ 12.39 hrs Surf.Area= 5,256 sf Storage= 2,981 cf Plug-Flow detention time= 10.8 min calculated for 0.381 af (100% of inflow) Center-of-Mass det. time= 10.8 min ( 822.9 - 812.1 ) Volume Invert Avail.Storage Storage Description #1A 80.02' 4,360 cf 44.25'W x 110.42'L x 3.50'H Field A 17,101 cf Overall - 6,202 cf Embedded = 10,899 cf x 40.0% Voids #2A 80.52' 6,202 cf ADS_StormTech SC-740 +Cap x 135 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 135 Chambers in 9 Rows #3 79.45' 600 cf 24.0" Round Pipe Storage L= 191.0' S= 0.0030 '/' 11,161 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.11'15.0" Round Culvert L= 23.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.11' / 79.00' S= 0.0048 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 79.45'15.0" Round Culvert L= 68.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.45' / 79.11' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #3 Device 2 79.45'10.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 80.95'10.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 2 81.75'6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 2 83.00'48.0" W x 24.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=1.53 cfs @ 12.39 hrs HW=80.92' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.53 cfs of 5.65 cfs potential flow) 2=Culvert (Passes 1.53 cfs of 4.84 cfs potential flow) 3=Orifice/Grate (Orifice Controls 1.53 cfs @ 5.50 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate ( Controls 0.00 cfs) 6=Orifice/Grate ( Controls 0.00 cfs) Pond UGC: UGC Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=2.087 ac Peak Elev=80.92' Storage=2,981 cf 4.84 cfs 1.53 cfs Proposed Conditions NOAA 24-hr D 2-YR 24-HR Rainfall=3.13"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1*: DP1* Inflow Area = 2.962 ac, 71.51% Impervious, Inflow Depth = 2.24" for 2-YR 24-HR event Inflow = 3.49 cfs @ 12.13 hrs, Volume= 0.553 af Primary = 3.49 cfs @ 12.13 hrs, Volume= 0.553 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=2.962 ac 3.49 cfs 3.49 cfs Proposed Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=33,871 sf Runoff Volume=0.277 af Runoff Depth=4.27" Tc=6.0 min CN=94 3.53 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=4,237 sf Runoff Volume=0.024 af Runoff Depth=2.95" Flow Length=122' Tc=25.5 min CN=81 0.19 cfs Proposed Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=52,832 sf Runoff Volume=0.399 af Runoff Depth=3.94" Tc=8.0 min CN=91 4.90 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 24-HR Rainfall=4.96" Runoff Area=45,184 sf Runoff Volume=0.147 af Runoff Depth=1.70" Flow Length=327' Tc=56.6 min CN=66 0.73 cfs Proposed Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 (DP3*) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=2,381 sf Runoff Volume=0.004 af Runoff Depth=0.96" Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 0.05 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=38,090 sf Runoff Volume=0.287 af Runoff Depth=3.94" Tc=8.0 min CN=91 3.53 cfs Proposed Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24-HR Rainfall=4.96" Runoff Area=30,000 sf Runoff Volume=0.271 af Runoff Depth=4.72" Tc=6.0 min CN=98 3.25 cfs Pond PP1: PP1 (DP2*) Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.726 ac Peak Elev=85.59' Storage=10,253 cf 3.38 cfs 0.48 cfs Proposed Conditions NOAA 24-hr D 10-YR 24-HR Rainfall=4.96"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UGC: UGC Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.087 ac Peak Elev=81.70' Storage=6,209 cf 8.43 cfs 2.95 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.962 ac 5.57 cfs 5.57 cfs Proposed Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=33,871 sf Runoff Volume=0.350 af Runoff Depth=5.41" Tc=6.0 min CN=94 4.40 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=4,237 sf Runoff Volume=0.032 af Runoff Depth=3.98" Flow Length=122' Tc=25.5 min CN=81 0.26 cfs Proposed Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=52,832 sf Runoff Volume=0.512 af Runoff Depth=5.06" Tc=8.0 min CN=91 6.19 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=45,184 sf Runoff Volume=0.218 af Runoff Depth=2.52" Flow Length=327' Tc=56.6 min CN=66 1.12 cfs Proposed Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 (DP3*) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=2,381 sf Runoff Volume=0.007 af Runoff Depth=1.58" Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 0.09 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=38,090 sf Runoff Volume=0.369 af Runoff Depth=5.06" Tc=8.0 min CN=91 4.47 cfs Proposed Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 25-YR 24-HR Rainfall=6.11" Runoff Area=30,000 sf Runoff Volume=0.337 af Runoff Depth=5.87" Tc=6.0 min CN=98 4.01 cfs Pond PP1: PP1 (DP2*) Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.726 ac Peak Elev=85.67' Storage=11,697 cf 4.26 cfs 1.06 cfs Proposed Conditions NOAA 24-hr D 25-YR 24-HR Rainfall=6.11"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UGC: UGC Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.087 ac Peak Elev=82.27' Storage=8,216 cf 10.66 cfs 4.00 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=2.962 ac 7.26 cfs 7.26 cfs Proposed Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=33,871 sf Runoff Volume=0.404 af Runoff