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HomeMy WebLinkAbout25-51P Gateway Site Plan Modification©···esignrofessionalsesign rofessionals· · · esign rofessionals ©···esignrofessionals218 BUCKLAND ROAD 515 WEST MIDDLE TURNPIKE 15300218 240 BUCKLAND ROAD 515 WEST MIDDLE TURNPIKE 15300240 251 BUCKLAND ROAD EVERGREEN WALK LLC 15300251 200 HEMLOCK AVENUE KRISHRELTIC LLC 41350200 274 BUCKLAND ROAD 1 MUNSON ROAD LLC 15300274 99 RIDGE ROAD WOLF BEVERLY G 75600099 111 RIDGE ROAD JACQUES MURIEL M TR 75600111 326 BUCKLAND ROAD SCHIAVONE STEVEN & LUCIA KAWA 15300326 206 BUCKLAND ROAD ROUNSEVILLE MARRION & ROY TRUSTEES 15300206 235 BUCKLAND ROAD EVERGREEN WALK LLC 15300235 179 BUCKLAND ROAD EVERGREEN WALK LLC 15300179 325 BUCKLAND ROAD SOUTH WINDSOR TOWN OF 15300325 296 BUCKLAND ROAD MESSIAH EVANGELICAL LUTHERAN CHURCH 15300296 300 BUCKLAND ROAD MESSIAH EVANGELICAL LUTHERAN CHURCH 15300300 67 RIDGE ROAD JACQUES ANN M 75600067 32 SELE DRIVE MARGIOTT PAUL R & VICTORIA A M 81800032 45 SELE DRIVE KOCHERLA MOHAN R &81800045 48 SELE DRIVE MIREK RONALD J & CAROLYN T 81800048 55 SELE DRIVE ALKHAYER LEWA 81800055 58 SELE DRIVE CAO DENNIS HAN & MICHELLE YEUNG 81800058 800 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300800 100 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300100 100 CEDAR AVENUE REALTY INCOME PROPERTIES 21 LLC 17850100 2800 TAMARACK AVENUE EVERGREEN MEDICAL ASSOCIATES LLC 89302800 35 TAMARACK AVENUE BUCKLAND ROAD RETAIL LLC 89300035 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300000 2400 TAMARACK AVENUE EVERGREEN MEDICAL ASSOCIATES II LLC 89302400 EVERGREEN WALK CURRENT RESIDENT 31300000 1000 LONGLEAF LANE RHD SOUTH WINDSOR LLC 54651000 1200 LONGLEAF LANE RHD SOUTH WINDSOR LLC 54651200 50 ANDREWS WAY SOUTH WINDSOR DEVELOPERS LLC 3200050 R015 BUCKLAND ROAD WOLF & GUERRA LLC 1530R015 900 HEMLOCK AVENUE EVERGREEN CROSSING RETIREMENT COMMUNITY 41350900 150 BUCKLAND ROAD KRAWSKI WILLIAM J ESTATE OF 15300150 130 BUCKLAND ROAD KRAWSKI WILLIAM J ESTATE OF 15300130 125 BUCKLAND HILLS DRIVE TARGET CORPORATION T1249 15400125 18 GILBERT LANE VENKATESAN SATISH &35300018 20 GILBERT LANE NAYAK HIMADRI SEKHAR 35300020 28 GILBERT LANE FERNANDES ANTONIO H & KAREN G 35300028 38 GILBERT LANE CASSONE JOSEPH J III & LORI J 35300038 48 GILBERT LANE CHEN QIAN 3300048 45 GILBERT LANE JEZOUIT DONNA N 35300045 35 GILBERT LANE SCALORA GIUSEPPE & ROSETTA V 35300035 25 GILBERT LANE GUNTI RADESH &35300025 61 GILBERT LANE COELHO JAMES 35300061 72 GILBERT LANE NAGENDRAPPA MASARUR S G &35300072 64 GILBERT LANE XING LEI &35300064 56 GILBERT LANE MCCABE JOHN C & BARBARA A 35300056 140 BUCKLAND ROAD KRAWSKI WILLIAM J ESTATE OF 15300140 70 BUCKLAND ROAD 225 CPN LLC 15300070 ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals .©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionalsAVERAGE ANNUAL EROSION SOURCES COVER AREA (DA) EROSION RATE DA * A [ACRES](A) [Ton/Acre/Yr] [Ton/Yr] Woodlands 0 0.2 0 Urban 0 1 0 Construction 8.68 50 434 TOTAL 8.68 434 SEDIMENT VOLUME (V) DA 0.014 Sq. Mi DR 0.55%(SB-12) TE 0.8%(80% TSS removal) γ 65 Lbs /CuFt (SB-2: Silty Loamy Soil) V 0.135 Ac. Ft Sediment Storage Vw 0.270 Ac. Ft Wet Storage(*2 x Sediment Storage Min.) Vt 0.405 Ac. Ft Storage 17,633.25 CuFt ©···esignrofessionals· · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · ’ · · · · ’ · 150© · · · esign rofessionals 15014 8 15 0152 © · · · esign rofessionals © · · · esign rofessionals © · · · esign rofessionalsNot to ScaleSHRUB & GROUNDCOVER PLANTING DETAIL2Not to ScaleTREE PLANTING DETAIL1 S5WDMH: 25S5WDMH: 25S5WMH: 25B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5PT5MH: 8PT5MH: 8PT5MH: 8PT5MH: 8PT5MH: 8B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5PT5MH: 8PT5MH: 8PT5MH: 8B5MH: 3.5B5MH: 3.5B5MH: 3.5S5WDMH: 25S5WDMH: 25S5WDMH: 25S5WDMH: 25S5WDMH: 25S5WDMH: 25S5WMH: 25S5WMH: 25S5WMH: 25S5WMH: 25S5WMH: 25S5NMH: 25S3MH: 25S5WMH: 25S5WMH: 25B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5S5WDMH: 25S5WDMH: 25S2MH: 25S5WMH: 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ScheduleQtyLabelArrangementLumensInput WattsLLFBUG RatingDescription8PT5Single442141.30.900B2-U0-G1USAL 24-1040-9'/XALM-1/DS6DB-AL-SYM-36LED-350mA-30K-UNV-1-FINISH / OPTICAL HTAPPROX 8FT AFG17B5Single171511.70.900B2-U0-G1USAL PACB-PLED-VSQ-W-20LED-175mA-30K-UNV-FINISH1S2Single20034136.20.900B3-U0-G3GARDCO OPF-S-A07-730-T2M-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VD1S3Single19875136.20.900B3-U0-G3GARDCO OPF-S-A07-730-T3M-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VD1S5NSingle20615136.20.900B4-U0-G2GARDCO OPF-S-A07-730-T5N-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VD9S5WSingle19848136.20.900B5-U0-G4GARDCO OPF-S-A07-730-T5W-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VD10S5WDBack-Back19848136.20.900B5-U0-G4GARDCO OPF-S-A07-730-T5W-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VDCalculation SummaryLabelGrid HeightAvgMaxMinAvg/MinMax/MinOVERALL SITE00.7619.20.0N.A.N.A.PARKING & DRIVE LANES01.766.10.44.4015.25JOB NAME: THE GATEWAY - BUCKLAND RD - SOUTH WINDSOR, CTAPEX LIGHTING SOLUTIONSWORKPLANE/CALC PLANE: AT FINISH GRADEMOUNTING HEIGHT: SEE LUMINAIRE SCHEDULEAPPS: LEDSALES: SPSPECIFIER: DPI - DESIGN PROFESSIONALS© · · · esign rofessionalsSome differences between measured values and calculated results may occur due toNOTE TO REVIEWER:Total Light Loss Factor (LLF) applied at time of design is determined by applyingthe Lamp Lumen Depreciation (LLD) from current lamp manufacturer's catalog,a Luminaire Dirt Depreciation Factor (LDD) based on IES recommended values anda Ballast Factor (BF) from current ballast specification sheets. Application of anincorrect 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 thedimensions, reflectances, furniture and architectural elements significantly affectvariations. Input data used to generate the attached calculations such as roommeasurement techniques and field conditions such as voltage and temperaturetolerances in calculation methods, testing procedures, component performance,* LLF Determined Using Current Published Lamp DataFor 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 practice20-30 BEAVER ROAD, WETHERSFIELD, CT 06109TELEPHONE 860.632.8766 / WWW.APEXLTG.COM ©···esignrofessionals" " · ·" ·" · · · ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals8.3' [2.53m] MAX. COVER DEPTH 78.0" [1982 mm]87.0" [2211 mm] MIN. CENTER TO CENTER260.0" [6604 mm] MIN. RECHARGER 902HD HEAVY DUTY CHAMBER MIN. 95% COMPACTED FILL OR GRANULAR SUB-BASE HVLV FC-48 FEED CONNECTOR WHERE SPECIFIED 1-2 INCH [25-50mm] WASHED, CRUSHED STONE SURROUNDING CHAMBERS PAVEMENT OR FINISHED GRADE 9.0" [229 mm] MIN. 48.0" [1219 mm] 12.0" [305 mm] MIN. 12.0" [305 mm] MIN. FOR PAVED 18.0" [457mm] MIN. FOR UNPAVED CULTEC NO. 410 NON-WOVEN GEOTEXTILE AROUND STONE. TOP AND SIDES MANDATORY, BOTTOM PER ENGINEER'S DESIGN PREFERENCE CHAMBERS SHALL BE DESIGNED AND TESTED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CULTEC NO. 4800 WOVEN GEOTEXTILE TO BE PLACED BENEATH INTERNAL MANIFOLD FEATURE AND BENEATH ALL INLET/OUTLET PIPES (FOR SCOUR PROTECTION) PROJECT ENGINEER OF RECORD OR GEOTECHNICAL CONSULTANT IS RESPONSIBLE FOR ENSURING THAT THE REQUIRED BEARING CAPACITY OF SUB-GRADE SOILS HAS BEEN MET *THE CHAMBER SYSTEM SHALL PROVIDE RESISTANCE TO THE LOADS AND LOAD FACTORS AS DEFINED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12, WHEN INSTALLED ACCORDING TO CULTEC'S RECOMMENDED INSTALLATION INSTRUCTIONS. ©···esignrofessionals ©···esignrofessionalsNot to Scale VINYL PRIVACY FENCE2Not to Scale GRANITE CURB1 Not to Scale WATER QUALITY UNIT - S3 CONCRETE3 Not to Scale WATER QUALITY UNIT - S64 Gateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONFloor PlanBuilding AA-110ST A T E OF CONNECTICUTCORPORATE PRACTICE OF ARC H ITECT UR ENo. 764CR O S S KEY ARCHITECTS LLCQUITRANSTULITSUSTINET Gateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONRoof PlanBuilding AA-111ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT Gateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONFloor PlanBuilding BA-120ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT Gateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONRoof PlanBuilding BA-121ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT TENANT SIGNAGETENANT SIGNAGETENANT SIGNAGETENANT SIGNAGEGateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONExteriorElevationsBuilding AA-210ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT TENANT SIGNAGETENANT SIGNAGETENANT SIGNAGETENANT SIGNAGEGateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONExteriorElevationsBuilding BA-220ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT Gateway at Buckland South Windsor, CTCopyright © 2025Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:SMNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONPerspectivesA-1ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT CrosskeyArchitectsGATEWAY AT BUCKLANDGATEWAY AT BUCKLANDSOUTH WINDSOR, CTNOVEMEBR 14, 2025Gooseneck Light:Barn Light Fire Chief Sign LightBlackWall Sconce Light:Solera Quantum 42”Signage Panel: Matte BlackCustom Outdoor Shelter: Steel StructureMatte Black Fascia:Bent Aluminum Sheet Matte BlackBrick Veneer:Belden470-479 Dark Range SmoothStorefront:KawneerTrifab VersaGlaze 451/451TBlack Painted FinishPatio Partition:Restaurantfurniture.netBlackPrecast Base:Kafka GraniteSpecialty AggregateBeige Blend MarbleAwning:Boree Canvas/ SunbrellaEXTERIOR MATERIALSSTATEOF CONNECTIC U T No. 764QUITRANSTULIT Stormwater Management Report The Gateway 274 Buckland Road 220, 245, 265, & 270 Gateway Boulevard Site Plan Modification South Windsor, Connecticut Prepared by: Design Professionals, Inc. 58 Connecticut Avenue, Suite H South Windsor, CT November 17, 2025 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 3 Analysis of Results 4 Storm Sewer Analysis 4 Water Quality 4 Conclusion 5 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D Storm Sewer Analysis Results E Water Quality Calculations Water Quality Flow Calculation Isolator Row Sizing F Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction Buckland East, LLC., is proposing a development at 200 ,205, 220, 245 and Gateway Blvd and 274 Buckland Road. The proposed development will include the construction of two 25,200+ SF medical office buildings and four 9,542+ SF buildings for retail, restaurant, and/or service uses. Associated site improvements will include but not be limited to new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, common access drive, and stormwater management BMP’s. The total combined tract area is 32.86 acres. 11.21 acres of the parcel is proposed to be disturbed during construction. For more information, please refer to the plans entitled “The Gateway ~ Site Plan ~ 220, 245, 265, & 270 Gateway Boulevard ~ South Windsor, CT” prepared by Design Professionals, Inc., and dated November 17, 2025, as amended. Pre-Development Site Conditions The existing surficial characteristics of the area to be developed can be primarily classified as farmland with woodland areas surrounding the outskirts. Review of the topography of the area indicated that the approximate center of the project site is located at a high point along Buckland Road. Offsite woodland areas along the northern property lines and farmlands onsite flow to the north and south due to this condition. The area draining to the south would discharge to the first pair of catch basins south of Cedar Avenue (Design Point 1). The northerly draining area would discharge to the first pair of catch basins north of Cedar Avenue (Design Point 2). A third design point was also identified for flow reaching an existing CB at M&R’s existing drive to Buckland Road (Design Point 3). Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix F. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soils types B, C, & C/ 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 all three design points. 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. For more information, please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. Page 3 Post-Development Site Conditions The subject project proposes the construction of two 25,200+ SF medical office buildings and four 9,542+ SF buildings for retail, restaurant, and/or service uses. All runoff generated from the parking and landscaped areas will be collected in an underground storm water catchment system and be conveyed to a multiple tiered pond system for water quality and detention. The first of the three ponds proposed is an underground detention system. All detained runoff will be treated in the isolator rows within this system, before flowing on to the downstream pond. The second and third ponds are both surface basins designed to be dry between storm events. The underground chamber system (UGC1) and first surface basin (P1P) are responsible for detaining the 2- & 10-yr storm events. The lower pond (P2P) will provide storage for larger events and will convey stormwater flows directly to the existing CB in Buckland Road (DP1) via a 24” RCP pipe. The proposed location for the southern office buildings will intercept a portion of the sheet flow from the watershed upland of the approved pond for the Aldi Site at 205 Gateway Boulevard. Additional modifications to the ponds grading was also proposed to accommodate new common drives of the subject site. An analysis of the proposed impacts on the Aldi pond was done to evaluate the subject sites impact to the pond for the Aldi site. Analysis results are included in the next section of this report. For the lower pond, in the event of a storm larger than the 100-yr storm, an emergency outlet control structure is proposed to relieve peak flows. A standard Type C-L catch basin grate is proposed just above the 100-yr storm elevation to accomplish this. In addition to the emergency outlet grate, both surface ponds were designed with approximately 1.0’ free board to provide additional storage volume for an emergency scenario. See Appendix B for the Post Development Condition HydroCAD report. The Proposed Conditions Drainage Map for the site can be found in Appendix F. Page 4 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 10 year 25 year 50 year 100 year DP#1 – Existing Catch Basin in Buckland Road (South of Cedar Ave) Pre 6.80 19.77 29.06 36.68 44.54 Post 5.83 19.01 26.50 30.16 33.61 DP#2 – Existing Catch Basin in Buckland Road (North of Cedar Ave) Pre 5.64 15.31 22.15 27.69 33.36 Post 3.84 10.09 14.47 18.01 21.62 DP#3 – Existing Catch Basin in M&R Drive Pre 0.26 0.51 0.67 0.79 0.92 Post 0.15 0.28 0.36 0.42 0.47 Aldi Pond Outflow Pre (Previously Approved) 3.38 7.28 10.09 10.46 11.41 Post 3.23 6.54 9.23 10.24 11.14 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. 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. The computations are included as Appendix D. Water Quality Cultec R-902HD isolation rows will be utilized to address water quality for all flows that will be detained in the multi-pond system. Based on the determined water quality flow and manufacturer specs for treated peak flow rates, the length of isolator rows provided will be more than adequate to treat the required water quality flow rate. Other flows from the site will be treated in ADA Barracuda Hydrodynamic Separators. See Appendix E for water quality flow calculations, and ADS Barracuda manufacturer’s sizing. Page 5 Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site and should not pose any detrimental impacts to the environment. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) The Gateway: Existing Conditions Originally Approved ALDI Model AE1 Aldi Parking and Areas to Pond AE2 Aldi (Roof) AE3 Existing Wetlands Pond - Catchment Area E1 Existing to DP1 (To Buckland Road) E2 Existing to DP2 (To Buckland Road) E3 Existing to DP3 (To M&R) AEP1 ALDI POND AEP2 Existing Wetlands (With Overflow Pipe) Routing Diagram for 3530.B - HydroCAD Prepared by Design Professionals Inc., Printed 11/17/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions 3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr Type III 24-hr Default 24.00 1 3.11 2 2 10-yr Type III 24-hr Default 24.00 1 4.91 2 3 25-yr Type III 24-hr Default 24.00 1 6.03 2 4 50-yr Type III 24-hr Default 24.00 1 6.90 2 5 100-yr Type III 24-hr Default 24.00 1 7.77 2 Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.673 ac 35.35% Impervious Runoff Depth=1.61"Subcatchment AE1: Aldi Parking and Areas Tc=8.0 min CN=84 Runoff=4.69 cfs 15,595 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=2.56"Subcatchment AE2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=1.87 cfs 6,349 cf Runoff Area=14.784 ac 4.29% Impervious Runoff Depth=0.48"Subcatchment AE3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=4.16 cfs 25,744 cf Runoff Area=727,394 sf 5.84% Impervious Runoff Depth=0.73"Subcatchment E1: Existing to DP1 (To Flow Length=2,111' Tc=32.0 min CN=69 Runoff=6.80 cfs 44,218 cf Runoff Area=462,141 sf 3.32% Impervious Runoff Depth=0.82"Subcatchment E2: Existing to DP2 (To Flow Length=1,161' Tc=25.1 min CN=71 Runoff=5.64 cfs 31,753 cf Runoff Area=8,338 sf 46.51% Impervious Runoff Depth=1.61"Subcatchment E3: Existing to DP3 (To M&R) Flow Length=146' Tc=17.5 min CN=84 Runoff=0.26 cfs 1,117 cf Peak Elev=151.66' Storage=9,708 cf Inflow=6.53 cfs 21,944 cfPond AEP1: ALDI POND Outflow=3.38 cfs 21,944 cf Peak Elev=169.30' Storage=1,329 cf Inflow=4.16 cfs 25,744 cfPond AEP2: Existing Wetlands (With Primary=4.14 cfs 24,719 cf Secondary=0.00 cfs 0 cf Outflow=4.14 cfs 24,719 cf Total Runoff Area = 1,988,095 sf Runoff Volume = 124,775 cf Average Runoff Depth = 0.75" 92.11% Pervious = 1,831,322 sf 7.89% Impervious = 156,772 sf Existing Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.673 ac 35.35% Impervious Runoff Depth=3.19"Subcatchment AE1: Aldi Parking and Areas Tc=8.0 min CN=84 Runoff=9.25 cfs 30,935 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=4.33"Subcatchment AE2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=3.08 cfs 10,752 cf Runoff Area=14.784 ac 4.29% Impervious Runoff Depth=1.45"Subcatchment AE3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=16.83 cfs 77,933 cf Runoff Area=727,394 sf 5.84% Impervious Runoff Depth=1.89"Subcatchment E1: Existing to DP1 (To Flow Length=2,111' Tc=32.0 min CN=69 Runoff=19.77 cfs 114,698 cf Runoff Area=462,141 sf 3.32% Impervious Runoff Depth=2.05"Subcatchment E2: Existing to DP2 (To Flow Length=1,161' Tc=25.1 min CN=71 Runoff=15.31 cfs 78,899 cf Runoff Area=8,338 sf 46.51% Impervious Runoff Depth=3.19"Subcatchment E3: Existing to DP3 (To M&R) Flow Length=146' Tc=17.5 min CN=84 Runoff=0.51 cfs 2,215 cf Peak Elev=152.16' Storage=13,140 cf Inflow=12.30 cfs 41,687 cfPond AEP1: ALDI POND Outflow=7.28 cfs 41,687 cf Peak Elev=169.75' Storage=2,174 cf Inflow=16.83 cfs 77,933 cfPond AEP2: Existing Wetlands (With Primary=16.69 cfs 76,908 cf Secondary=0.00 cfs 0 cf Outflow=16.69 cfs 76,908 cf Total Runoff Area = 1,988,095 sf Runoff Volume = 315,433 cf Average Runoff Depth = 1.90" 92.11% Pervious = 1,831,322 sf 7.89% Impervious = 156,772 sf Existing Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.673 ac 35.35% Impervious Runoff Depth=4.22"Subcatchment AE1: Aldi Parking and Areas Tc=8.0 min CN=84 Runoff=12.15 cfs 40,991 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=5.44"Subcatchment AE2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=3.82 cfs 13,510 cf Runoff Area=14.784 ac 4.29% Impervious Runoff Depth=2.20"Subcatchment AE3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=26.61 cfs 117,927 cf Runoff Area=727,394 sf 5.84% Impervious Runoff Depth=2.74"Subcatchment E1: Existing to DP1 (To Flow Length=2,111' Tc=32.0 min CN=69 Runoff=29.06 cfs 165,846 cf Runoff Area=462,141 sf 3.32% Impervious Runoff Depth=2.92"Subcatchment E2: Existing to DP2 (To Flow Length=1,161' Tc=25.1 min CN=71 Runoff=22.15 cfs 112,568 cf Runoff Area=8,338 sf 46.51% Impervious Runoff Depth=4.22"Subcatchment E3: Existing to DP3 (To M&R) Flow Length=146' Tc=17.5 min CN=84 Runoff=0.67 cfs 2,935 cf Peak Elev=152.40' Storage=14,911 cf Inflow=15.94 cfs 54,502 cfPond AEP1: ALDI POND Outflow=10.09 cfs 54,502 cf Peak Elev=170.14' Storage=3,370 cf Inflow=26.61 cfs 117,927 cfPond AEP2: Existing Wetlands (With Primary=25.24 cfs 116,902 cf Secondary=0.00 cfs 0 cf Outflow=25.24 cfs 116,902 cf Total Runoff Area = 1,988,095 sf Runoff Volume = 453,777 cf Average Runoff Depth = 2.74" 92.11% Pervious = 1,831,322 sf 7.89% Impervious = 156,772 sf Existing Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.673 ac 35.35% Impervious Runoff Depth=5.04"Subcatchment AE1: Aldi Parking and Areas Tc=8.0 min CN=84 Runoff=14.41 cfs 48,951 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=6.31"Subcatchment AE2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=4.40 cfs 15,658 cf Runoff Area=14.784 ac 4.29% Impervious Runoff Depth=2.83"Subcatchment AE3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=34.82 cfs 151,674 cf Runoff Area=727,394 sf 5.84% Impervious Runoff Depth=3.43"Subcatchment E1: Existing to DP1 (To Flow Length=2,111' Tc=32.0 min CN=69 Runoff=36.68 cfs 208,042 cf Runoff Area=462,141 sf 3.32% Impervious Runoff Depth=3.64"Subcatchment E2: Existing to DP2 (To Flow Length=1,161' Tc=25.1 min CN=71 Runoff=27.69 cfs 140,160 cf Runoff Area=8,338 sf 46.51% Impervious Runoff Depth=5.04"Subcatchment E3: Existing to DP3 (To M&R) Flow Length=146' Tc=17.5 min CN=84 Runoff=0.79 cfs 3,505 cf Peak Elev=152.66' Storage=16,912 cf Inflow=18.77 cfs 65,201 cfPond AEP1: ALDI POND Outflow=10.46 cfs 65,201 cf Peak Elev=170.66' Storage=5,697 cf Inflow=34.82 cfs 151,674 cfPond AEP2: Existing Wetlands (With Primary=30.46 cfs 150,057 cf Secondary=1.54 cfs 592 cf Outflow=32.00 cfs 150,649 cf Total Runoff Area = 1,988,095 sf Runoff Volume = 567,991 cf Average Runoff Depth = 3.43" 92.11% Pervious = 1,831,322 sf 7.89% Impervious = 156,772 sf Existing Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.673 ac 35.35% Impervious Runoff Depth=5.87"Subcatchment AE1: Aldi Parking and Areas Tc=8.0 min CN=84 Runoff=16.66 cfs 57,002 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=7.17"Subcatchment AE2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=4.97 cfs 17,808 cf Runoff Area=14.784 ac 4.29% Impervious Runoff Depth=3.49"Subcatchment AE3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=43.42 cfs 187,227 cf Runoff Area=727,394 sf 5.84% Impervious Runoff Depth=4.15"Subcatchment E1: Existing to DP1 (To Flow Length=2,111' Tc=32.0 min CN=69 Runoff=44.54 cfs 251,852 cf Runoff Area=462,141 sf 3.32% Impervious Runoff Depth=4.38"Subcatchment E2: Existing to DP2 (To Flow Length=1,161' Tc=25.1 min CN=71 Runoff=33.36 cfs 168,684 cf Runoff Area=8,338 sf 46.51% Impervious Runoff Depth=5.87"Subcatchment E3: Existing to DP3 (To M&R) Flow Length=146' Tc=17.5 min CN=84 Runoff=0.92 cfs 4,082 cf Peak Elev=153.38' Storage=22,819 cf Inflow=21.59 cfs 80,231 cfPond AEP1: ALDI POND Outflow=11.41 cfs 80,231 cf Peak Elev=170.96' Storage=7,428 cf Inflow=43.42 cfs 187,227 cfPond AEP2: Existing Wetlands (With Primary=33.05 cfs 180,781 cf Secondary=7.94 cfs 5,421 cf Outflow=40.99 cfs 186,202 cf Total Runoff Area = 1,988,095 sf Runoff Volume = 686,656 cf Average Runoff Depth = 4.14" 92.11% Pervious = 1,831,322 sf 7.89% Impervious = 156,772 sf Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment AE1: Aldi Parking and Areas to Pond Runoff = 4.69 cfs @ 12.12 hrs, Volume= 15,595 cf, Depth= 1.61" Routed to Pond AEP1 : ALDI POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (ac) CN Description 0.207 74 >75% Grass cover, Good, HSG C * 1.197 77 >75% Grass cover, Good, HSG C/D * 0.945 98 IMPERVIOUS * 0.324 74 Woods, Good, HSG C/D 2.673 84 Weighted Average 1.728 64.65% Pervious Area 0.945 35.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment AE1: Aldi Parking and Areas to Pond Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=2.673 ac Runoff Volume=15,595 cf Runoff Depth=1.61" Tc=8.0 min CN=84 4.69 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment AE2: Aldi (Roof) Runoff = 1.87 cfs @ 12.10 hrs, Volume= 6,349 cf, Depth= 2.56" Routed to Pond AEP1 : ALDI POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (ac) CN Description 0.080 74 >75% Grass cover, Good, HSG C * 0.604 98 IMPERVIOUS 0.684 95 Weighted Average 0.080 11.70% Pervious Area 0.604 88.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment AE2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=0.684 ac Runoff Volume=6,349 cf Runoff Depth=2.56" Tc=7.0 min CN=95 1.87 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment AE3: Existing Wetlands Pond - Catchment Area Runoff = 4.16 cfs @ 12.31 hrs, Volume= 25,744 cf, Depth= 0.48" Routed to Pond AEP2 : Existing Wetlands (With Overflow Pipe) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (ac) CN Description 1.569 61 >75% Grass cover, Good, HSG B 0.493 74 >75% Grass cover, Good, HSG C * 1.529 77 >75% Grass cover, Good, HSG C/D 8.016 55 Woods, Good, HSG B 0.835 70 Woods, Good, HSG C * 1.708 74 Woods, Good, HSG C/D * 0.634 98 IMPERVIOUS 14.784 63 Weighted Average 14.150 95.71% Pervious Area 0.634 4.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0300 0.20 Sheet Flow, Grass Sheet Flow Grass: Short n= 0.150 P2= 3.09" 1.3 153 0.0780 1.95 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 3.9 442 0.1440 1.90 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 2.9 990 0.0200 5.62 179.92 Channel Flow, Ditch Area= 32.0 sf Perim= 44.5' r= 0.72' n= 0.030 Earth, grassed & winding 16.6 1,685 Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AE3: Existing Wetlands Pond - Catchment Area Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=14.784 ac Runoff Volume=25,744 cf Runoff Depth=0.48" Flow Length=1,685' Tc=16.6 min CN=63 4.16 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Existing to DP1 (To Buckland Road) Runoff = 6.80 cfs @ 12.52 hrs, Volume= 44,218 cf, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description 141,926 55 Woods, Good, HSG B 70,964 70 Woods, Good, HSG C * 85,718 74 Woods, Good, HSG C/D 113,244 61 >75% Grass cover, Good, HSG B 23,060 74 >75% Grass cover, Good, HSG C * 42,273 77 >75% Grass cover, Good, HSG C/D 17,190 58 Meadow, non-grazed, HSG B 68,742 71 Meadow, non-grazed, HSG C * 121,819 75 Meadow, non-grazed, HSG C/D * 42,458 98 IMPERVIOUS 727,394 69 Weighted Average 684,936 94.16% Pervious Area 42,458 5.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 100 0.0500 0.24 Sheet Flow, Grass Sheet Flow Grass: Short n= 0.150 P2= 3.09" 2.0 106 0.0310 0.88 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 1.3 100 0.0330 1.27 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 3.4 207 0.0400 1.00 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 1.5 260 0.0380 2.92 Shallow Concentrated Flow, Grass SCF Grassed Waterway Kv= 15.0 fps 4.8 473 0.1100 1.66 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 2.7 343 0.0550 2.11 Shallow Concentrated Flow, Crops SCF Cultivated Straight Rows Kv= 9.0 fps 8.8 420 0.0130 0.80 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 0.5 102 0.0280 3.40 Shallow Concentrated Flow, Paved SCF Paved Kv= 20.3 fps 32.0 2,111 Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: Existing to DP1 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=727,394 sf Runoff Volume=44,218 cf Runoff Depth=0.73" Flow Length=2,111' Tc=32.0 min CN=69 6.80 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Existing to DP2 (To Buckland Road) Runoff = 5.64 cfs @ 12.40 hrs, Volume= 31,753 cf, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description 14,845 70 Woods, Good, HSG C 67,332 55 Woods, Good, HSG B * 54,931 74 Woods, Good, HSG C/D 22,620 74 >75% Grass cover, Good, HSG C 21,550 61 >75% Grass cover, Good, HSG B 15,332 58 Meadow, non-grazed, HSG B 70,326 71 Meadow, non-grazed, HSG C * 179,860 75 Meadow, non-grazed, HSG C/D * 15,345 98 Imperv 462,141 71 Weighted Average 446,796 96.68% Pervious Area 15,345 3.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 50 0.0620 0.23 Sheet Flow, Grass SF Grass: Short n= 0.150 P2= 3.09" 8.0 50 0.0620 0.10 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.09" 13.5 1,061 0.0690 1.31 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 25.1 1,161 Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Existing to DP2 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=462,141 sf Runoff Volume=31,753 cf Runoff Depth=0.82" Flow Length=1,161' Tc=25.1 min CN=71 5.64 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Existing to DP3 (To M&R) Runoff = 0.26 cfs @ 12.24 hrs, Volume= 1,117 cf, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description 4,460 71 Meadow, non-grazed, HSG C * 3,878 98 IMPERVIOUS 8,338 84 Weighted Average 4,460 53.49% Pervious Area 3,878 46.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 100 0.0130 0.10 Sheet Flow, Meadow SF Grass: Dense n= 0.240 P2= 3.09" 0.2 46 0.0600 3.94 Shallow Concentrated Flow, Meadow SCF Unpaved Kv= 16.1 fps 17.5 146 Total Subcatchment E3: Existing to DP3 (To M&R) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=8,338 sf Runoff Volume=1,117 cf Runoff Depth=1.61" Flow Length=146' Tc=17.5 min CN=84 0.26 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond AEP1: ALDI POND Inflow Area = 146,231 sf, 46.14% Impervious, Inflow Depth = 1.80" for 2-yr event Inflow = 6.53 cfs @ 12.11 hrs, Volume= 21,944 cf Outflow = 3.38 cfs @ 12.29 hrs, Volume= 21,944 cf, Atten= 48%, Lag= 10.8 min Primary = 3.38 cfs @ 12.29 hrs, Volume= 21,944 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Starting Elev= 151.00' Surf.Area= 6,004 sf Storage= 5,500 cf Peak Elev= 151.66' @ 12.29 hrs Surf.Area= 6,691 sf Storage= 9,708 cf (4,209 cf above start) Plug-Flow detention time= 168.7 min calculated for 16,444 cf (75% of inflow) Center-of-Mass det. time= 28.9 min ( 847.1 - 818.3 ) Volume Invert Avail.Storage Storage Description #1 150.00' 38,288 cf Pond (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 150.00 5,010 0 0 5,010 151.00 6,004 5,500 5,500 6,047 152.00 7,054 6,522 12,021 7,146 153.00 8,161 7,601 19,622 8,306 154.00 9,325 8,737 28,359 9,529 155.00 10,545 9,929 38,288 10,812 Device Routing Invert Outlet Devices #1 Primary 150.00'18.0" Round Culvert L= 300.