Depth=6.24" Tc=6.0 min CN=94 5.04 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=4,237 sf Runoff Volume=0.039 af Runoff Depth=4.76" Flow Length=122' Tc=25.5 min CN=81 0.31 cfs Proposed Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=52,832 sf Runoff Volume=0.595 af Runoff Depth=5.89" Tc=8.0 min CN=91 7.13 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=45,184 sf Runoff Volume=0.274 af Runoff Depth=3.17" Flow Length=327' Tc=56.6 min CN=66 1.43 cfs Proposed Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 (DP3*) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=2,381 sf Runoff Volume=0.010 af Runoff Depth=2.09" Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 0.12 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=38,090 sf Runoff Volume=0.429 af Runoff Depth=5.89" Tc=8.0 min CN=91 5.14 cfs Proposed Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24-HR Rainfall=6.95" Runoff Area=30,000 sf Runoff Volume=0.385 af Runoff Depth=6.71" Tc=6.0 min CN=98 4.56 cfs Pond PP1: PP1 (DP2*) Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.726 ac Peak Elev=85.72' Storage=12,591 cf 4.91 cfs 1.51 cfs Proposed Conditions NOAA 24-hr D 50-YR 24-HR Rainfall=6.95"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UGC: UGC Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.087 ac Peak Elev=82.79' Storage=9,699 cf 12.28 cfs 4.69 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.962 ac 8.46 cfs 8.46 cfs Proposed Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=33,871 sf Runoff Volume=0.463 af Runoff Depth=7.15" Tc=6.0 min CN=94 5.74 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=4,237 sf Runoff Volume=0.046 af Runoff Depth=5.62" Flow Length=122' Tc=25.5 min CN=81 0.36 cfs Proposed Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=52,832 sf Runoff Volume=0.687 af Runoff Depth=6.80" Tc=8.0 min CN=91 8.16 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=45,184 sf Runoff Volume=0.337 af Runoff Depth=3.90" Flow Length=327' Tc=56.6 min CN=66 1.77 cfs Proposed Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 (DP3*) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 100-YR 24-HR Rainfall=7.87" Runoff Area=2,381 sf Runoff Volume=0.012 af Runoff Depth=2.70" Flow Length=42' Slope=0.0180 '/' Tc=7.5 min CN=55 0.16 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=38,090 sf Runoff Volume=0.495 af Runoff Depth=6.80" Tc=8.0 min CN=91 5.88 cfs Proposed Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 100-YR 24-HR Rainfall=7.87" Runoff Area=30,000 sf Runoff Volume=0.438 af Runoff Depth=7.63" Tc=6.0 min CN=98 5.17 cfs Pond PP1: PP1 (DP2*) Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.726 ac Peak Elev=85.76' Storage=13,445 cf 5.64 cfs 2.04 cfs Proposed Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond UGC: UGC Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.087 ac Peak Elev=83.32' Storage=10,769 cf 14.04 cfs 7.59 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.962 ac 10.29 cfs 10.29 cfs Proposed Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PP1: PP1 (DP2*) Inflow Area = 1.726 ac, 40.15% Impervious, Inflow Depth = 5.39" for 100-YR 24-HR event Inflow = 5.64 cfs @ 12.13 hrs, Volume= 0.775 af Outflow = 2.04 cfs @ 13.05 hrs, Volume= 0.711 af, Atten= 64%, Lag= 55.0 min Primary = 2.04 cfs @ 13.05 hrs, Volume= 0.711 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs Peak Elev= 85.76' @ 13.05 hrs Surf.Area= 18,390 sf Storage= 13,445 cf Plug-Flow detention time= 352.1 min calculated for 0.711 af (92% of inflow) Center-of-Mass det. time= 306.4 min ( 1,113.4 - 807.1 ) Volume Invert Avail.Storage Storage Description #1 85.00' 37,764 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 85.00 16,849 0 0 86.00 18,868 17,859 17,859 87.00 20,943 19,906 37,764 Device Routing Invert Outlet Devices #1 Primary 85.00'12.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 85.00' / 84.00' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 85.00'3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 85.50'5.0' long + 3.0 '/' SideZ x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=2.04 cfs @ 13.05 hrs HW=85.76' (Free Discharge) 1=Culvert (Passes 0.19 cfs of 1.91 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.85 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 1.85 cfs @ 1.21 fps) Summary for Pond UGC: UGC Inflow Area = 2.087 ac, 72.74% Impervious, Inflow Depth = 6.80" for 100-YR 24-HR event Inflow = 14.04 cfs @ 12.15 hrs, Volume= 1.182 af Outflow = 7.59 cfs @ 12.27 hrs, Volume= 1.182 af, Atten= 46%, Lag= 7.0 min Primary = 7.59 cfs @ 12.27 hrs, Volume= 1.182 af Routed to Link DP1* : DP1* Routing by Dyn-Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.02 hrs Proposed Conditions NOAA 24-hr D 100-YR 24-HR Rainfall=7.87"5284 - HydroCAD (Final Plan) Printed 7/11/2025Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Peak Elev= 83.32' @ 12.27 hrs Surf.Area= 4,886 sf Storage= 10,769 cf Plug-Flow detention time= 19.1 min calculated for 1.182 af (100% of inflow) Center-of-Mass det. time= 19.1 min ( 797.5 - 778.5 ) Volume Invert Avail.Storage Storage Description #1A 80.02' 4,360 cf 44.25'W x 110.42'L x 3.50'H Field A 17,101 cf Overall - 6,202 cf Embedded = 10,899 cf x 40.0% Voids #2A 80.52' 6,202 cf ADS_StormTech SC-740 +Cap x 135 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 135 Chambers in 9 Rows #3 79.45' 600 cf 24.0" Round Pipe Storage L= 191.0' S= 0.0030 '/' 11,161 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 79.11'15.0" Round Culvert L= 23.