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 150.00' / 147.36' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Device 1 151.00'36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 151.75'36.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.38 cfs @ 12.29 hrs HW=151.66' (Free Discharge) 1=Culvert (Passes 3.38 cfs of 8.13 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.38 cfs @ 3.38 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond AEP1: ALDI POND Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=146,231 sf Peak Elev=151.66' Storage=9,708 cf 6.53 cfs 3.38 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond AEP2: Existing Wetlands (With Overflow Pipe) Inflow Area = 643,991 sf, 4.29% Impervious, Inflow Depth = 0.48" for 2-yr event Inflow = 4.16 cfs @ 12.31 hrs, Volume= 25,744 cf Outflow = 4.14 cfs @ 12.33 hrs, Volume= 24,719 cf, Atten= 0%, Lag= 1.3 min Primary = 4.14 cfs @ 12.33 hrs, Volume= 24,719 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond AEP1 : ALDI POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 169.30' @ 12.33 hrs Surf.Area= 1,317 sf Storage= 1,329 cf Plug-Flow detention time= 30.1 min calculated for 24,719 cf (96% of inflow) Center-of-Mass det. time= 9.7 min ( 927.3 - 917.6 ) Volume Invert Avail.Storage Storage Description #1 167.00' 17,482 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 167.00 300 80.0 0 0 300 169.00 760 224.0 1,025 1,025 3,797 170.00 3,250 407.0 1,861 2,886 12,991 171.00 6,611 393.0 4,832 7,718 13,968 172.00 13,303 755.0 9,764 17,482 47,044 Device Routing Invert Outlet Devices #1 Secondary 170.50'10.0' long 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 #2 Primary 165.00'30.0" Round Culvert L= 96.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 165.00' / 163.00' S= 0.0208 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 4.91 sf #3 Device 2 169.00'30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.14 cfs @ 12.33 hrs HW=169.30' (Free Discharge) 2=Culvert (Passes 4.14 cfs of 41.25 cfs potential flow) 3=Orifice/Grate (Weir Controls 4.14 cfs @ 1.78 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=167.00' TW=151.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond AEP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=643,991 sf Peak Elev=169.30' Storage=1,329 cf 4.16 cfs4.14 cfs4.14 cfs 0.00 cfs Existing Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AE1: Aldi Parking and Areas to Pond Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=2.673 ac Runoff Volume=30,935 cf Runoff Depth=3.19" Tc=8.0 min CN=84 9.25 cfs Subcatchment AE2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=0.684 ac Runoff Volume=10,752 cf Runoff Depth=4.33" Tc=7.0 min CN=95 3.08 cfs Existing Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AE3: Existing Wetlands Pond - Catchment Area Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=14.784 ac Runoff Volume=77,933 cf Runoff Depth=1.45" Flow Length=1,685' Tc=16.6 min CN=63 16.83 cfs Subcatchment E1: Existing to DP1 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=727,394 sf Runoff Volume=114,698 cf Runoff Depth=1.89" Flow Length=2,111' Tc=32.0 min CN=69 19.77 cfs Existing Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Existing to DP2 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=462,141 sf Runoff Volume=78,899 cf Runoff Depth=2.05" Flow Length=1,161' Tc=25.1 min CN=71 15.31 cfs Subcatchment E3: Existing to DP3 (To M&R) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=8,338 sf Runoff Volume=2,215 cf Runoff Depth=3.19" Flow Length=146' Tc=17.5 min CN=84 0.51 cfs Existing Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond AEP1: ALDI POND Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=146,231 sf Peak Elev=152.16' Storage=13,140 cf 12.30 cfs 7.28 cfs Pond AEP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=643,991 sf Peak Elev=169.75' Storage=2,174 cf 16.83 cfs16.69 cfs16.69 cfs 0.00 cfs Existing Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AE1: Aldi Parking and Areas to Pond Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=2.673 ac Runoff Volume=40,991 cf Runoff Depth=4.22" Tc=8.0 min CN=84 12.15 cfs Subcatchment AE2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=0.684 ac Runoff Volume=13,510 cf Runoff Depth=5.44" Tc=7.0 min CN=95 3.82 cfs Existing Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AE3: Existing Wetlands Pond - Catchment Area Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=14.784 ac Runoff Volume=117,927 cf Runoff Depth=2.20" Flow Length=1,685' Tc=16.6 min CN=63 26.61 cfs Subcatchment E1: Existing to DP1 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=727,394 sf Runoff Volume=165,846 cf Runoff Depth=2.74" Flow Length=2,111' Tc=32.0 min CN=69 29.06 cfs Existing Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Existing to DP2 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=462,141 sf Runoff Volume=112,568 cf Runoff Depth=2.92" Flow Length=1,161' Tc=25.1 min CN=71 22.15 cfs Subcatchment E3: Existing to DP3 (To M&R) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=8,338 sf Runoff Volume=2,935 cf Runoff Depth=4.22" Flow Length=146' Tc=17.5 min CN=84 0.67 cfs Existing Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond AEP1: ALDI POND Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=146,231 sf Peak Elev=152.40' Storage=14,911 cf 15.94 cfs 10.09 cfs Pond AEP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=643,991 sf Peak Elev=170.14' Storage=3,370 cf 26.61 cfs 25.24 cfs25.24 cfs 0.00 cfs Existing Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AE1: Aldi Parking and Areas to Pond Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=2.673 ac Runoff Volume=48,951 cf Runoff Depth=5.04" Tc=8.0 min CN=84 14.41 cfs Subcatchment AE2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=0.684 ac Runoff Volume=15,658 cf Runoff Depth=6.31" Tc=7.0 min CN=95 4.40 cfs Existing Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AE3: Existing Wetlands Pond - Catchment Area Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=14.784 ac Runoff Volume=151,674 cf Runoff Depth=2.83" Flow Length=1,685' Tc=16.6 min CN=63 34.82 cfs Subcatchment E1: Existing to DP1 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=727,394 sf Runoff Volume=208,042 cf Runoff Depth=3.43" Flow Length=2,111' Tc=32.0 min CN=69 36.68 cfs Existing Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Existing to DP2 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=462,141 sf Runoff Volume=140,160 cf Runoff Depth=3.64" Flow Length=1,161' Tc=25.1 min CN=71 27.69 cfs Subcatchment E3: Existing to DP3 (To M&R) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=8,338 sf Runoff Volume=3,505 cf Runoff Depth=5.04" Flow Length=146' Tc=17.5 min CN=84 0.79 cfs Existing Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond AEP1: ALDI POND Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=146,231 sf Peak Elev=152.66' Storage=16,912 cf 18.77 cfs 10.46 cfs Pond AEP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=643,991 sf Peak Elev=170.66' Storage=5,697 cf 34.82 cfs 32.00 cfs 30.46 cfs 1.54 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AE1: Aldi Parking and Areas to Pond Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=2.673 ac Runoff Volume=57,002 cf Runoff Depth=5.87" Tc=8.0 min CN=84 16.66 cfs Subcatchment AE2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=0.684 ac Runoff Volume=17,808 cf Runoff Depth=7.17" Tc=7.0 min CN=95 4.97 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AE3: Existing Wetlands Pond - Catchment Area Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=14.784 ac Runoff Volume=187,227 cf Runoff Depth=3.49" Flow Length=1,685' Tc=16.6 min CN=63 43.42 cfs Subcatchment E1: Existing to DP1 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=727,394 sf Runoff Volume=251,852 cf Runoff Depth=4.15" Flow Length=2,111' Tc=32.0 min CN=69 44.54 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Existing to DP2 (To Buckland Road) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=462,141 sf Runoff Volume=168,684 cf Runoff Depth=4.38" Flow Length=1,161' Tc=25.1 min CN=71 33.36 cfs Subcatchment E3: Existing to DP3 (To M&R) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=8,338 sf Runoff Volume=4,082 cf Runoff Depth=5.87" Flow Length=146' Tc=17.5 min CN=84 0.92 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond AEP1: ALDI POND Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=146,231 sf Peak Elev=153.38' Storage=22,819 cf 21.59 cfs 11.41 cfs Pond AEP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=643,991 sf Peak Elev=170.96' Storage=7,428 cf 43.42 cfs 40.99 cfs 33.05 cfs 7.94 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond AEP1: ALDI POND Inflow Area = 146,231 sf, 46.14% Impervious, Inflow Depth = 6.58" for 100-yr event Inflow = 21.59 cfs @ 12.11 hrs, Volume= 80,231 cf Outflow = 11.41 cfs @ 12.41 hrs, Volume= 80,231 cf, Atten= 47%, Lag= 18.1 min Primary = 11.41 cfs @ 12.41 hrs, Volume= 80,231 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Starting Elev= 151.00' Surf.Area= 6,004 sf Storage= 5,500 cf Peak Elev= 153.38' @ 12.41 hrs Surf.Area= 8,596 sf Storage= 22,819 cf (17,320 cf above start) Plug-Flow detention time= 81.2 min calculated for 74,731 cf (93% of inflow) Center-of-Mass det. time= 23.2 min ( 807.0 - 783.8 ) Volume Invert Avail.Storage Storage Description #1 150.00' 38,288 cf Pond (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 150.00 5,010 0 0 5,010 151.00 6,004 5,500 5,500 6,047 152.00 7,054 6,522 12,021 7,146 153.00 8,161 7,601 19,622 8,306 154.00 9,325 8,737 28,359 9,529 155.00 10,545 9,929 38,288 10,812 Device Routing Invert Outlet Devices #1 Primary 150.00'18.0" Round Culvert L= 300.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 150.00' / 147.36' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Device 1 151.00'36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 151.75'36.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.41 cfs @ 12.41 hrs HW=153.38' (Free Discharge) 1=Culvert (Barrel Controls 11.41 cfs @ 6.45 fps) 2=Orifice/Grate (Passes < 7.16 cfs potential flow) 3=Orifice/Grate (Passes < 12.09 cfs potential flow) Existing Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond AEP2: Existing Wetlands (With Overflow Pipe) Inflow Area = 643,991 sf, 4.29% Impervious, Inflow Depth = 3.49" for 100-yr event Inflow = 43.42 cfs @ 12.23 hrs, Volume= 187,227 cf Outflow = 40.99 cfs @ 12.29 hrs, Volume= 186,202 cf, Atten= 6%, Lag= 3.6 min Primary = 33.05 cfs @ 12.29 hrs, Volume= 180,781 cf Secondary = 7.94 cfs @ 12.29 hrs, Volume= 5,421 cf Routed to Pond AEP1 : ALDI POND Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 170.96' @ 12.29 hrs Surf.Area= 6,437 sf Storage= 7,428 cf Plug-Flow detention time= 6.3 min calculated for 186,202 cf (99% of inflow) Center-of-Mass det. time= 3.0 min ( 853.9 - 850.9 ) Volume Invert Avail.Storage Storage Description #1 167.00' 17,482 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 167.00 300 80.0 0 0 300 169.00 760 224.0 1,025 1,025 3,797 170.00 3,250 407.0 1,861 2,886 12,991 171.00 6,611 393.0 4,832 7,718 13,968 172.00 13,303 755.0 9,764 17,482 47,044 Device Routing Invert Outlet Devices #1 Secondary 170.50'10.0' long 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 #2 Primary 165.00'30.0" Round Culvert L= 96.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 165.00' / 163.00' S= 0.0208 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 4.91 sf #3 Device 2 169.00'30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=33.04 cfs @ 12.29 hrs HW=170.95' (Free Discharge) 2=Culvert (Passes 33.04 cfs of 51.26 cfs potential flow) 3=Orifice/Grate (Orifice Controls 33.04 cfs @ 6.73 fps) Secondary OutFlow Max=7.90 cfs @ 12.29 hrs HW=170.95' TW=153.19' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 7.90 cfs @ 1.74 fps) APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) Updated ALDI Model The Gateway: Proposed Conditions AP1 Aldi Parking and Areas to Pond (Post The Gateway) AP2 Aldi (Roof) AP3 Existing Wetlands Pond - Catchment Area (Post The Gateway) P1 Main Site (EXCLUDING: CB6-8, CB11-15, CB38-39, CB41, R2A-E) P2 Proposed ROW to DP1 P3 Proposed (Existing to DP2) P4 Proposed (Existing to DP3) P5 CB6-8, CB11-15, CB38-39, CB41, R2A-E P6 DIRECT TO P1P P7 DIRECT TO P2P 32P Upper Pond (DB-01) 33P Lower Pond (DB-02) 34P Cultec R-902HD APP1 ALDI POND (Post The Gateway) APP2 Existing Wetlands (With Overflow Pipe) L1 DP1 Routing Diagram for 3530.B - HydroCAD Prepared by Design Professionals Inc., Printed 11/17/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions 3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr Type III 24-hr Default 24.00 1 3.11 2 2 10-yr Type III 24-hr Default 24.00 1 4.91 2 3 25-yr Type III 24-hr Default 24.00 1 6.03 2 4 50-yr Type III 24-hr Default 24.00 1 6.90 2 5 100-yr Type III 24-hr Default 24.00 1 7.77 2 Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=99,888 sf 41.21% Impervious Runoff Depth=1.68"Subcatchment AP1: Aldi Parking and Tc=8.0 min CN=85 Runoff=4.21 cfs 13,993 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=2.56"Subcatchment AP2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=1.87 cfs 6,349 cf Runoff Area=14.790 ac 4.29% Impervious Runoff Depth=0.48"Subcatchment AP3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=4.16 cfs 25,754 cf Runoff Area=795,998 sf 37.46% Impervious Runoff Depth=1.15"Subcatchment P1: Main Site Flow Length=1,865' Tc=26.0 min CN=77 Runoff=14.30 cfs 76,146 cf Runoff Area=19,619 sf 74.57% Impervious Runoff Depth=2.27"Subcatchment P2: Proposed ROW to DP1 Tc=6.0 min CN=92 Runoff=1.17 cfs 3,703 cf Runoff Area=291,929 sf 4.95% Impervious Runoff Depth=0.87"Subcatchment P3: Proposed (Existing to Flow Length=1,161' Tc=25.1 min CN=72 Runoff=3.84 cfs 21,270 cf Runoff Area=2,999 sf 61.05% Impervious Runoff Depth=2.00"Subcatchment P4: Proposed (Existing to Tc=7.0 min CN=89 Runoff=0.15 cfs 500 cf Runoff Area=74,957 sf 89.62% Impervious Runoff Depth=2.66"Subcatchment P5: CB6-8, CB11-15, Tc=6.0 min CN=96 Runoff=5.00 cfs 16,618 cf Runoff Area=13,663 sf 0.00% Impervious Runoff Depth=0.98"Subcatchment P6: DIRECT TO P1P Tc=10.0 min CN=74 Runoff=0.29 cfs 1,114 cf Runoff Area=16,192 sf 0.08% Impervious Runoff Depth=0.98"Subcatchment P7: DIRECT TO P2P Tc=8.0 min CN=74 Runoff=0.37 cfs 1,321 cf Peak Elev=149.89' Storage=4,300 cf Inflow=6.36 cfs 77,143 cfPond 32P: Upper Pond (DB-01) Outflow=4.45 cfs 77,132 cf Peak Elev=146.88' Storage=1,489 cf Inflow=5.57 cfs 95,071 cfPond 33P: Lower Pond (DB-02) Outflow=4.91 cfs 95,063 cf Peak Elev=150.08' Storage=25,559 cf Inflow=14.30 cfs 76,146 cfPond 34P: Cultec R-902HD Outflow=6.31 cfs 76,029 cf Peak Elev=151.62' Storage=9,152 cf Inflow=6.06 cfs 20,342 cfPond APP1: ALDI POND (Post The Outflow=3.23 cfs 20,342 cf Peak Elev=169.30' Storage=1,329 