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.11' / 79.00' S= 0.0048 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 79.45'15.0" Round Culvert L= 68.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 79.45' / 79.11' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #3 Device 2 79.45'10.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 80.95'10.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 2 81.75'6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 2 83.00'48.0" W x 24.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=7.54 cfs @ 12.27 hrs HW=83.31' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 7.54 cfs of 11.18 cfs potential flow) 2=Culvert (Passes 7.54 cfs of 10.03 cfs potential flow) 3=Orifice/Grate (Orifice Controls 2.57 cfs @ 9.26 fps) 4=Orifice/Grate (Orifice Controls 1.98 cfs @ 7.14 fps) 5=Orifice/Grate (Orifice Controls 0.72 cfs @ 5.78 fps) 6=Orifice/Grate (Orifice Controls 2.27 cfs @ 1.80 fps) APPENDIX C NRCS Soil Map & Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of Connecticut, Western Part Natural Resources Conservation Service June 26, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 Map Unit Descriptions..........................................................................................8 State of Connecticut, Western Part.................................................................10 13—Walpole sandy loam, 0 to 3 percent slopes.........................................10 29A—Agawam fine sandy loam, 0 to 3 percent slopes...............................11 307—Urban land.........................................................................................13 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................13 Soil Information for All Uses...............................................................................16 Soil Properties and Qualities..............................................................................16 Soil Qualities and Features.............................................................................16 Hydrologic Soil Group.................................................................................16 References............................................................................................................21 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 46360904636150463621046362704636330463639046364504636510463609046361504636210463627046363304636390463645046365104636570700600 700660 700720 700780 700840 700900 700960 700660 700720 700780 700840 700900 700960 41° 51' 19'' N 72° 35' 0'' W41° 51' 19'' N72° 34' 44'' W41° 51' 4'' N 72° 35' 0'' W41° 51' 4'' N 72° 34' 44'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,360 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 1, Sep 15, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes 1.8 12.7% 29A Agawam fine sandy loam, 0 to 3 percent slopes 4.5 31.1% 307 Urban land 4.6 31.7% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 3.5 24.5% Totals for Area of Interest 14.5 100.0% 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 Custom Soil Resource Report 8 pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 State of Connecticut, Western Part 13—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,350 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Walpole and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform:Depressions Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe - 0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg - 7 to 21 inches: sandy loam BC - 21 to 25 inches: gravelly sandy loam C - 25 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 4 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 10 Minor Components Sudbury Percent of map unit:10 percent Landform:Outwash plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Ecological site:F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Scarboro Percent of map unit:10 percent Landform:Depressions Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY031MA - Very Wet Outwash Hydric soil rating: Yes 29A—Agawam fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tyqw Elevation: 0 to 1,040 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: All areas are prime farmland Map Unit Composition Agawam and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Agawam Setting Landform:Outwash terraces, outwash plains, kame terraces, kames, moraines Landform position (two-dimensional):Backslope, shoulder, footslope, summit Landform position (three-dimensional):Side slope, crest, tread, riser, rise, dip Down-slope shape:Convex Across-slope shape:Convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 11 inches: fine sandy loam Bw1 - 11 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam Custom Soil Resource Report 11 2C1 - 26 to 39 inches: loamy fine sand 2C2 - 39 to 55 inches: loamy fine sand 2C3 - 55 to 65 inches: loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:15 to 35 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: B Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Minor Components Ninigret Percent of map unit:5 percent Landform:Terraces Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Windsor Percent of map unit:4 percent Landform:Outwash plains, outwash terraces, deltas, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Hydric soil rating: No Walpole Percent of map unit:3 percent Landform:Outwash plains, depressions, outwash terraces, depressions, deltas Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Hinckley Percent of map unit:3 percent Landform:Outwash plains, eskers, kames, deltas Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Custom Soil Resource Report 12 Down-slope shape:Convex Across-slope shape:Linear, convex Hydric soil rating: No 307—Urban land Map Unit Setting National map unit symbol: 9lmh Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:10 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:10 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Custom Soil Resource Report 13 Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 16 to 30 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Convex Across-slope shape:Convex Custom Soil Resource Report 14 Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY026CT - Moist Silty Outwash Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 15 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. 16 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 17 18 Custom Soil Resource Report Map—Hydrologic Soil Group 46360904636150463621046362704636330463639046364504636510463609046361504636210463627046363304636390463645046365104636570700600 700660 700720 700780 700840 700900 700960 700660 700720 700780 700840 700900 700960 41° 51' 19'' N 72° 35' 0'' W41° 51' 19'' N72° 34' 44'' W41° 51' 4'' N 72° 35' 0'' W41° 51' 4'' N 72° 34' 44'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,360 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 1, Sep 15, 2023 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 19 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes B/D 1.8 12.7% 29A Agawam fine sandy loam, 0 to 3 percent slopes B 4.5 31.1% 307 Urban land D 4.6 31.7% 701A Ninigret fine sandy loam, 0 to 3 percent slopes B/D 3.5 24.5% Totals for Area of Interest 14.5 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 20 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 21 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 22 APPENDIX D NOAA Atlas 14 Rainfall NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8525°, Longitude: -72.582° Elevation: 86 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.04 (3.12‑5.23) 4.90 (3.78‑6.35) 6.29 (4.84‑8.17) 7.44 (5.69‑9.74) 9.04 (6.70‑12.4) 10.2 (7.45‑14.3) 11.5 (8.14‑16.7) 12.9 (8.66‑19.1) 14.9 (9.66‑22.9) 16.6 (10.5‑26.0) 10-min 2.87 (2.21‑3.71) 3.47 (2.68‑4.49) 4.45 (3.42‑5.78) 5.27 (4.03‑6.89) 6.40 (4.75‑8.75) 7.25 (5.27‑10.1) 8.14 (5.76‑11.8) 9.14 (6.14‑13.6) 10.6 (6.85‑16.3) 11.8 (7.44‑18.4) 15-min 2.25 (1.74‑2.91) 2.72 (2.10‑3.52) 3.49 (2.69‑4.54) 4.14 (3.16‑5.41) 5.02 (3.72‑6.86) 5.68 (4.14‑7.94) 6.38 (4.52‑9.26) 7.16 (4.81‑10.6) 8.29 (5.37‑12.7) 9.22 (5.84‑14.5) 30-min 1.51 (1.17‑1.95) 1.83 (1.41‑2.37) 2.36 (1.81‑3.07) 2.80 (2.14‑3.66) 3.40 (2.52‑4.65) 3.86 (2.81‑5.39) 4.33 (3.07‑6.29) 4.87 (3.27‑7.22) 5.64 (3.65‑8.66) 6.27 (3.97‑9.83) 60-min 0.947 (0.731‑1.22) 1.15 (0.889‑1.49) 1.49 (1.14‑1.93) 1.77 (1.35‑2.31) 2.15 (1.59‑2.94) 2.44 (1.77‑3.41) 2.74 (1.94‑3.97) 3.08 (2.07‑4.57) 3.56 (2.31‑5.48) 3.96 (2.51‑6.22) 2-hr 0.612 (0.475‑0.787) 0.740 (0.574‑0.953) 0.949 (0.734‑1.23) 1.12 (0.863‑1.46) 1.36 (1.02‑1.86) 1.54 (1.13‑2.15) 1.73 (1.24‑2.51) 1.96 (1.32‑2.88) 2.29 (1.49‑3.50) 2.57 (1.63‑4.01) 3-hr 0.469 (0.365‑0.602) 0.567 (0.441‑0.728) 0.727 (0.563‑0.936) 0.859 (0.663‑1.11) 1.04 (0.781‑1.42) 1.18 (0.867‑1.64) 1.32 (0.951‑1.92) 1.50 (1.01‑2.20) 1.77 (1.15‑2.69) 2.00 (1.27‑3.10) 6-hr 0.295 (0.231‑0.376) 0.358 (0.280‑0.457) 0.461 (0.359‑0.590) 0.546 (0.423‑0.703) 0.663 (0.500‑0.898) 0.750 (0.556‑1.04) 0.844 (0.611‑1.22) 0.961 (0.650‑1.40) 1.14 (0.744‑1.73) 1.30 (0.828‑2.00) 12-hr 0.179 (0.141‑0.227) 0.219 (0.172‑0.278) 0.285 (0.224‑0.363) 0.340 (0.265‑0.436) 0.416 (0.315‑0.560) 0.471 (0.351‑0.651) 0.532 (0.388‑0.768) 0.608 (0.413‑0.884) 0.726 (0.475‑1.09) 0.830 (0.531‑1.27) 24-hr 0.104 (0.083‑0.132) 0.130 (0.103‑0.164) 0.172 (0.135‑0.218) 0.206 (0.162‑0.263) 0.254 (0.194‑0.341) 0.289 (0.217‑0.398) 0.328 (0.241‑0.473) 0.377 (0.257‑0.545) 0.455 (0.299‑0.681) 0.524 (0.336‑0.798) 2-day 0.058 (0.046‑0.073) 0.074 (0.059‑0.093) 0.099 (0.078‑0.125) 0.120 (0.094‑0.152) 0.149 (0.114‑0.199) 0.169 (0.128‑0.233) 0.193 (0.143‑0.279) 0.224 (0.153‑0.322) 0.275 (0.181‑0.408) 0.320 (0.206‑0.484) 3-day 0.042 (0.034‑0.053) 0.054 (0.043‑0.067) 0.072 (0.057‑0.090) 0.087 (0.069‑0.110) 0.108 (0.083‑0.145) 0.124 (0.094‑0.170) 0.141 (0.105‑0.203) 0.164 (0.112‑0.235) 0.202 (0.133‑0.299) 0.236 (0.152‑0.355) 4-day 0.034 (0.027‑0.042) 0.043 (0.034‑0.054) 0.058 (0.046‑0.072) 0.070 (0.055‑0.088) 0.087 (0.067‑0.116) 0.099 (0.075‑0.136) 0.113 (0.084‑0.162) 0.131 (0.090‑0.187) 0.161 (0.106‑0.238) 0.189 (0.122‑0.284) 7-day 0.023 (0.018‑0.029) 0.029 (0.023‑0.036) 0.038 (0.031‑0.048) 0.046 (0.037‑0.058) 0.057 (0.044‑0.076) 0.065 (0.049‑0.088) 0.074 (0.055‑0.105) 0.085 (0.059‑0.121) 0.104 (0.069‑0.153) 0.121 (0.078‑0.182) 10-day 0.019 (0.015‑0.023) 0.023 (0.018‑0.028) 0.030 (0.024‑0.037) 0.036 (0.028‑0.045) 0.044 (0.034‑0.058) 0.050 (0.038‑0.067) 0.056 (0.042‑0.080) 0.065 (0.045‑0.092) 0.078 (0.052‑0.115) 0.090 (0.058‑0.135) 20-day 0.013 (0.011‑0.016) 0.016 (0.012‑0.019) 0.019 (0.015‑0.024) 0.022 (0.018‑0.028) 0.027 (0.021‑0.035) 0.030 (0.023‑0.040) 0.033 (0.024‑0.046) 0.037 (0.026‑0.052) 0.044 (0.029‑0.063) 0.049 (0.032‑0.073) 30-day 0.011 (0.009‑0.014) 0.013 (0.010‑0.016) 0.015 (0.012‑0.019) 0.017 (0.014‑0.021) 0.020 (0.016‑0.026) 0.022 (0.017‑0.030) 0.025 (0.018‑0.034) 0.027 (0.019‑0.038) 0.031 (0.021‑0.045) 0.034 (0.022‑0.050) 45-day 0.009 (0.007‑0.011) 0.010 (0.008‑0.013) 0.012 (0.010‑0.015) 0.013 (0.011‑0.017) 0.015 (0.012‑0.020) 0.017 (0.013‑0.022) 0.019 (0.013‑0.025) 0.020 (0.014‑0.028) 0.022 (0.015‑0.032) 0.024 (0.015‑0.035) 60-day 0.008 (0.007‑0.010) 0.009 (0.007‑0.011) 0.010 (0.008‑0.013) 0.011 (0.009‑0.014) 0.013 (0.010‑0.017) 0.014 (0.011‑0.018) 0.015 (0.011‑0.020) 0.016 (0.011‑0.023) 0.018 (0.012‑0.026) 0.019 (0.012‑0.028) 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 7/1/24, 9:19 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=intensity&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 7/1/24, 9:19 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=intensity&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 7/1/24, 9:19 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=intensity&units=english&series=pds 3/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 7/1/24, 9:19 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=intensity&units=english&series=pds 4/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8525°, Longitude: -72.582° Elevation: 86 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 (0.260‑0.436) 0.408 (0.315‑0.529) 0.524 (0.403‑0.681) 0.620 (0.474‑0.812) 0.753 (0.558‑1.03) 0.853 (0.621‑1.19) 0.957 (0.678‑1.39) 1.08 (0.722‑1.60) 1.24 (0.805‑1.91) 1.38 (0.875‑2.17) 10-min 0.478 (0.369‑0.618) 0.578 (0.446‑0.749) 0.742 (0.570‑0.964) 0.879 (0.672‑1.15) 1.07 (0.791‑1.46) 1.21 (0.879‑1.69) 1.36 (0.960‑1.97) 1.52 (1.02‑2.26) 1.76 (1.14‑2.71) 1.96 (1.24‑3.07) 15-min 0.562 (0.434‑0.727) 0.680 (0.525‑0.881) 0.873 (0.672‑1.14) 1.03 (0.791‑1.35) 1.26 (0.931‑1.72) 1.42 (1.03‑1.98) 1.60 (1.13‑2.31) 1.79 (1.20‑2.66) 2.07 (1.34‑3.19) 2.30 (1.46‑3.62) 30-min 0.755 (0.583‑0.976) 0.916 (0.707‑1.19) 1.18 (0.907‑1.53) 1.40 (1.07‑1.83) 1.70 (1.26‑2.33) 1.93 (1.40‑2.70) 2.17 (1.53‑3.14) 2.44 (1.64‑3.61) 2.82 (1.82‑4.33) 3.13 (1.98‑4.92) 60-min 0.947 (0.731‑1.22) 1.15 (0.889‑1.49) 1.49 (1.14‑1.93) 1.77 (1.35‑2.31) 2.15 (1.59‑2.94) 2.44 (1.77‑3.41) 2.74 (1.94‑3.97) 3.08 (2.07‑4.57) 3.56 (2.31‑5.48) 3.96 (2.51‑6.22) 2-hr 1.22 (0.950‑1.58) 1.48 (1.15‑1.91) 1.90 (1.47‑2.45) 2.25 (1.73‑2.92) 2.72 (2.04‑3.71) 3.08 (2.26‑4.30) 3.46 (2.48‑5.03) 3.91 (2.64‑5.77) 4.58 (2.98‑7.00) 5.15 (3.27‑8.02) 3-hr 1.41 (1.10‑1.81) 1.70 (1.33‑2.19) 2.18 (1.69‑2.81) 2.58 (1.99‑3.34) 3.13 (2.35‑4.26) 3.54 (2.60‑4.92) 3.97 (2.86‑5.77) 4.50 (3.04‑6.62) 5.31 (3.45‑8.08) 6.00 (3.82‑9.31) 6-hr 1.77 (1.38‑2.25) 2.14 (1.68‑2.74) 2.76 (2.15‑3.54) 3.27 (2.54‑4.21) 3.97 (3.00‑5.38) 4.49 (3.33‑6.23) 5.06 (3.66‑7.33) 5.76 (3.90‑8.41) 6.84 (4.46‑10.3) 7.78 (4.96‑12.0) 12-hr 2.16 (1.70‑2.74) 2.65 (2.08‑3.36) 3.44 (2.70‑4.38) 4.10 (3.20‑5.26) 5.01 (3.80‑6.76) 5.68 (4.24‑7.85) 6.42 (4.68‑9.26) 7.33 (4.98‑10.7) 8.76 (5.73‑13.2) 10.0 (6.40‑15.3) 24-hr 2.52 (1.99‑3.17) 3.13 (2.48‑3.95) 4.13 (3.26‑5.23) 4.96 (3.89‑6.32) 6.11 (4.66‑8.20) 6.95 (5.21‑9.57) 7.87 (5.79‑11.4) 9.06 (6.17‑13.1) 10.9 (7.18‑16.3) 12.6 (8.08‑19.2) 2-day 2.83 (2.25‑3.54) 3.57 (2.84‑4.48) 4.78 (3.79‑6.01) 5.78 (4.56‑7.31) 7.16 (5.50‑9.59) 8.16 (6.18‑11.2) 9.29 (6.90‑13.4) 10.8 (7.37‑15.5) 13.2 (8.69‑19.6) 15.4 (9.91‑23.3) 3-day 3.08 (2.46‑3.85) 3.89 (3.11‑4.87) 5.22 (4.15‑6.55) 6.32 (5.00‑7.97) 7.84 (6.05‑10.5) 8.93 (6.78‑12.3) 10.2 (7.59‑14.7) 11.8 (8.10‑16.9) 14.6 (9.59‑21.5) 17.0 (11.0‑25.6) 4-day 3.31 (2.65‑4.12) 4.18 (3.34‑5.21) 5.59 (4.46‑7.00) 6.76 (5.36‑8.51) 8.38 (6.48‑11.2) 9.55 (7.27‑13.1) 10.9 (8.12‑15.6) 12.6 (8.67‑18.0) 15.5 (10.3‑22.9) 18.2 (11.7‑27.3) 7-day 3.94 (3.17‑4.89) 4.92 (3.95‑6.10) 6.51 (5.22‑8.11) 7.84 (6.24‑9.81) 9.66 (7.49‑12.8) 11.0 (8.38‑14.9) 12.5 (9.32‑17.8) 14.4 (9.93‑20.5) 17.6 (11.7‑25.9) 20.5 (13.3‑30.6) 10-day 4.57 (3.69‑5.65) 5.61 (4.52‑6.94) 7.30 (5.87‑9.06) 8.70 (6.95‑10.9) 10.6 (8.26‑14.0) 12.0 (9.19‑16.3) 13.6 (10.2‑19.2) 15.6 (10.8‑22.1) 18.9 (12.5‑27.6) 21.8 (14.1‑32.4) 20-day 6.59 (5.35‑8.10) 7.68 (6.23‑9.45) 9.48 (7.66‑11.7) 11.0 (8.81‑13.6) 13.0 (10.1‑16.9) 14.5 (11.1‑19.3) 16.2 (12.0‑22.4) 18.1 (12.6‑25.4) 21.2 (14.1‑30.7) 23.7 (15.4‑35.1) 30-day 8.32 (6.78‑10.2) 9.44 (7.68‑11.6) 11.3 (9.14‑13.9) 12.8 (10.3‑15.8) 14.9 (11.6‑19.2) 16.4 (12.5‑21.6) 18.1 (13.4‑24.7) 20.0 (13.9‑27.8) 22.7 (15.2‑32.7) 24.9 (16.2‑36.6) 45-day 10.5 (8.57‑12.8) 11.6 (9.51‑14.2) 13.5 (11.0‑16.6) 15.1 (12.2‑18.6) 17.3 (13.5‑22.0) 18.9 (14.4‑24.6) 20.6 (15.1‑27.6) 22.3 (15.6‑30.9) 24.6 (16.5‑35.3) 26.4 (17.2‑38.7) 60-day 12.3 (10.1‑15.0) 13.5 (11.1‑16.5) 15.5 (12.6‑18.9) 17.1 (13.8‑21.0) 19.3 (15.1‑24.5) 21.1 (16.0‑27.2) 22.8 (16.6‑30.2) 24.3 (17.1‑33.6) 26.3 (17.7‑37.7) 27.8 (18.1‑40.6) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 7/1/24, 9:18 