cf Inflow=4.16 cfs 25,754 cfPond APP2: Existing Wetlands (With Primary=4.15 cfs 24,729 cf Secondary=0.00 cfs 0 cf Outflow=4.15 cfs 24,729 cf Inflow=5.83 cfs 98,766 cfLink L1: DP1 Primary=5.83 cfs 98,766 cf Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 1,989,292 sf Runoff Volume = 166,768 cf Average Runoff Depth = 1.01" 75.30% Pervious = 1,497,947 sf 24.70% Impervious = 491,345 sf Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=99,888 sf 41.21% Impervious Runoff Depth=3.28"Subcatchment AP1: Aldi Parking and Tc=8.0 min CN=85 Runoff=8.15 cfs 27,344 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=4.33"Subcatchment AP2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=3.08 cfs 10,752 cf Runoff Area=14.790 ac 4.29% Impervious Runoff Depth=1.45"Subcatchment AP3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=16.83 cfs 77,964 cf Runoff Area=795,998 sf 37.46% Impervious Runoff Depth=2.55"Subcatchment P1: Main Site Flow Length=1,865' Tc=26.0 min CN=77 Runoff=32.80 cfs 169,009 cf Runoff Area=19,619 sf 74.57% Impervious Runoff Depth=4.00"Subcatchment P2: Proposed ROW to DP1 Tc=6.0 min CN=92 Runoff=2.00 cfs 6,542 cf Runoff Area=291,929 sf 4.95% Impervious Runoff Depth=2.13"Subcatchment P3: Proposed (Existing to Flow Length=1,161' Tc=25.1 min CN=72 Runoff=10.09 cfs 51,788 cf Runoff Area=2,999 sf 61.05% Impervious Runoff Depth=3.69"Subcatchment P4: Proposed (Existing to Tc=7.0 min CN=89 Runoff=0.28 cfs 921 cf Runoff Area=74,957 sf 89.62% Impervious Runoff Depth=4.44"Subcatchment P5: CB6-8, CB11-15, Tc=6.0 min CN=96 Runoff=8.11 cfs 27,754 cf Runoff Area=13,663 sf 0.00% Impervious Runoff Depth=2.29"Subcatchment P6: DIRECT TO P1P Tc=10.0 min CN=74 Runoff=0.73 cfs 2,610 cf Runoff Area=16,192 sf 0.08% Impervious Runoff Depth=2.29"Subcatchment P7: DIRECT TO P2P Tc=8.0 min CN=74 Runoff=0.92 cfs 3,094 cf Peak Elev=151.23' Storage=9,863 cf Inflow=18.60 cfs 171,500 cfPond 32P: Upper Pond (DB-01) Outflow=18.02 cfs 171,489 cf Peak Elev=147.90' Storage=4,648 cf Inflow=19.07 cfs 202,336 cfPond 33P: Lower Pond (DB-02) Outflow=18.79 cfs 202,328 cf Peak Elev=151.36' Storage=47,201 cf Inflow=32.80 cfs 169,009 cfPond 34P: Cultec R-902HD Outflow=18.41 cfs 168,890 cf Peak Elev=152.09' Storage=12,290 cf Inflow=11.20 cfs 38,096 cfPond APP1: ALDI POND (Post The Outflow=6.54 cfs 38,096 cf Peak Elev=169.75' Storage=2,175 cf Inflow=16.83 cfs 77,964 cfPond APP2: Existing Wetlands (With Primary=16.70 cfs 76,939 cf Secondary=0.00 cfs 0 cf Outflow=16.70 cfs 76,939 cf Inflow=19.01 cfs 208,870 cfLink L1: DP1 Primary=19.01 cfs 208,870 cf Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 1,989,292 sf Runoff Volume = 377,778 cf Average Runoff Depth = 2.28" 75.30% Pervious = 1,497,947 sf 24.70% Impervious = 491,345 sf Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=99,888 sf 41.21% Impervious Runoff Depth=4.33"Subcatchment AP1: Aldi Parking and Tc=8.0 min CN=85 Runoff=10.64 cfs 36,050 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=5.44"Subcatchment AP2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=3.82 cfs 13,510 cf Runoff Area=14.790 ac 4.29% Impervious Runoff Depth=2.20"Subcatchment AP3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=26.62 cfs 117,975 cf Runoff Area=795,998 sf 37.46% Impervious Runoff Depth=3.51"Subcatchment P1: Main Site Flow Length=1,865' Tc=26.0 min CN=77 Runoff=45.23 cfs 232,517 cf Runoff Area=19,619 sf 74.57% Impervious Runoff Depth=5.10"Subcatchment P2: Proposed ROW to DP1 Tc=6.0 min CN=92 Runoff=2.52 cfs 8,336 cf Runoff Area=291,929 sf 4.95% Impervious Runoff Depth=3.02"Subcatchment P3: Proposed (Existing to Flow Length=1,161' Tc=25.1 min CN=72 Runoff=14.47 cfs 73,415 cf Runoff Area=2,999 sf 61.05% Impervious Runoff Depth=4.76"Subcatchment P4: Proposed (Existing to Tc=7.0 min CN=89 Runoff=0.36 cfs 1,191 cf Runoff Area=74,957 sf 89.62% Impervious Runoff Depth=5.56"Subcatchment P5: CB6-8, CB11-15, Tc=6.0 min CN=96 Runoff=10.04 cfs 34,713 cf Runoff Area=13,663 sf 0.00% Impervious Runoff Depth=3.21"Subcatchment P6: DIRECT TO P1P Tc=10.0 min CN=74 Runoff=1.03 cfs 3,655 cf Runoff Area=16,192 sf 0.08% Impervious Runoff Depth=3.21"Subcatchment P7: DIRECT TO P2P Tc=8.0 min CN=74 Runoff=1.30 cfs 4,332 cf Peak Elev=152.00' Storage=13,988 cf Inflow=28.13 cfs 236,052 cfPond 32P: Upper Pond (DB-01) Outflow=26.02 cfs 236,041 cf Peak Elev=148.61' Storage=7,788 cf Inflow=27.40 cfs 275,086 cfPond 33P: Lower Pond (DB-02) Outflow=26.24 cfs 275,078 cf Peak Elev=152.13' Storage=59,010 cf Inflow=45.23 cfs 232,517 cfPond 34P: Cultec R-902HD Outflow=27.80 cfs 232,397 cf Peak Elev=152.31' Storage=13,864 cf Inflow=14.43 cfs 49,560 cfPond APP1: ALDI POND (Post The Outflow=9.23 cfs 49,560 cf Peak Elev=170.14' Storage=3,373 cf Inflow=26.62 cfs 117,975 cfPond APP2: Existing Wetlands (With Primary=25.25 cfs 116,950 cf Secondary=0.00 cfs 0 cf Outflow=25.25 cfs 116,950 cf Inflow=26.50 cfs 283,414 cfLink L1: DP1 Primary=26.50 cfs 283,414 cf Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 1,989,292 sf Runoff Volume = 525,693 cf Average Runoff Depth = 3.17" 75.30% Pervious = 1,497,947 sf 24.70% Impervious = 491,345 sf Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=99,888 sf 41.21% Impervious Runoff Depth=5.16"Subcatchment AP1: Aldi Parking and Tc=8.0 min CN=85 Runoff=12.58 cfs 42,927 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=6.31"Subcatchment AP2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=4.40 cfs 15,658 cf Runoff Area=14.790 ac 4.29% Impervious Runoff Depth=2.83"Subcatchment AP3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=34.83 cfs 151,736 cf Runoff Area=795,998 sf 37.46% Impervious Runoff Depth=4.28"Subcatchment P1: Main Site Flow Length=1,865' Tc=26.0 min CN=77 Runoff=55.11 cfs 283,643 cf Runoff Area=19,619 sf 74.57% Impervious Runoff Depth=5.96"Subcatchment P2: Proposed ROW to DP1 Tc=6.0 min CN=92 Runoff=2.92 cfs 9,738 cf Runoff Area=291,929 sf 4.95% Impervious Runoff Depth=3.74"Subcatchment P3: Proposed (Existing to Flow Length=1,161' Tc=25.1 min CN=72 Runoff=18.01 cfs 91,082 cf Runoff Area=2,999 sf 61.05% Impervious Runoff Depth=5.61"Subcatchment P4: Proposed (Existing to Tc=7.0 min CN=89 Runoff=0.42 cfs 1,402 cf Runoff Area=74,957 sf 89.62% Impervious Runoff Depth=6.42"Subcatchment P5: CB6-8, CB11-15, Tc=6.0 min CN=96 Runoff=11.52 cfs 40,127 cf Runoff Area=13,663 sf 0.00% Impervious Runoff Depth=3.96"Subcatchment P6: DIRECT TO P1P Tc=10.0 min CN=74 Runoff=1.27 cfs 4,503 cf Runoff Area=16,192 sf 0.08% Impervious Runoff Depth=3.96"Subcatchment P7: DIRECT TO P2P Tc=8.0 min CN=74 Runoff=1.61 cfs 5,337 cf Peak Elev=152.72' Storage=18,586 cf Inflow=35.27 cfs 288,027 cfPond 32P: Upper Pond (DB-01) Outflow=30.90 cfs 288,016 cf Peak Elev=149.50' Storage=12,894 cf Inflow=32.49 cfs 333,479 cfPond 33P: Lower Pond (DB-02) Outflow=29.88 cfs 333,472 cf Peak Elev=152.88' Storage=68,302 cf Inflow=55.11 cfs 283,643 cfPond 34P: Cultec R-902HD Outflow=34.78 cfs 283,524 cf Peak Elev=152.50' Storage=15,230 cf Inflow=16.94 cfs 59,182 cfPond APP1: ALDI POND (Post The Outflow=10.24 cfs 59,182 cf Peak Elev=170.66' Storage=5,700 cf Inflow=34.83 cfs 151,736 cfPond APP2: Existing Wetlands (With Primary=30.47 cfs 150,114 cf Secondary=1.55 cfs 596 cf Outflow=32.02 cfs 150,711 cf Inflow=30.16 cfs 343,209 cfLink L1: DP1 Primary=30.16 cfs 343,209 cf Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 1,989,292 sf Runoff Volume = 646,152 cf Average Runoff Depth = 3.90" 75.30% Pervious = 1,497,947 sf 24.70% Impervious = 491,345 sf Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=99,888 sf 41.21% Impervious Runoff Depth=5.99"Subcatchment AP1: Aldi Parking and Tc=8.0 min CN=85 Runoff=14.51 cfs 49,873 cf Runoff Area=0.684 ac 88.30% Impervious Runoff Depth=7.17"Subcatchment AP2: Aldi (Roof) Tc=7.0 min CN=95 Runoff=4.97 cfs 17,808 cf Runoff Area=14.790 ac 4.29% Impervious Runoff Depth=3.49"Subcatchment AP3: Existing Wetlands Flow Length=1,685' Tc=16.6 min CN=63 Runoff=43.44 cfs 187,303 cf Runoff Area=795,998 sf 37.46% Impervious Runoff Depth=5.06"Subcatchment P1: Main Site Flow Length=1,865' Tc=26.0 min CN=77 Runoff=65.15 cfs 335,897 cf Runoff Area=19,619 sf 74.57% Impervious Runoff Depth=6.82"Subcatchment P2: Proposed ROW to DP1 Tc=6.0 min CN=92 Runoff=3.31 cfs 11,143 cf Runoff Area=291,929 sf 4.95% Impervious Runoff Depth=4.49"Subcatchment P3: Proposed (Existing to Flow Length=1,161' Tc=25.1 min CN=72 Runoff=21.62 cfs 109,308 cf Runoff Area=2,999 sf 61.05% Impervious Runoff Depth=6.46"Subcatchment P4: Proposed (Existing to Tc=7.0 min CN=89 Runoff=0.47 cfs 1,615 cf Runoff Area=74,957 sf 89.62% Impervious Runoff Depth=7.29"Subcatchment P5: CB6-8, CB11-15, Tc=6.0 min CN=96 Runoff=13.01 cfs 45,545 cf Runoff Area=13,663 sf 0.00% Impervious Runoff Depth=4.72"Subcatchment P6: DIRECT TO P1P Tc=10.0 min CN=74 Runoff=1.51 cfs 5,375 cf Runoff Area=16,192 sf 0.08% Impervious Runoff Depth=4.72"Subcatchment P7: DIRECT TO P2P Tc=8.0 min CN=74 Runoff=1.91 cfs 6,370 cf Peak Elev=153.59' Storage=25,079 cf Inflow=44.67 cfs 341,153 cfPond 32P: Upper Pond (DB-01) Outflow=35.84 cfs 341,141 cf Peak Elev=150.45' Storage=19,776 cf Inflow=37.65 cfs 393,056 cfPond 33P: Lower Pond (DB-02) Outflow=33.32 cfs 393,048 cf Peak Elev=153.81' Storage=76,232 cf Inflow=65.15 cfs 335,897 cfPond 34P: Cultec R-902HD Outflow=44.09 cfs 335,778 cf Peak Elev=153.17' Storage=20,407 cf Inflow=19.44 cfs 73,116 cfPond APP1: ALDI POND (Post The Outflow=11.14 cfs 73,116 cf Peak Elev=170.96' Storage=7,431 cf Inflow=43.44 cfs 187,303 cfPond APP2: Existing Wetlands (With Primary=33.06 cfs 180,844 cf Secondary=7.95 cfs 5,434 cf Outflow=41.01 cfs 186,278 cf Inflow=33.61 cfs 404,192 cfLink L1: DP1 Primary=33.61 cfs 404,192 cf Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Total Runoff Area = 1,989,292 sf Runoff Volume = 770,238 cf Average Runoff Depth = 4.65" 75.30% Pervious = 1,497,947 sf 24.70% Impervious = 491,345 sf Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment AP1: Aldi Parking and Areas to Pond (Post The Gateway) Runoff = 4.21 cfs @ 12.12 hrs, Volume= 13,993 cf, Depth= 1.68" Routed to Pond APP1 : ALDI POND (Post The Gateway) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description 9,017 74 >75% Grass cover, Good, HSG C * 48,439 77 >75% Grass cover, Good, HSG C/D * 41,164 98 IMPERVIOUS * 1,268 77 >75% Grass cover, Good, HSG C/D 99,888 85 Weighted Average 58,724 58.79% Pervious Area 41,164 41.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment AP1: Aldi Parking and Areas to Pond (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=99,888 sf Runoff Volume=13,993 cf Runoff Depth=1.68" Tc=8.0 min CN=85 4.21 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment AP2: Aldi (Roof) Runoff = 1.87 cfs @ 12.10 hrs, Volume= 6,349 cf, Depth= 2.56" Routed to Pond APP1 : ALDI POND (Post The Gateway) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (ac) CN Description 0.080 74 >75% Grass cover, Good, HSG C * 0.604 98 IMPERVIOUS 0.684 95 Weighted Average 0.080 11.70% Pervious Area 0.604 88.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment AP2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=0.684 ac Runoff Volume=6,349 cf Runoff Depth=2.56" Tc=7.0 min CN=95 1.87 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment AP3: Existing Wetlands Pond - Catchment Area (Post The Gateway) Runoff = 4.16 cfs @ 12.31 hrs, Volume= 25,754 cf, Depth= 0.48" Routed to Pond APP2 : Existing Wetlands (With Overflow Pipe) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (ac) CN Description 1.569 61 >75% Grass cover, Good, HSG B 0.493 74 >75% Grass cover, Good, HSG C * 1.529 77 >75% Grass cover, Good, HSG C/D 8.016 55 Woods, Good, HSG B 0.835 70 Woods, Good, HSG C * 1.714 74 Woods, Good, HSG C/D * 0.634 98 IMPERVIOUS 14.790 63 Weighted Average 14.156 95.71% Pervious Area 0.634 4.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0300 0.20 Sheet Flow, Grass Sheet Flow Grass: Short n= 0.150 P2= 3.09" 1.3 153 0.0780 1.95 Shallow Concentrated Flow, Grass Short Grass Pasture Kv= 7.0 fps 3.9 442 0.1440 1.90 Shallow Concentrated Flow, Woods Woodland Kv= 5.0 fps 2.9 990 0.0200 5.62 179.92 Channel Flow, Ditch Area= 32.0 sf Perim= 44.5' r= 0.72' n= 0.030 Earth, grassed & winding 16.6 1,685 Total Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AP3: Existing Wetlands Pond - Catchment Area (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=14.790 ac Runoff Volume=25,754 cf Runoff Depth=0.48" Flow Length=1,685' Tc=16.6 min CN=63 4.16 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Main Site (EXCLUDING: CB6-8, CB11-15, CB38-39, CB41, R2A-E) Runoff = 14.30 cfs @ 12.39 hrs, Volume= 76,146 cf, Depth= 1.15" Routed to Pond 34P : Cultec R-902HD Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description 166,609 55 Woods, Good, HSG B 25,213 70 Woods, Good, HSG C * 59,176 74 Woods, Good, HSG C/D 133,200 61 >75% Grass cover, Good, HSG B 31,878 74 >75% Grass cover, Good, HSG C * 37,796 77 >75% Grass cover, Good, HSG C/D 3,672 58 Meadow, non-grazed, HSG B 35,820 71 Meadow, non-grazed, HSG C * 4,478 75 Meadow, non-grazed, HSG C/D * 298,156 98 Impervious Areas 795,998 77 Weighted Average 497,842 62.54% Pervious Area 298,156 37.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 100 0.0500 0.17 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.09" 2.0 106 0.0310 0.88 Shallow Concentrated Flow, Wodland SCF Woodland Kv= 5.0 fps 1.3 100 0.0330 1.27 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 3.5 208 0.0400 1.00 Shallow Concentrated Flow, Woods SCF Woodland Kv= 5.0 fps 3.2 260 0.0380 1.36 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 4.2 439 0.1200 1.73 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 0.4 72 0.1800 2.97 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 1.3 580 0.0100 7.20 22.62 Pipe Channel, 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Corrugated PE, smooth interior 26.0 1,865 Total Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: Main Site (EXCLUDING: CB6-8, CB11-15, CB38-39, CB41, R2A-E) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=795,998 sf Runoff Volume=76,146 cf Runoff Depth=1.15" Flow Length=1,865' Tc=26.0 min CN=77 14.30 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Proposed ROW to DP1 Runoff = 1.17 cfs @ 12.09 hrs, Volume= 3,703 cf, Depth= 2.27" Routed to Link L1 : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description * 14,629 98 Impervious Areas 4,990 74 >75% Grass cover, Good, HSG C 19,619 92 Weighted Average 4,990 25.43% Pervious Area 14,629 74.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: Proposed ROW to DP1 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=19,619 sf Runoff Volume=3,703 cf Runoff Depth=2.27" Tc=6.0 min CN=92 1.17 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Proposed (Existing to DP2) Runoff = 3.84 cfs @ 12.39 hrs, Volume= 21,270 cf, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description 7,880 70 Woods, Good, HSG C 42,652 55 Woods, Good, HSG B * 42,976 74 Woods, Good, HSG C/D * 6,014 74 >75% Grass cover, Good, HSG C/D 12,990 74 >75% Grass cover, Good, HSG C 1,595 61 >75% Grass cover, Good, HSG B 11,661 58 Meadow, non-grazed, HSG B 30,591 71 Meadow, non-grazed, HSG C * 121,123 75 Meadow, non-grazed, HSG C/D * 14,447 98 Impervious Areas 291,929 72 Weighted Average 277,482 95.05% Pervious Area 14,447 4.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 50 0.0620 0.23 Sheet Flow, Grass SF Grass: Short n= 0.150 P2= 3.09" 8.0 50 0.0620 0.10 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.09" 13.5 1,061 0.0690 1.31 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 25.1 1,161 Total Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: Proposed (Existing to DP2) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=291,929 sf Runoff Volume=21,270 cf Runoff Depth=0.87" Flow Length=1,161' Tc=25.1 min CN=72 3.84 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: Proposed (Existing to DP3) Runoff = 0.15 cfs @ 12.10 hrs, Volume= 500 cf, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description * 1,831 98 Impervious Areas 1,168 74 >75% Grass cover, Good, HSG C 2,999 89 Weighted Average 1,168 38.95% Pervious Area 1,831 61.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P4: Proposed (Existing to DP3) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=2,999 sf Runoff Volume=500 cf Runoff Depth=2.00" Tc=7.0 min CN=89 0.15 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5: CB6-8, CB11-15, CB38-39, CB41, R2A-E Runoff = 5.00 cfs @ 12.08 hrs, Volume= 16,618 cf, Depth= 2.66" Routed to Pond 33P : Lower Pond (DB-02) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description 1,686 74 >75% Grass cover, Good, HSG C * 6,093 77 >75% Grass cover, Good, HSG C/D * 67,178 98 Impervious Areas 74,957 96 Weighted Average 7,779 10.38% Pervious Area 67,178 89.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P5: CB6-8, CB11-15, CB38-39, CB41, R2A-E Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=74,957 sf Runoff Volume=16,618 cf Runoff Depth=2.66" Tc=6.0 min CN=96 5.00 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P6: DIRECT TO P1P Runoff = 0.29 cfs @ 12.15 hrs, Volume= 1,114 cf, Depth= 0.98" Routed to Pond 32P : Upper Pond (DB-01) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description 13,663 74 >75% Grass cover, Good, HSG C 13,663 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P6: DIRECT TO P1P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=13,663 sf Runoff Volume=1,114 cf Runoff Depth=0.98" Tc=10.0 min CN=74 0.29 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P7: DIRECT TO P2P Runoff = 0.37 cfs @ 12.12 hrs, Volume= 1,321 cf, Depth= 0.98" Routed to Pond 33P : Lower Pond (DB-02) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.11" Area (sf) CN Description 14,854 74 >75% Grass cover, Good, HSG C * 1,325 77 >75% Grass cover, Good, HSG C/D * 13 98 Impervious Areas 16,192 74 Weighted Average 16,179 99.92% Pervious Area 13 0.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P7: DIRECT TO P2P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 2-yr Rainfall=3.11" Runoff Area=16,192 sf Runoff Volume=1,321 cf Runoff Depth=0.98" Tc=8.0 min CN=74 0.37 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 32P: Upper Pond (DB-01) Inflow Area = 809,661 sf, 36.82% Impervious, Inflow Depth = 1.14" for 2-yr event Inflow = 6.36 cfs @ 12.78 hrs, Volume= 77,143 cf Outflow = 4.45 cfs @ 13.07 hrs, Volume= 77,132 cf, Atten= 30%, Lag= 17.4 min Primary = 4.45 cfs @ 13.07 hrs, Volume= 77,132 cf Routed to Pond 33P : Lower Pond (DB-02) Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 149.89' @ 13.07 hrs Surf.Area= 3,332 sf Storage= 4,300 cf Plug-Flow detention time= 16.2 min calculated for 77,132 cf (100% of inflow) Center-of-Mass det. time= 15.4 min ( 1,061.9 - 1,046.5 ) Volume Invert Avail.Storage Storage Description #1 148.00' 28,432 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,254 0 0 149.00 2,329 1,792 1,792 150.00 3,461 2,895 4,687 151.00 4,649 4,055 8,742 152.00 5,894 5,272 14,013 153.00 7,195 6,545 20,558 154.00 8,553 7,874 28,432 Device Routing Invert Outlet Devices #1 Primary 148.00'12.0" Round Culvert L= 42.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 148.00' / 147.00' S= 0.0238 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Primary 150.00'18.0" Round Culvert X 2.00 L= 33.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 150.00' / 149.00' S= 0.0303 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=4.45 cfs @ 13.07 hrs HW=149.89' TW=146.88' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.45 cfs @ 5.67 fps) 2=Culvert ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 32P: Upper Pond (DB-01) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=809,661 sf Peak Elev=149.89' Storage=4,300 cf 6.36 cfs 4.45 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 33P: Lower Pond (DB-02) Inflow Area = 900,810 sf, 40.56% Impervious, Inflow Depth = 1.27" for 2-yr event Inflow = 5.57 cfs @ 12.09 hrs, Volume= 95,071 cf Outflow = 4.91 cfs @ 13.05 hrs, Volume= 95,063 cf, Atten= 12%, Lag= 57.6 min Primary = 4.91 cfs @ 13.05 hrs, Volume= 95,063 cf Routed to Link L1 : DP1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 146.88' @ 13.05 hrs Surf.Area= 2,319 sf Storage= 1,489 cf Plug-Flow detention time= 8.7 min calculated for 95,047 cf (100% of inflow) Center-of-Mass det. time= 8.3 min ( 1,017.3 - 1,009.0 ) Volume Invert Avail.Storage Storage Description #1 146.00' 24,426 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.00 1,073 0 0 147.00 2,492 1,783 1,783 148.00 4,027 3,260 5,042 149.00 5,619 4,823 9,865 150.00 7,266 6,443 16,308 151.00 8,971 8,119 24,426 Device Routing Invert Outlet Devices #1 Primary 143.72'24.0" Round Culvert L= 58.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 143.72' / 142.97' S= 0.0129 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 144.60'24.0" Round Culvert L= 29.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 144.60' / 143.72' S= 0.0303 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 2 146.00'30.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.91 cfs @ 13.05 hrs HW=146.88' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 4.91 cfs of 22.22 cfs potential flow) 2=Culvert (Passes 4.91 cfs of 17.10 cfs potential flow) 3=Orifice/Grate (Orifice Controls 4.91 cfs @ 3.19 fps) Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 33P: Lower Pond (DB-02) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Inflow Area=900,810 sf Peak Elev=146.88' Storage=1,489 cf 5.57 cfs 4.91 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 34P: Cultec R-902HD Inflow Area = 795,998 sf, 37.46% Impervious, Inflow Depth = 1.15" for 2-yr event Inflow = 14.30 cfs @ 12.39 hrs, Volume= 76,146 cf Outflow = 6.31 cfs @ 12.78 hrs, Volume= 76,029 cf, Atten= 56%, Lag= 23.6 min Primary = 6.31 cfs @ 12.78 hrs, Volume= 76,029 cf Routed to Pond 32P : Upper Pond (DB-01) Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 150.08' @ 13.01 hrs Surf.Area= 21,110 sf Storage= 25,559 cf Plug-Flow detention time= 176.7 min calculated for 76,016 cf (100% of inflow) Center-of-Mass det. time= 176.6 min ( 1,049.2 - 872.5 ) Volume Invert Avail.Storage Storage Description #1A 148.25' 29,021 cf 363.75'W x 58.03'L x 5.75'H Field A 121,380 cf Overall - 48,827 cf Embedded = 72,553 cf x 40.0% Voids #2A 149.00' 48,827 cf Cultec R-902HD x 750 Inside #1 Effective Size= 69.8"W x 48.0"H => 17.65 sf x 3.67'L = 64.7 cf Overall Size= 78.0"W x 48.0"H x 4.10'L with 0.44' Overlap 750 Chambers in 50 Rows Cap Storage= 2.8 cf x 2 x 50 rows = 276.0 cf 77,848 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 148.25'6.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 148.25' / 148.00' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Primary 149.21'24.0" Round Culvert X 2.00 L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 149.21' / 149.00' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Primary 150.31'24.0" Round Culvert X 3.00 L= 40.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 150.31' / 150.00' S= 0.0078 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=6.20 cfs @ 12.78 hrs HW=150.06' TW=149.64' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.45 cfs @ 2.29 fps) 2=Culvert (Outlet Controls 5.75 cfs @ 3.36 fps) 3=Culvert ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 34P: Cultec R-902HD - Chamber Wizard Field A Chamber Model = Cultec R-902HD (Cultec Recharger® 902HD) Effective Size= 69.8"W x 48.0"H => 17.65 sf x 3.67'L = 64.7 cf Overall Size= 78.0"W x 48.0"H x 4.10'L with 0.44' Overlap Cap Storage= 2.8 cf x 2 x 50 rows = 276.0 cf 78.0" Wide + 9.0" Spacing = 87.0" C-C Row Spacing 15 Chambers/Row x 3.67' Long +0.52' Cap Length x 2 = 56.03' Row Length +12.0" End Stone x 2 = 58.03' Base Length 50 Rows x 78.0" Wide + 9.0" Spacing x 49 + 12.0" Side Stone x 2 = 363.75' Base Width 9.0" Stone Base + 48.0" Chamber Height + 12.0" Stone Cover = 5.75' Field Height 750 Chambers x 64.7 cf + 2.8 cf Cap Volume x 2 x 50 Rows = 48,827.3 cf Chamber Storage 121,380.3 cf Field - 48,827.3 cf Chambers = 72,553.1 cf Stone x 40.0% Voids = 29,021.2 cf Stone Storage Chamber Storage + Stone Storage = 77,848.5 cf = 1.787 af Overall Storage Efficiency = 64.1% Overall System Size = 58.03' x 363.75' x 5.75' 750 Chambers 4,495.6 cy Field 2,687.2 cy Stone Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 34P: Cultec R-902HD Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=795,998 sf Peak Elev=150.08' Storage=25,559 cf 14.30 cfs 6.31 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond APP1: ALDI POND (Post The Gateway) Inflow Area = 129,683 sf, 52.03% Impervious, Inflow Depth = 1.88" for 2-yr event Inflow = 6.06 cfs @ 12.11 hrs, Volume= 20,342 cf Outflow = 3.23 cfs @ 12.28 hrs, Volume= 20,342 cf, Atten= 47%, Lag= 10.1 min Primary = 3.23 cfs @ 12.28 hrs, Volume= 20,342 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Starting Elev= 151.00' Surf.Area= 5,824 sf Storage= 5,335 cf Peak Elev= 151.62' @ 12.28 hrs Surf.Area= 6,451 sf Storage= 9,152 cf (3,818 cf above start) Plug-Flow detention time= 171.9 min calculated for 15,004 cf (74% of inflow) Center-of-Mass det. time= 28.5 min ( 843.2 - 814.7 ) Volume Invert Avail.Storage Storage Description #1 150.00' 37,181 cf Pond (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 150.00 4,860 0 0 4,860 151.00 5,824 5,335 5,335 5,867 152.00 6,847 6,329 11,663 6,939 153.00 7,926 7,380 19,043 8,071 154.00 9,061 8,487 27,530 9,264 155.00 10,253 9,651 37,181 10,519 Device Routing Invert Outlet Devices #1 Primary 150.00'18.0" Round Culvert L= 300.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 150.00' / 147.36' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Device 1 151.00'36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 151.75'36.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.23 cfs @ 12.28 hrs HW=151.62' (Free Discharge) 1=Culvert (Passes 3.23 cfs of 7.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.23 cfs @ 3.23 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond APP1: ALDI POND (Post The Gateway) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Inflow Area=129,683 sf Peak Elev=151.62' Storage=9,152 cf 6.06 cfs 3.23 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond APP2: Existing Wetlands (With Overflow Pipe) Inflow Area = 644,252 sf, 4.29% Impervious, Inflow Depth = 0.48" for 2-yr event Inflow = 4.16 cfs @ 12.31 hrs, Volume= 25,754 cf Outflow = 4.15 cfs @ 12.33 hrs, Volume= 24,729 cf, Atten= 0%, Lag= 1.3 min Primary = 4.15 cfs @ 12.33 hrs, Volume= 24,729 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond APP1 : ALDI POND (Post The Gateway) Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 169.30' @ 12.33 hrs Surf.Area= 1,317 sf Storage= 1,329 cf Plug-Flow detention time= 30.0 min calculated for 24,725 cf (96% of inflow) Center-of-Mass det. time= 9.7 min ( 927.3 - 917.6 ) Volume Invert Avail.Storage Storage Description #1 167.00' 17,482 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 167.00 300 80.0 0 0 300 169.00 760 224.0 1,025 1,025 3,797 170.00 3,250 407.0 1,861 2,886 12,991 171.00 6,611 393.0 4,832 7,718 13,968 172.00 13,303 755.0 9,764 17,482 47,044 Device Routing Invert Outlet Devices #1 Secondary 170.50'10.0' long 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 #2 Primary 165.00'30.0" Round Culvert L= 96.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 165.00' / 163.00' S= 0.0208 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 4.91 sf #3 Device 2 169.00'30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.14 cfs @ 12.33 hrs HW=169.30' (Free Discharge) 2=Culvert (Passes 4.14 cfs of 41.25 cfs potential flow) 3=Orifice/Grate (Weir Controls 4.14 cfs @ 1.78 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=167.00' TW=151.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond APP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=644,252 sf Peak Elev=169.30' Storage=1,329 cf 4.16 cfs4.15 cfs4.15 cfs 0.00 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.11"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link L1: DP1 Inflow Area = 920,429 sf, 41.28% Impervious, Inflow Depth = 1.29" for 2-yr event Inflow = 5.83 cfs @ 12.13 hrs, Volume= 98,766 cf Primary = 5.83 cfs @ 12.13 hrs, Volume= 98,766 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Link L1: DP1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Inflow Area=920,429 sf 5.83 cfs5.83 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AP1: Aldi Parking and Areas to Pond (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=99,888 sf Runoff Volume=27,344 cf Runoff Depth=3.28" Tc=8.0 min CN=85 8.15 cfs Subcatchment AP2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=0.684 ac Runoff Volume=10,752 cf Runoff Depth=4.33" Tc=7.0 min CN=95 3.08 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AP3: Existing Wetlands Pond - Catchment Area (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=14.790 ac Runoff Volume=77,964 cf Runoff Depth=1.45" Flow Length=1,685' Tc=16.6 min CN=63 16.83 cfs Subcatchment P1: Main Site (EXCLUDING: CB6-8, CB11-15, CB38-39, CB41, R2A-E) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=795,998 sf Runoff Volume=169,009 cf Runoff Depth=2.55" Flow Length=1,865' Tc=26.0 min CN=77 32.80 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P2: Proposed ROW to DP1 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=19,619 sf Runoff Volume=6,542 cf Runoff Depth=4.00" Tc=6.0 min CN=92 2.00 cfs Subcatchment P3: Proposed (Existing to DP2) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=291,929 sf Runoff Volume=51,788 cf Runoff Depth=2.13" Flow Length=1,161' Tc=25.1 min CN=72 10.09 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: Proposed (Existing to DP3) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=2,999 sf Runoff Volume=921 cf Runoff Depth=3.69" Tc=7.0 min CN=89 0.28 cfs Subcatchment P5: CB6-8, CB11-15, CB38-39, CB41, R2A-E Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=74,957 sf Runoff Volume=27,754 cf Runoff Depth=4.44" Tc=6.0 min CN=96 8.11 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 42HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: DIRECT TO P1P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=13,663 sf Runoff Volume=2,610 cf Runoff Depth=2.29" Tc=10.0 min CN=74 0.73 cfs Subcatchment P7: DIRECT TO P2P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.91" Runoff Area=16,192 sf Runoff Volume=3,094 cf Runoff Depth=2.29" Tc=8.0 min CN=74 0.92 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 43HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 32P: Upper Pond (DB-01) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=809,661 sf Peak Elev=151.23' Storage=9,863 cf 18.60 cfs18.02 cfs Pond 33P: Lower Pond (DB-02) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=900,810 sf Peak Elev=147.90' Storage=4,648 cf 19.07 cfs18.79 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 44HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 34P: Cultec R-902HD Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=795,998 sf Peak Elev=151.36' Storage=47,201 cf 32.80 cfs 18.41 cfs Pond APP1: ALDI POND (Post The Gateway) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=129,683 sf Peak Elev=152.09' Storage=12,290 cf 11.20 cfs 6.54 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.91"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 45HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond APP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=644,252 sf Peak Elev=169.75' Storage=2,175 cf 16.83 cfs16.70 cfs16.70 cfs 0.00 cfs Link L1: DP1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=920,429 sf 19.01 cfs19.01 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 46HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AP1: Aldi Parking and Areas to Pond (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=99,888 sf Runoff Volume=36,050 cf Runoff Depth=4.33" Tc=8.0 min CN=85 10.64 cfs Subcatchment AP2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=0.684 ac Runoff Volume=13,510 cf Runoff Depth=5.44" Tc=7.0 min CN=95 3.82 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 47HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AP3: Existing Wetlands Pond - Catchment Area (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=14.790 ac Runoff Volume=117,975 cf Runoff Depth=2.20" Flow Length=1,685' Tc=16.6 min CN=63 26.62 cfs Subcatchment P1: Main Site (EXCLUDING: CB6-8, CB11-15, CB38-39, CB41, R2A-E) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=795,998 sf Runoff Volume=232,517 cf Runoff Depth=3.51" Flow Length=1,865' Tc=26.0 min CN=77 45.23 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 48HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P2: Proposed ROW to DP1 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=19,619 sf Runoff Volume=8,336 cf Runoff Depth=5.10" Tc=6.0 min CN=92 2.52 cfs Subcatchment P3: Proposed (Existing to DP2) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=291,929 sf Runoff Volume=73,415 cf Runoff Depth=3.02" Flow Length=1,161' Tc=25.1 min CN=72 14.47 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 49HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: Proposed (Existing to DP3) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=2,999 sf Runoff Volume=1,191 cf Runoff Depth=4.76" Tc=7.0 min CN=89 0.36 cfs Subcatchment P5: CB6-8, CB11-15, CB38-39, CB41, R2A-E Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=74,957 sf Runoff Volume=34,713 cf Runoff Depth=5.56" Tc=6.0 min CN=96 10.04 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 50HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: DIRECT TO P1P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=13,663 sf Runoff Volume=3,655 cf Runoff Depth=3.21" Tc=10.0 min CN=74 1.03 cfs Subcatchment P7: DIRECT TO P2P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type III 24-hr 25-yr Rainfall=6.03" Runoff Area=16,192 sf Runoff Volume=4,332 cf Runoff Depth=3.21" Tc=8.0 min CN=74 1.30 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 51HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 32P: Upper Pond (DB-01) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=809,661 sf Peak Elev=152.00' Storage=13,988 cf 28.13 cfs 26.02 cfs Pond 33P: Lower Pond (DB-02) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=900,810 sf Peak Elev=148.61' Storage=7,788 cf 27.40 cfs 26.24 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 52HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 34P: Cultec R-902HD Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=795,998 sf Peak Elev=152.13' Storage=59,010 cf 45.23 cfs 27.80 cfs Pond APP1: ALDI POND (Post The Gateway) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=129,683 sf Peak Elev=152.31' Storage=13,864 cf 14.43 cfs 9.23 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.03"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 53HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond APP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=644,252 sf Peak Elev=170.14' Storage=3,373 cf 26.62 cfs 25.25 cfs25.25 cfs 0.00 cfs Link L1: DP1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=920,429 sf 26.50 cfs26.50 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 54HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AP1: Aldi Parking and Areas to Pond (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=99,888 sf Runoff Volume=42,927 cf Runoff Depth=5.16" Tc=8.0 min CN=85 12.58 cfs Subcatchment AP2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=0.684 ac Runoff Volume=15,658 cf Runoff Depth=6.31" Tc=7.0 min CN=95 4.40 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 55HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AP3: Existing Wetlands Pond - Catchment Area (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=14.790 ac Runoff Volume=151,736 cf Runoff Depth=2.83" Flow Length=1,685' Tc=16.6 min CN=63 34.83 cfs Subcatchment P1: Main Site (EXCLUDING: CB6-8, CB11-15, CB38-39, CB41, R2A-E) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=795,998 sf Runoff Volume=283,643 cf Runoff Depth=4.28" Flow Length=1,865' Tc=26.0 min CN=77 55.11 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 56HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P2: Proposed ROW to DP1 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)3 2 1 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=19,619 sf Runoff Volume=9,738 cf Runoff Depth=5.96" Tc=6.0 min CN=92 2.92 cfs Subcatchment P3: Proposed (Existing to DP2) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=291,929 sf Runoff Volume=91,082 cf Runoff Depth=3.74" Flow Length=1,161' Tc=25.1 min CN=72 18.01 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 57HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: Proposed (Existing to DP3) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (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 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=2,999 sf Runoff Volume=1,402 cf Runoff Depth=5.61" Tc=7.0 min CN=89 0.42 cfs Subcatchment P5: CB6-8, CB11-15, CB38-39, CB41, R2A-E Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=74,957 sf Runoff Volume=40,127 cf Runoff Depth=6.42" Tc=6.0 min CN=96 11.52 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 58HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: DIRECT TO P1P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=13,663 sf Runoff Volume=4,503 cf Runoff Depth=3.96" Tc=10.0 min CN=74 1.27 cfs Subcatchment P7: DIRECT TO P2P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type III 24-hr 50-yr Rainfall=6.90" Runoff Area=16,192 sf Runoff Volume=5,337 cf Runoff Depth=3.96" Tc=8.0 min CN=74 1.61 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 59HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 32P: Upper Pond (DB-01) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=809,661 sf Peak Elev=152.72' Storage=18,586 cf 35.27 cfs 30.90 cfs Pond 33P: Lower Pond (DB-02) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=900,810 sf Peak Elev=149.50' Storage=12,894 cf 32.49 cfs 29.88 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 60HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 34P: Cultec R-902HD Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=795,998 sf Peak Elev=152.88' Storage=68,302 cf 55.11 cfs 34.78 cfs Pond APP1: ALDI POND (Post The Gateway) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=129,683 sf Peak Elev=152.50' Storage=15,230 cf 16.94 cfs 10.24 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.90"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 61HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond APP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=644,252 sf Peak Elev=170.66' Storage=5,700 cf 34.83 cfs 32.02 cfs 30.47 cfs 1.55 cfs Link L1: DP1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=920,429 sf 30.16 cfs30.16 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 62HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AP1: Aldi Parking and Areas to Pond (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=99,888 sf Runoff Volume=49,873 cf Runoff Depth=5.99" Tc=8.0 min CN=85 14.51 cfs Subcatchment AP2: Aldi (Roof) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=0.684 ac Runoff Volume=17,808 cf Runoff Depth=7.17" Tc=7.0 min CN=95 4.97 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 63HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment AP3: Existing Wetlands Pond - Catchment Area (Post The Gateway) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=14.790 ac Runoff Volume=187,303 cf Runoff Depth=3.49" Flow Length=1,685' Tc=16.6 min CN=63 43.44 cfs Subcatchment P1: Main Site (EXCLUDING: CB6-8, CB11-15, CB38-39, CB41, R2A-E) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=795,998 sf Runoff Volume=335,897 cf Runoff Depth=5.06" Flow Length=1,865' Tc=26.0 min CN=77 65.15 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 64HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P2: Proposed ROW to DP1 Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)3 2 1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=19,619 sf Runoff Volume=11,143 cf Runoff Depth=6.82" Tc=6.0 min CN=92 3.31 cfs Subcatchment P3: Proposed (Existing to DP2) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=291,929 sf Runoff Volume=109,308 cf Runoff Depth=4.49" Flow Length=1,161' Tc=25.1 min CN=72 21.62 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 65HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: Proposed (Existing to DP3) Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=2,999 sf Runoff Volume=1,615 cf Runoff Depth=6.46" Tc=7.0 min CN=89 0.47 cfs Subcatchment P5: CB6-8, CB11-15, CB38-39, CB41, R2A-E Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=74,957 sf Runoff Volume=45,545 cf Runoff Depth=7.29" Tc=6.0 min CN=96 13.01 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 66HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: DIRECT TO P1P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=13,663 sf Runoff Volume=5,375 cf Runoff Depth=4.72" Tc=10.0 min CN=74 1.51 cfs Subcatchment P7: DIRECT TO P2P Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=7.77" Runoff Area=16,192 sf Runoff Volume=6,370 cf Runoff Depth=4.72" Tc=8.0 min CN=74 1.91 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 67HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 32P: Upper Pond (DB-01) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=809,661 sf Peak Elev=153.59' Storage=25,079 cf 44.67 cfs 35.84 cfs Pond 33P: Lower Pond (DB-02) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=900,810 sf Peak Elev=150.45' Storage=19,776 cf 37.65 cfs 33.32 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 68HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 34P: Cultec R-902HD Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=795,998 sf Peak Elev=153.81' Storage=76,232 cf 65.15 cfs 44.09 cfs Pond APP1: ALDI POND (Post The Gateway) Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=129,683 sf Peak Elev=153.17' Storage=20,407 cf 19.44 cfs 11.14 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 69HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond APP2: Existing Wetlands (With Overflow Pipe) Inflow Outflow Primary Secondary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=644,252 sf Peak Elev=170.96' Storage=7,431 cf 43.44 cfs 41.01 cfs 33.06 cfs 7.95 cfs Link L1: DP1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=920,429 sf 33.61 cfs33.61 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 70HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 32P: Upper Pond (DB-01) Inflow Area = 809,661 sf, 36.82% Impervious, Inflow Depth = 5.06" for 100-yr event Inflow = 44.67 cfs @ 12.46 hrs, Volume= 341,153 cf Outflow = 35.84 cfs @ 12.68 hrs, Volume= 341,141 cf, Atten= 20%, Lag= 13.2 min Primary = 35.84 cfs @ 12.68 hrs, Volume= 341,141 cf Routed to Pond 33P : Lower Pond (DB-02) Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 153.59' @ 12.71 hrs Surf.Area= 8,003 sf Storage= 25,079 cf Plug-Flow detention time= 12.5 min calculated for 341,084 cf (100% of inflow) Center-of-Mass det. time= 12.4 min ( 921.4 - 909.0 ) Volume Invert Avail.Storage Storage Description #1 148.00' 28,432 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,254 0 0 149.00 2,329 1,792 1,792 150.00 3,461 2,895 4,687 151.00 4,649 4,055 8,742 152.00 5,894 5,272 14,013 153.00 7,195 6,545 20,558 154.00 8,553 7,874 28,432 Device Routing Invert Outlet Devices #1 Primary 148.00'12.0" Round Culvert L= 42.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 148.00' / 147.00' S= 0.0238 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Primary 150.00'18.0" Round Culvert X 2.00 L= 33.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 150.00' / 149.00' S= 0.0303 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=35.78 cfs @ 12.68 hrs HW=153.59' TW=150.00' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.11 cfs @ 9.05 fps) 2=Culvert (Inlet Controls 28.67 cfs @ 8.11 fps) Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 71HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 33P: Lower Pond (DB-02) Inflow Area = 900,810 sf, 40.56% Impervious, Inflow Depth = 5.24" for 100-yr event Inflow = 37.65 cfs @ 12.66 hrs, Volume= 393,056 cf Outflow = 33.32 cfs @ 12.98 hrs, Volume= 393,048 cf, Atten= 11%, Lag= 19.3 min Primary = 33.32 cfs @ 12.98 hrs, Volume= 393,048 cf Routed to Link L1 : DP1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 150.45' @ 12.98 hrs Surf.Area= 8,039 sf Storage= 19,776 cf Plug-Flow detention time= 6.9 min calculated for 393,048 cf (100% of inflow) Center-of-Mass det. time= 6.8 min ( 907.0 - 900.2 ) Volume Invert Avail.Storage Storage Description #1 146.00' 24,426 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 146.00 1,073 0 0 147.00 2,492 1,783 1,783 148.00 4,027 3,260 5,042 149.00 5,619 4,823 9,865 150.00 7,266 6,443 16,308 151.00 8,971 8,119 24,426 Device Routing Invert Outlet Devices #1 Primary 143.72'24.0" Round Culvert L= 58.