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=depth&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 7/1/24, 9:18 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=depth&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 7/1/24, 9:18 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&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 7/1/24, 9:18 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8525&lon=-72.5820&data=depth&units=english&series=pds 4/4 APPENDIX E Storm Sewer Analysis APPENDIX F Water Quality Flow Data 500 Sullivan Avenue - Reduction Credit & WQV 19-Aug-24 WQU-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): 8 mins 0.13 hours Modified Runoff Curve Number CN = 96 (see below for P & Q) 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 =96 Ia =0.083 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.064 Unit Peak Discharge qu =680 cfs/mi2/inch Drainage Area A =52,261 sqft 1.200 ac 0.0019 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 =71.07 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 71.07 R = 0.690 A = drainage area in acres =1.200 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.690 x 1.200 ac WQV =0.090 acre-feet 3904.41 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.090 ac-ft x 12 in/ft 1.200 ac Q =0.897 in WQF = qu x A(sqmi) x Q WQF =680 cfs/mi2/inch x 0.0019 sqmi x 0.897 in WQF =1.143 cfs Proposed 12 As shown on the enclosed Barracuda report sizing report, the proposed Barracuda S6 is rated for 80% TSS removal for up to 2.43 cfs of water quality flow. 1.14 cfs water quality flow is anticipated. See manufacture sizing information included in the appendix. 500 Sullivan Avenue - Reduction Credit & WQV 19-Aug-24 WQU-2 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): 8 mins 0.13 hours Modified Runoff Curve Number CN = 97 (see below for P & Q) 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 =97 Ia =0.062 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.048 Unit Peak Discharge qu =680 cfs/mi2/inch Drainage Area A =38,090 sqft 0.874 ac 0.0014 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 =0.874 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.757 x 0.874 ac WQV =0.072 acre-feet 3125.72 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.072 ac-ft x 12 in/ft 0.874 ac Q =0.985 in WQF = qu x A(sqmi) x Q WQF =680 cfs/mi2/inch x 0.0014 sqmi x 0.985 in WQF =0.915 cfs Proposed 12 As shown on the enclosed Barracuda report sizing report, the proposed Barracuda S4 is rated for 80% TSS removal for up to 1.08 cfs of water quality flow. 0.92 cfs water quality flow is anticipated. See manufacture sizing information included in the appendix. ADS Service: ADS representatives are committed to providing you with the answers to all your questions, including specifications, installation and more. The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNs TM The Barracuda S4 is a market-changing stormwater quality technology. This high performance vortex hydrodynamic separator is designed to remove total suspended solids in order to protect our precious receiving waters. The Barracuda is also an outstanding value that offers multiple pipe configurations, and quick installation. Features: • Single manhole design • No elevation loss between the inlet and outlet • Flexible inlet/outlet positions (not just 180 degree orientation) • Internal bypass for inline installation (where applicable) • Revolutionary, patent pending “teeth” mitigate turbulence in the sump area to prevent resuspension of captured contaminants. BeNeFIts: • Internal components are in stock for quick delivery. • The S4 can be provided within a 48” ADS HP Manhole, to be factory fabricated and delivered complete to the jobsite. • The S4 can also be installed in a standard 48” precast manhole. The Barracuda “teeth” apparatus is fabricated and designed for quick and easy field assembly. • Designed for easy maintenance using a vacuum truck or similar equipment. • Inspection and maintenance are performed from the surface with no confined space entry. s4 Inline Configuration Offline Configuration The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNs TM Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com ADS “Terms and Conditions of Sale” are available on the website, www.ads-pipe.com . The ADS logo, Barracuda logo, and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. BaySaver and BayFilter are registered trademarks of BaySaver Technologies, Inc. © 2017 Advanced Drainage Systems, Inc. #11051 10/17 CS BarraCuDa s4 sPeCIFICatION MaterIals aND DesIgN • Concrete Structures: Designed for H-20 traffic loading and applicable soil loads or as otherwise determined by a Licensed Professional Engineer. The materials and structural design of the devices shall be per ASTM C857 and ASTM C858. • 48” HP Manhole Structures: Made from an impact modified copolymer polypropylene meeting the material requirements of ASTM F2764. The eccentric cone reducer shall be manufactured from polyethylene material meeting ASTM D3350 cell class 213320C. Gaskets shall be made of material meeting the requirements of ASTM F477. • Separator internals shall be substantially constructed of stainless steel, polyethylene or other thermoplastic material approved by the