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 143.72' / 142.97' S= 0.0129 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 144.60'24.0" Round Culvert L= 29.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 144.60' / 143.72' S= 0.0303 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 2 146.00'30.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=33.32 cfs @ 12.98 hrs HW=150.45' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 33.32 cfs of 36.22 cfs potential flow) 2=Culvert (Inlet Controls 33.32 cfs @ 10.61 fps) 3=Orifice/Grate (Passes 33.32 cfs of 42.30 cfs potential flow) Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 72HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 34P: Cultec R-902HD Inflow Area = 795,998 sf, 37.46% Impervious, Inflow Depth = 5.06" for 100-yr event Inflow = 65.15 cfs @ 12.35 hrs, Volume= 335,897 cf Outflow = 44.09 cfs @ 12.46 hrs, Volume= 335,778 cf, Atten= 32%, Lag= 7.0 min Primary = 44.09 cfs @ 12.46 hrs, Volume= 335,778 cf Routed to Pond 32P : Upper Pond (DB-01) Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 153.81' @ 12.70 hrs Surf.Area= 21,110 sf Storage= 76,232 cf Plug-Flow detention time= 80.5 min calculated for 335,722 cf (100% of inflow) Center-of-Mass det. time= 81.0 min ( 910.4 - 829.4 ) Volume Invert Avail.Storage Storage Description #1A 148.25' 29,021 cf 363.75'W x 58.03'L x 5.75'H Field A 121,380 cf Overall - 48,827 cf Embedded = 72,553 cf x 40.0% Voids #2A 149.00' 48,827 cf Cultec R-902HD x 750 Inside #1 Effective Size= 69.8"W x 48.0"H => 17.65 sf x 3.67'L = 64.7 cf Overall Size= 78.0"W x 48.0"H x 4.10'L with 0.44' Overlap 750 Chambers in 50 Rows Cap Storage= 2.8 cf x 2 x 50 rows = 276.0 cf 77,848 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 148.25'6.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 148.25' / 148.00' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Primary 149.21'24.0" Round Culvert X 2.00 L= 43.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 149.21' / 149.00' S= 0.0049 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Primary 150.31'24.0" Round Culvert X 3.00 L= 40.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 150.31' / 150.00' S= 0.0078 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=34.46 cfs @ 12.46 hrs HW=153.11' TW=152.90' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.32 cfs @ 1.61 fps) 2=Culvert (Inlet Controls 13.66 cfs @ 2.17 fps) 3=Culvert (Inlet Controls 20.49 cfs @ 2.17 fps) Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 73HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 34P: Cultec R-902HD - Chamber Wizard Field A Chamber Model = Cultec R-902HD (Cultec Recharger® 902HD) Effective Size= 69.8"W x 48.0"H => 17.65 sf x 3.67'L = 64.7 cf Overall Size= 78.0"W x 48.0"H x 4.10'L with 0.44' Overlap Cap Storage= 2.8 cf x 2 x 50 rows = 276.0 cf 78.0" Wide + 9.0" Spacing = 87.0" C-C Row Spacing 15 Chambers/Row x 3.67' Long +0.52' Cap Length x 2 = 56.03' Row Length +12.0" End Stone x 2 = 58.03' Base Length 50 Rows x 78.0" Wide + 9.0" Spacing x 49 + 12.0" Side Stone x 2 = 363.75' Base Width 9.0" Stone Base + 48.0" Chamber Height + 12.0" Stone Cover = 5.75' Field Height 750 Chambers x 64.7 cf + 2.8 cf Cap Volume x 2 x 50 Rows = 48,827.3 cf Chamber Storage 121,380.3 cf Field - 48,827.3 cf Chambers = 72,553.1 cf Stone x 40.0% Voids = 29,021.2 cf Stone Storage Chamber Storage + Stone Storage = 77,848.5 cf = 1.787 af Overall Storage Efficiency = 64.1% Overall System Size = 58.03' x 363.75' x 5.75' 750 Chambers 4,495.6 cy Field 2,687.2 cy Stone Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 74HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond APP1: ALDI POND (Post The Gateway) Inflow Area = 129,683 sf, 52.03% Impervious, Inflow Depth = 6.77" for 100-yr event Inflow = 19.44 cfs @ 12.11 hrs, Volume= 73,116 cf Outflow = 11.14 cfs @ 12.40 hrs, Volume= 73,116 cf, Atten= 43%, Lag= 17.7 min Primary = 11.14 cfs @ 12.40 hrs, Volume= 73,116 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Starting Elev= 151.00' Surf.Area= 5,824 sf Storage= 5,335 cf Peak Elev= 153.17' @ 12.40 hrs Surf.Area= 8,114 sf Storage= 20,407 cf (15,072 cf above start) Plug-Flow detention time= 83.1 min calculated for 67,770 cf (93% of inflow) Center-of-Mass det. time= 22.4 min ( 803.2 - 780.8 ) Volume Invert Avail.Storage Storage Description #1 150.00' 37,181 cf Pond (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 150.00 4,860 0 0 4,860 151.00 5,824 5,335 5,335 5,867 152.00 6,847 6,329 11,663 6,939 153.00 7,926 7,380 19,043 8,071 154.00 9,061 8,487 27,530 9,264 155.00 10,253 9,651 37,181 10,519 Device Routing Invert Outlet Devices #1 Primary 150.00'18.0" Round Culvert L= 300.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 150.00' / 147.36' S= 0.0088 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Device 1 151.00'36.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 151.75'36.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.14 cfs @ 12.40 hrs HW=153.17' (Free Discharge) 1=Culvert (Barrel Controls 11.14 cfs @ 6.30 fps) 2=Orifice/Grate (Passes < 6.81 cfs potential flow) 3=Orifice/Grate (Passes < 11.01 cfs potential flow) Proposed Conditions Type III 24-hr 100-yr Rainfall=7.77"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals Inc. Page 75HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond APP2: Existing Wetlands (With Overflow Pipe) Inflow Area = 644,252 sf, 4.29% Impervious, Inflow Depth = 3.49" for 100-yr event Inflow = 43.44 cfs @ 12.23 hrs, Volume= 187,303 cf Outflow = 41.01 cfs @ 12.29 hrs, Volume= 186,278 cf, Atten= 6%, Lag= 3.6 min Primary = 33.06 cfs @ 12.29 hrs, Volume= 180,844 cf Secondary = 7.95 cfs @ 12.29 hrs, Volume= 5,434 cf Routed to Pond APP1 : ALDI POND (Post The Gateway) Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs Peak Elev= 170.96' @ 12.29 hrs Surf.Area= 6,439 sf Storage= 7,431 cf Plug-Flow detention time= 6.3 min calculated for 186,278 cf (99% of inflow) Center-of-Mass det. time= 3.0 min ( 853.9 - 850.9 ) Volume Invert Avail.Storage Storage Description #1 167.00' 17,482 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 167.00 300 80.0 0 0 300 169.00 760 224.0 1,025 1,025 3,797 170.00 3,250 407.0 1,861 2,886 12,991 171.00 6,611 393.0 4,832 7,718 13,968 172.00 13,303 755.0 9,764 17,482 47,044 Device Routing Invert Outlet Devices #1 Secondary 170.50'10.0' long 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 #2 Primary 165.00'30.0" Round Culvert L= 96.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 165.00' / 163.00' S= 0.0208 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 4.91 sf #3 Device 2 169.00'30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=33.04 cfs @ 12.29 hrs HW=170.95' (Free Discharge) 2=Culvert (Passes 33.04 cfs of 51.27 cfs potential flow) 3=Orifice/Grate (Orifice Controls 33.04 cfs @ 6.73 fps) Secondary OutFlow Max=7.91 cfs @ 12.29 hrs HW=170.95' TW=153.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 7.91 cfs @ 1.74 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 ConnecticutNatural Resources Conservation Service December 26, 2018 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 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 State of Connecticut........................................................................................14 12—Raypol silt loam...................................................................................14 53B—Wapping very fine sandy loam, 3 to 8 percent slopes.......................15 66B—Narragansett silt loam, 2 to 8 percent slopes....................................17 66C—Narragansett silt loam, 8 to 15 percent slopes..................................19 67B—Narragansett silt loam, 3 to 8 percent slopes, very stony..................21 67C—Narragansett silt loam, 8 to 15 percent slopes, very stony...............23 68D—Narragansett silt loam, 15 to 25 percent slopes, extremely stony.....24 702A—Tisbury silt loam, 0 to 3 percent slopes...........................................26 702B—Tisbury silt loam, 3 to 8 percent slopes...........................................28 704A—Enfield silt loam, 0 to 3 percent slopes............................................30 704B—Enfield silt loam, 3 to 8 percent slopes............................................31 References............................................................................................................34 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 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. 8 9 Custom Soil Resource Report Soil Map 4631500463160046317004631800463190046320004632100463220046323004632400463160046317004631800463190046320004632100463220046323004632400703100 703200 703300 703400 703500 703600 703700 703100 703200 703300 703400 703500 703600 703700 703800 41° 49' 4'' N 72° 33' 18'' W41° 49' 4'' N72° 32' 47'' W41° 48' 33'' N 72° 33' 18'' W41° 48' 33'' N 72° 32' 47'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,710 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 Survey Area Data: Version 18, Dec 6, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 27, 2016—Oct 30, 2017 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 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 12 Raypol silt loam 24.7 38.0% 53B Wapping very fine sandy loam, 3 to 8 percent slopes 4.5 6.9% 66B Narragansett silt loam, 2 to 8 percent slopes 6.8 10.5% 66C Narragansett silt loam, 8 to 15 percent slopes 5.0 7.7% 67B Narragansett silt loam, 3 to 8 percent slopes, very stony 1.5 2.3% 67C Narragansett silt loam, 8 to 15 percent slopes, very stony 1.9 3.0% 68D Narragansett silt loam, 15 to 25 percent slopes, extremely stony 3.2 5.0% 702A Tisbury silt loam, 0 to 3 percent slopes 14.2 21.8% 702B Tisbury silt loam, 3 to 8 percent slopes 3.0 4.6% 704A Enfield silt loam, 0 to 3 percent slopes 0.0 0.0% 704B Enfield silt loam, 3 to 8 percent slopes 0.1 0.1% Totals for Area of Interest 65.0 100.0% 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 Custom Soil Resource Report 11 noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 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 Custom Soil Resource Report 12 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 13 State of Connecticut 12—Raypol silt loam Map Unit Setting National map unit symbol: 9ljx Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Farmland of statewide importance Map Unit Composition Raypol and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Raypol Setting Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Parent material: Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Ap - 0 to 8 inches: silt loam Bg1 - 8 to 12 inches: very fine sandy loam Bg2 - 12 to 20 inches: silt loam Bw1 - 20 to 26 inches: silt loam Bw2 - 26 to 29 inches: very fine sandy loam 2C1 - 29 to 52 inches: stratified very gravelly coarse sand to loamy fine sand 2C2 - 52 to 65 inches: stratified very gravelly coarse sand to loamy fine sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: C/D Hydric soil rating: Yes Custom Soil Resource Report 14 Minor Components Haven Percent of map unit: 5 percent Landform: Outwash plains, terraces Down-slope shape: Convex Across-slope shape: Linear Hydric soil rating: No Enfield Percent of map unit: 5 percent Landform: Terraces, outwash plains Down-slope shape: Convex Across-slope shape: Linear Hydric soil rating: No Ninigret Percent of map unit: 3 percent Landform: Outwash plains, terraces Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Tisbury Percent of map unit: 2 percent Landform: Outwash plains, terraces Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Walpole Percent of map unit: 2 percent Landform: Depressions on terraces, drainageways on terraces Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Scarboro Percent of map unit: 2 percent Landform: Depressions, drainageways, terraces Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Unnamed, loamy substratum Percent of map unit: 1 percent 53B—Wapping very fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9lp7 Custom Soil Resource Report 15 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Wapping and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wapping Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 11 inches: very fine sandy loam Bw1 - 11 to 16 inches: very fine sandy loam Bw2 - 16 to 20 inches: very fine sandy loam 2C1 - 20 to 28 inches: gravelly sandy loam 2C2 - 28 to 36 inches: gravelly loamy sand 2C3 - 36 to 80 inches: gravelly loamy sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Hydric soil rating: No Minor Components Narragansett Percent of map unit: 5 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Leicester Percent of map unit: 5 percent Custom Soil Resource Report 16 Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Wilbraham Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Menlo Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Watchaug Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Ludlow Percent of map unit: 2 percent Landform: Drumlins, hills Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 66B—Narragansett silt loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 9lq3 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 17 Description of Narragansett Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Charlton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Leicester Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Custom Soil Resource Report 18 Unnamed, red parent material Percent of map unit: 2 percent Hydric soil rating: No Canton Percent of map unit: 2 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Wapping Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 1 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 66C—Narragansett silt loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 9lq4 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Farmland of statewide importance Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Custom Soil Resource Report 19 Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Canton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Charlton Percent of map unit: 3 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Wapping Percent of map unit: 3 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Custom Soil Resource Report 20 Hydric soil rating: No Leicester Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes 67B—Narragansett silt loam, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 9lq5 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 3 to 8 percent Percent of area covered with surface fragments: 1.6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Custom Soil Resource Report 21 Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Hydric soil rating: No Minor Components Charlton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Leicester Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Unnamed, red parent material Percent of map unit: 2 percent Hydric soil rating: No Canton Percent of map unit: 2 