manufacturer. PerFOrMaNCe • The stormwater treatment unit shall be an inline unit capable of conveying 100% of the design peak flow. If peak flow rates exceed maximum hydraulic rate, the unit shall be installed offline. • • The stormwater treatment unit internals shall consist of (1) separator cone assembly, and (1) sump assembly which includes (4) legs with “teeth”. INstallatION Installation of the stormwater treatment unit(s) shall be performed per manufacturer’s installation instructions. Such instructions can be obtained by calling Advanced Drainage Systems at (800) 821-6710 or by logging on to www.ads-pipe.com or www.baysaver.com. Barracuda s4 48” 1.08 CFS 1.25 CFS 6.25 CFS Manhole Diameter 80% removal OK-110 50% tss per NJCat Max Hydraulic rate The Barracuda unit shall be designed to remove at least 80% of the suspended solids on an annual aggregate removal basis. Said removal shall be based on full-scale third party testing using OK-110 media gradation or equivalent and 300 mg/L influent concentration. Said full scale testing shall have included sediment capture based on actual total mass collected by the stormwater treatment unit. - OR - The Barracuda unit shall be designed to remove at least 50% of TSS using a media mix with d50=75 micron and 200 mg/L influent concentration. - OR - The Barracuda unit shall be designed to remove at least 50% of TSS per current NJDEP/NJCAT HDS protocol . BaySaver Technologies, LLC November 1, 2017 1030 Deer Hollow Drive Mount Airy, MD 21771 (301) 679-0640;dfigola@ads-pipe.com ATTENTION:Daniel Figola, General Manager REFERENCE:Third Party Review of Testing Procedures for BarracudaTM Separator at the Mid Atlantic Storm Water Research Center, 1207 Park Ridge Drive, Mount Airy, MD 21771 SUMMARY Boggs Environmental Consultants, Inc.(BEC) was hired by Advanced Drainage Systems (ADS) in August of 2017, to serve as independent third-party oversight of the BaySaver Barracuda S4 Separator test unit for removal of sediment with equivalent particle size distribution to the industry standard OK-110. The BaySaver Barracuda S4 is a storm water treatment device with a Maximum Treatment Flow Rate (MTFR) of approximately 1.08 cubic feet per second (cfs) that removes suspended solids from storm water runoff, with an average removal efficiency of 80% at the MTFR and a feed concentration of 300 mg/L. The device is an insert that can be installed in either Polypropylene plastic pipe or concrete vault, and consists of a cone (vortex separator) and baffles (“teeth”). SCALED RESULTS Testing flow rates ranged from 0.31 to 1.61 cfs, with a feed OK-110 concentration of 300 mg/L. Based upon New Jersey scaling methodology, the table below represents treatment and device information for the S4, S6, and S8 units. Table 1:MTFR's and Sizing for BaySaver Barracuda Models Model 1 Man- hole Diam- eter 1 (ft) OK110 80 % TSS Maximum Treatment Flow Rate (cfs) Treat- ment Area (ft 2) Hydraulic Loading rate (gpm/ft 2) Chamber Depth (ft) Wet Volume (ft 3) 50% Maximum Sediment Storage 2 (ft 3) Barracuda S4 4 1.08 12.57 38 .6 6.83 75.4 10.47 Barracuda S6 6 2.43 28.27 38 .6 6.83 169.7 23.56 Barracuda S8 8 4.32 50.27 38 .6 11.03 512.7 41.89 Notes: 1.In some areas, Barracuda units are available in additional diameters. Units not listed here are sized not to exceed 38.6 gpm/ft2 of effective treatment during the peak water quality flow. 2.50% Sediment Storage Capacity is equal to manhole diameter x 10 inches of sediment depth. Each Barracuda unit has a 20 inches deep sediment sump. Should you have any questions, contact our office at your earliest convenience. Sincerely, BOGGS E NVIRONMENTAL C ONSULTANTS , INC . William R. Warfel Principal Environmental Scientist Robin J. Maliszewskyj Chemical Engineer ENVIRONMENTAL SCIENCE, ENGINEERING & INDUSTRIAL HYGIENE SERVICES Middletown, MD & Morgantown, WV Administrative Office: 200 W Main Street Office (301) 694-5687 Middletown, Maryland 21769 Fax (301) 694-9799 SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R1 110/20/17 EKH----STANDARD DETAILREVDWNCKDDESCRIPTIONBARRACUDA S4 HPNOT TO SCALE1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-728348" HP MANHOLE 30"" FRAME & COVER " FABRICATED PP OUTLET STUB " FABRICATED PP INLET STUB PLAN VIEW NTS INTEGRATED INTERNAL WEIR FIN ARRAY (TYP 4 PLACES) -6.92 SUMP 0.00 INLET 2.50 RIM 0.00 OUTLET SECTION VIEW A-A NTS LOAD BEARING TOP SLAB (DESIGN BY OTHERS) ASPHALT INSTALLATION CONCRETE SUPPORT COLLAR TO BE POURED AROUND TOP OF STRUCTURE TO SUPPORT FLAT TOP 12" (MIN) 6" (MIN) CLASS I BACKFILL & BEDDING PER ASTM D2321, MATERIAL SHALL BE WELL PLACED UNIFORMLY AROUND STRUCTURE AND INLET CONNECTIONS AND COMPACTED IN 8" MAX LIFTS AT LEAST 18" FROM OUTSIDE OF STRUCTURE. 30"" FRAME & COVER TURF INSTALLATION 6" (MIN) DESIGN BY SITE ENGINEER PER LOADING AND SOIL CONDITIONS 30.0" (30" MIN) 83" " FABRICATED PP INLET STUB BOWL FIN ARRAY (TYP 4 PLACES) FLOOR SECTION VIEW B-B NTS 6" MIN. OVERLAP BARRACUDA S4 UNIT ID PEAK FLOW RATE TREATMENT FLOW RATE BMP#1 1.25 CFS (CFS) (CFS) 8.17' [98.0"] 9.42' [113.0"] " FABRICATED PP OUTLET STUB 18" (MIN) 18" (MIN) 12" (MIN) BOWL FIN ARRAY (TYP 4 PLACES) INTEGRATED INTERNAL WEIR INTEGRATED INTERNAL WEIR 1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-7283VARIABLE OUTLET LOCATIONS VARIABLE INLET LOCATIONS VARIABLE OUTLET LOCATIONS VARIABLE INLET LOCATIONS SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R1 110/20/17 EKH----STANDARD DETAILREVDWNCKDDESCRIPTIONBARRACUDA S4NOT TO SCALE1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-728348" HP MANHOLE 30"" FRAME & COVER " OUTLET PIPE " INLET PIPE PLAN VIEW NTS INTEGRATED INTERNAL WEIR FIN ARRAY (TYP 4 PLACES) -6.92 SUMP 0.00 INLET 2.50 RIM 0.00 OUTLET SECTION VIEW A-A NTS ASPHALT INSTALLATION 30"" FRAME & COVER TURF INSTALLATION 30.0" (30" MIN) 83" " INLET PIPE ( " OUTLET PIPE NOT SHOWN FOR CLARITY ) BOWL FIN ARRAY (TYP 4 PLACES) SECTION VIEW B-B NTS 12" (MIN) BARRACUDA S4 UNIT ID PEAK FLOW RATE TREATMENT FLOW RATE BMP#1 1.25 CFS (CFS) (CFS) 8.92' [107.0"] 9.42' [113.0"] FIN ARRAY (TYP 4 PLACES) BOWL INTEGRATED INTERNAL WEIR INTEGRATED INTERNAL WEIR 1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-7283 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 1 MG1.01 ©ADS 2017 One of the advantages of the BaySaver Barracuda is the ease of maintenance. Like any system that collects pollutants, the BaySaver Barracuda must be maintained for continued effectiveness. Maintenance is a simple procedure performed using a vacuum truck or similar equipment. The systems were designed to minimize the volume of water removed during routine maintenance, reducing disposal costs. Contractors can access the pollutants stored in the manhole through the manhole cover. This allows them to gain vacuum hose access to the bottom of the manhole to remove sediment and trash. There is no confined space entry necessary for inspection or maintenance. The entire maintenance procedure typically takes from 2 to 4 hours, depending on the size of the system, the captured material, and the capacity of the vacuum truck. Local regulations may apply to the maintenance procedure. Safe an d legal disposal of pollutants is the responsibility of the maintenance contractor. Maintenance should be performed only by a qualified contractor. Inspection and Cleaning Cycle Periodic inspection is needed to determine the need for and frequency of maint enance. You should begin inspecting as soon as construction is complete and thereafter on an annual basis. Typically, the system needs to be cleaned every 1-3 years. Excessive oils, fuels or sediments may reduce the maintenance cycle. Periodic inspection is important. Determining When to Clean To determine the sediment depth, the maintenance contractor should lower a stadia rod into the manhole until it contacts the top of the captured sediment and mark that spot on the rod. Then push the probe through to the bottom of the sump and mark that spot to determine sediment depth. Maintenance should occur when the sediment has reached the levels indicated in the Storage Capacity Chart. BaySaver Barracuda Storage Capacities Model Manhole Diameter Treatment Chamber Capacity Standard Sediment Capacity (20” depth) NJDEP Sediment Capacity (50% of standard depth) S3 36” 212 gallons 0.44 cubic yards 0.22 cubic yards S4 48” 564 gallons 0.78 cubic yards 0.39 cubic yards S5 60” 881 gallons 1.21 cubic yards 0.61 cubic yards S6 72” 1269 gallons 1.75 cubic yards 0.88 cubic yards S8 96” 3835 gallons 3.10 cubic yards 1.55 cubic yards S10 120” 7496 gallons 4.85 cubic yards 2.43 cubic yards Maintenance Instructions 1. Remove the manhole cover to provide access to the pollutant storage. Pollutants are stored in the sump, below the bowl assembly visible from the surface. You’ll access this area through the 10” diameter access cylinder. Maintenance Guide BaySaver BarracudaTM July 2017 2 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com MG1.01 ©ADS 2017 2. Use a vacuum truck or other similar equipment to remove all water, debris, oils and sediment. See figure 1. 3. Use a high pressure hose to clean the manhole of all the remaining sediment and debris. Then, use the vacuum truck to remove the water. 4. Fill the cleaned manhole with water until the level reaches the invert of the outlet pipe. 5. Replace the manhole cover. 6. Dispose of the polluted water, oils, sediment and trash at an approved facility. • Local regulations prohibit the discharge of solid material into the sanitary system. Check with the local sewer authority for authority to discharge the liquid. • Some localities treat the pollutants as leachate. Check with local regulators about disposal requirements. • Additional local regulations may apply to the maintenance procedure. Figure 1 APPENDIX G Drainage Area Maps S U L L I V A N A V E N U E ©···esignrofessionals S U L L I V A N A V E N U E ©···esignrofessionals TOWN OF 80UTH WIRDSOR SEAFF'SITE CHANGE FOR SImE &SUBDIVISION GENERAL ' CHANGE ORDER CONTACT PERSON Daniel H Jameson P E Addregs 500 Sulhvan Ave ’ site Name United Dehvery _ own”Moores Property Management LLC Contractor Orlando AMI:and Sons phone No.860-293—8755 ' pgz No.App.24-25P Phane.yo .860-254-5202 Date:10/03/25 Date;10/10/25 IncludeCHANGE:(Describe location and nature.of change. Four (4)copies of plan/profile of Change.)Update to outlet pipes from underground chamber system Date:IIW/Qg Hf Date:‘1 3' Date: Date :nSTAFFCOMMENTS: Whit e —Town Engineer Yellow -Applicant Pink -Director of Flaming Goldenrod -Engineering Department '/ "'