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Wapping Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 1 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Custom Soil Resource Report 22 67C—Narragansett silt loam, 8 to 15 percent slopes, very stony Map Unit Setting National map unit symbol: 9lq6 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 8 to 15 percent Percent of area covered with surface fragments: 1.6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Hydric soil rating: No Custom Soil Resource Report 23 Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Canton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Charlton Percent of map unit: 3 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Wapping Percent of map unit: 3 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Leicester Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes 68D—Narragansett silt loam, 15 to 25 percent slopes, extremely stony Map Unit Setting National map unit symbol: 9lq8 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Custom Soil Resource Report 24 Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 15 to 25 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: B Hydric soil rating: No Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Charlton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Custom Soil Resource Report 25 Hydric soil rating: No Leicester Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Unnamed, red parent material Percent of map unit: 2 percent Hydric soil rating: No Canton Percent of map unit: 2 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Wapping Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 1 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 702A—Tisbury silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07g Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Tisbury and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 26 Description of Tisbury Setting Landform: Valley trains, outwash plains, deltas, outwash terraces Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Parent material: Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 8 inches: silt loam Bw1 - 8 to 18 inches: silt loam Bw2 - 18 to 26 inches: silt loam 2C - 26 to 65 inches: extremely gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 24 to 36 inches to strongly contrasting textural stratification Natural drainage class: Moderately 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: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Hydric soil rating: No Minor Components Merrimac Percent of map unit: 5 percent Landform: Kames, eskers, moraines, outwash terraces, outwash plains Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): Crest, side slope, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Agawam Percent of map unit: 5 percent Landform: Kames, moraines, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Side slope, crest, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Custom Soil Resource Report 27 Ninigret Percent of map unit: 3 percent Landform: Outwash terraces, kames, moraines, outwash plains, kame terraces Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope, tread Down-slope shape: Linear, convex Across-slope shape: Concave, convex Hydric soil rating: No Raypol Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 702B—Tisbury silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07h Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Tisbury and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tisbury Setting Landform: Deltas, valley trains, outwash plains, outwash terraces Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Parent material: Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 8 inches: silt loam Bw1 - 8 to 18 inches: silt loam Bw2 - 18 to 26 inches: silt loam 2C - 26 to 65 inches: extremely gravelly sand Properties and qualities Slope: 3 to 8 percent Custom Soil Resource Report 28 Depth to restrictive feature: 24 to 36 inches to strongly contrasting textural stratification Natural 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 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Hydric soil rating: No Minor Components Merrimac Percent of map unit: 5 percent Landform: Outwash plains, kames, eskers, moraines, outwash terraces Landform position (two-dimensional): Backslope, footslope, shoulder, summit, toeslope Landform position (three-dimensional): Side slope, crest, head slope, nose slope, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Agawam Percent of map unit: 5 percent Landform: Kames, moraines, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional): Backslope, shoulder, footslope, summit, toeslope Landform position (three-dimensional): Side slope, crest, head slope, nose slope, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Ninigret Percent of map unit: 3 percent Landform: Moraines, outwash terraces, kames, outwash plains, kame terraces Landform position (two-dimensional): Toeslope, footslope, backslope Landform position (three-dimensional): Base slope, tread Down-slope shape: Convex, linear Across-slope shape: Convex, concave Hydric soil rating: No Raypol Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Custom Soil Resource Report 29 704A—Enfield silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07p Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Enfield and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Enfield Setting Landform: Outwash terraces, outwash plains Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Linear Parent material: Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 7 inches: silt loam Bw1 - 7 to 15 inches: silt loam Bw2 - 15 to 25 inches: silt loam 2C - 25 to 60 inches: stratified very gravelly coarse sand to loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 16 to 39 inches to strongly contrasting textural stratification Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: B Hydric soil rating: No Custom Soil Resource Report 30 Minor Components Haven Percent of map unit: 5 percent Landform: Outwash terraces, outwash plains Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Linear Hydric soil rating: No Tisbury Percent of map unit: 5 percent Landform: Outwash plains, deltas, valley trains, outwash terraces Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: No Agawam Percent of map unit: 3 percent Landform: Kames, moraines, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Side slope, crest, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Raypol Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 704B—Enfield silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07q Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Enfield and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 31 Description of Enfield Setting Landform: Outwash plains, outwash terraces Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Linear Parent material: Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 7 inches: silt loam Bw1 - 7 to 15 inches: silt loam Bw2 - 15 to 25 inches: silt loam 2C - 25 to 60 inches: stratified very gravelly coarse sand to loamy sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: 16 to 39 inches to strongly contrasting textural stratification Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Haven Percent of map unit: 5 percent Landform: Outwash plains, outwash terraces Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Linear Hydric soil rating: No Tisbury Percent of map unit: 5 percent Landform: Outwash plains, deltas, valley trains, outwash terraces Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: No Agawam Percent of map unit: 3 percent Landform: Kames, moraines, outwash terraces, outwash plains, kame terraces Custom Soil Resource Report 32 Landform position (two-dimensional): Toeslope, summit, footslope, shoulder, backslope Landform position (three-dimensional): Nose slope, head slope, crest, side slope, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Raypol Percent of map unit: 2 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Custom Soil Resource Report 33 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 34 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 35 APPENDIX D Storm Sewer Analysis Results PIPE CAPACITY #Line Pipe 3D Length - Center to Center Drainage Area Inc Drainage Area Total Runoff Coeff "C" Area X "C" Inc Area X "C" Total Time of Concentration Inlet Time of Concentration System Rain "I" Runoff "Q" Known Q Total Q Pipe Dia. Full Q Velocity Full Velocity Design Invert Elevation U/S Invert Elevation D/S Slope FLOW TO CHAMBER INLET 1 (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (min) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (cu. ft/sec) (ft/s) (ft/s) (ft) (ft) 1 DMH1 - CIN1 4.45 0 728845.9 0 0 330418.6 0 25.838 3.162 24.183 0 24.183 3 53.944 7.632 7.418 149.27 149.25 0.56% 2 YD1 - DMH1 60.27 479.16 728845.9 0.9 431.24 330418.6 6 25.697 3.174 24.279 0 24.279 3 51.029 7.219 7.124 151.05 150.75 0.50% 3 DMH8 - YD13 60.24 0 728366.8 0 0 329987.4 0 25.556 3.187 24.344 0 24.344 3 51.041 7.221 7.13 151.45 151.15 0.50% 4 DMH7 - DMH8 44.53 0 704147.4 0 0 308767.7 0 25.455 3.196 22.843 0 22.843 3 54.19 7.666 7.334 151.8 151.55 0.56% 5 CB29 - DMH7 69.74 8712 591544.8 0.781 6804.07 220460.7 8 25.338 3.206 16.363 0 16.363 2.5 56.367 11.483 9.941 154.45 153.33 1.61% 6 CB19 - CB29 63.71 2657.16 573728.8 0.871 2314.39 206574.4 6 25.254 3.214 15.368 0 15.368 2.5 80.772 16.455 12.659 156.65 154.55 3.30% 7 CB40 - CB19 95.41 12501.72 17903.16 0.821 10263.91 14736.3 6 6.163 7.055 2.407 0 2.407 1.25 5.071 4.132 4.075 157.95 157.45 0.52% 8 CB38 - CB40 43.01 5401.44 5401.44 0.828 4472.39 4472.39 6 6 7.109 0.736 0 0.736 1 4.75 6.048 4.387 159.15 158.5 1.51% 9 CB23 - CB19 61.95 3441.24 6446.88 0.863 2969.79 5566.66 6 6.256 7.024 0.905 0 0.905 1 2.904 3.697 3.263 158.75 158.4 0.57% 10 CB45 - CB23 55.4 3005.64 3005.64 0.864 2596.87 2596.87 6 6 7.109 0.427 0 0.427 1 4.495 5.723 3.604 159.75 159 1.35% 11 CB25 - CB19 60.67 1873.08 546721.6 0.856 1603.36 183957.1 6 25.088 3.229 13.749 0 13.749 2 17.25 5.491 6.091 157.05 156.75 0.49% 12 CB21 - CB25 60 2221.56 2221.56 0.833 1850.56 1850.56 6 6 7.109 0.305 0 0.305 1 2.732 3.478 2.294 160.3 160 0.50% 13 CB24 - CB25 112.34 5532.12 542626.9 0.786 4348.25 180503.1 8 24.778 3.256 13.607 0 13.607 2 17.09 5.44 6.034 157.7 157.15 0.49% 14 YD06 - CB24 28.92 199504.8 537094.8 0.275 54863.82 176154.9 24.7 24.7 3.263 13.307 0 13.307 2 17.666 5.623 6.172 157.95 157.8 0.52% 15 YD5 - YD6 92.5 26571.6 125365.7 0.271 7200.9 50598.95 11.2 17.231 3.931 4.604 0 4.604 1.25 4.886 3.981 4.524 159.3 158.85 0.49% 16 YD4 - YD5 105 80150.4 98794.08 0.462 37029.48 43398.04 14 16.852 3.965 3.983 0 3.983 1.5 8.244 4.665 4.622 159.95 159.4 0.52% 17 YD3 - YD4 57.5 16073.64 18643.68 0.354 5690.07 6368.56 16.5 16.5 3.996 0.589 0 0.589 1 2.66 3.386 2.719 160.81 160.54 0.47% 18 YD2 - YD3 56.35 2570.04 2570.04 0.264 678.49 678.49 8 8 6.447 0.101 0 0.101 1 2.658 3.384 1.625 161.18 160.91 0.47% 19 YD7 - YD6 136 79409.88 212224.3 0.199 15802.57 70692.13 18.5 18.72 3.798 6.214 0 6.214 1.5 8.172 4.624 5.085 158.8 158.1 0.52% 20 YD8 - YD7 92.5 30361.32 127195.2 0.27 8197.56 50478.46 18.1 18.387 3.827 4.472 0 4.472 1.5 7.945 4.496 4.625 159.35 158.9 0.49% 21 YD9 - YD8 105 89298 96833.88 0.415 37058.67 42280.9 18 18 3.862 3.78 0 3.78 1.25 5.07 4.131 4.525 160 159.45 0.52% 22 YD10 - YD9 57.5 5793.48 7535.88 0.822 4762.24 5222.23 8 8.47 6.292 0.761 0 0.761 1 2.791 3.553 3.023 160.4 160.1 0.52% 23 YD11 - YD10 56.35 1742.4 1742.4 0.264 459.99 459.99 8 8 6.447 0.069 0 0.069 1 2.819 3.589 1.508 160.8 160.5 0.53% 24 CB20 - YD7 28.93 5619.24 5619.24 0.785 4411.1 4411.1 8 8 6.447 0.658 0 0.658 1 3.94 5.016 3.719 161.25 160.95 1.04% 25 CB30 - CB29 24 4486.68 9104.04 0.748 3356.04 7082.25 8 8 6.447 1.057 0 1.057 1.25 4.953 4.036 3.207 155.8 155.68 0.50% 26 CB22 - CB30 19.5 4617.36 4617.36 0.807 3726.21 3726.21 6 6 7.109 0.613 0 0.613 1 2.732 3.478 2.804 156 155.9 0.50% 27 CB42 - DMH7 62.68 6490.44 47131.92 0.873 5666.15 38477.33 6 8.793 6.184 5.508 0 5.508 1.5 7.843 4.438 4.802 153.1 152.8 0.47% 28 CB11 - CB42 87.36 6098.4 40641.48 0.833 5079.97 32811.18 6 8.477 6.289 4.777 0 4.777 1.5 7.749 4.385 4.609 153.6 153.2 0.46% 29 CB16 - CB11 40.96 4791.6 28270.44 0.844 4044.11 22769.55 6 8.099 6.414 3.381 0 3.381 1.25 4.891 3.986 4.297 153.9 153.7 0.49% 30 CB17 - CB16 26 5183.64 23478.84 0.683 3540.43 18725.44 8 8 6.447 2.795 0 2.795 1.25 5.32 4.335 4.385 154.15 154 0.58% 31 CB18 - CB17 32.21 8712 8712 0.83 7230.96 7230.96 6 6 7.109 1.19 0 1.19 1 5.489 6.988 5.578 155.05 154.4 2.02% 32 CB48 - CB17 8 9583.2 9583.2 0.83 7954.06 7954.06 6 6 7.109 1.309 0 1.309 1 3.054 3.889 3.736 154.45 154.4 0.63% 33 CB10 - CB11 83.39 6272.64 6272.64 0.791 4961.66 4961.66 8 8 6.447 0.74 0 0.74 1 2.676 3.407 2.911 154.2 153.8 0.48% 34 CB9 - DMH7 51.24 7927.92 65470.68 0.859 6810.08 49829.68 6 9.372 5.993 6.912 0 6.912 1.5 7.957 4.503 5.067 152.15 151.9 0.49% 35 CB44 - CB9 113.75 6795.36 57542.76 0.845 5742.08 43019.59 6 8.989 6.12 6.094 0 6.094 1.5 7.92 4.482 4.94 152.8 152.25 0.48% 36 CB46 - CB44 67.41 5488.56 30230.64 0.809 4440.25 20934.85 6 8.713 6.211 3.01 0 3.01 1.5 7.657 4.333 4.07 153.2 152.9 0.45% 37 YD1-CB46 85.5 2570.04 2570.04 0.264 678.49 678.49 8 8 6.447 0.101 0 0.101 1 2.803 3.569 1.687 154.4 153.95 0.53% 38 CB31 - CB46 65.11 3397.68 9757.44 0.721 2449.73 5903.08 8 8.154 6.396 0.874 0 0.874 1 6.425 8.18 5.717 155.75 153.95 2.77% 39 CB32 - CB31 26.02 6359.76 6359.76 0.543 3453.35 3453.35 8 8 6.447 0.515 0 0.515 1 2.933 3.735 2.809 156 155.85 0.58% 40 CB33 - CB46 38.05 479.16 12414.6 0.9 431.24 9913.04 6 8.117 6.408 1.47 0 1.47 1 7.801 9.932 7.62 155.5 153.95 4.08% 41 CB34 - CB33 26 958.32 11935.44 0.52 498.33 9481.79 8 8 6.447 1.415 0 1.415 1 2.934 3.736 3.7 155.75 155.6 0.58% 42 CB35 - CB34 9.26 6229.08 10977.12 0.808 5033.1 8983.47 6 6.232 7.032 1.462 0 1.462 1 10.64 13.547 9.495 156.7 156 7.59% 43 CB37 - CB35 76.9 4748.04 4748.04 0.832 3950.37 3950.37 6 6 7.109 0.65 0 0.65 1 6.898 8.782 5.515 159.4 156.95 3.19% 44 CB26 - CB44 31.22 5401.44 20516.76 0.843 4553.41 16342.67 6 8.111 6.41 2.425 0 2.425 1.25 4.844 3.947 3.945 153.4 153.25 0.48% 45 CB27 - CB26 26 6098.4 15115.32 0.703 4287.18 11789.25 8 8 6.447 1.759 0 1.759 1 2.934 3.736 3.902 153.65 153.5 0.58% 46 CB28 - CB27 8.06 9016.92 9016.92 0.832 7502.08 7502.08 6 6 7.109 1.235 0 1.235 1 13.659 17.391 10.789 154.9 153.9 12.50% 47 DMH9-DMH8 150.25 9539.64 20473.2 0.9 8585.68 18425.88 6 6.437 6.964 2.97 0 2.97 1.25 4.953 4.036 4.215 154.55 153.8 0.50% 48 YD12 - DMH9 42.92 1393.92 1393.92 0.9 1254.53 1254.53 6 6 7.109 0.206 0 0.206 0.83 1.813 3.325 2.207 155.3 155.05 0.58% 49 RL1 - DMH9 94.05 9539.64 9539.64 0.9 8585.68 8585.68 6 6 7.109 1.413 0 1.413 1 2.817 3.587 3.587 155.15 154.65 0.53% 50 YD15 - DMH8 24.82 696.96 1873.08 0.485 338.03 1396.53 8 8 6.447 0.208 0 0.208 1 3.003 3.824 2.194 155 154.85 0.60% 51 RL2 - YD16 16.4 1176.12 1176.12 0.9 1058.51 1058.51 6 6 7.109 0.174 0 0.174 0.83 1.855 3.402 2.134 155.2 155.1 0.61% 52 YD16 - DMH8 24.82 696.96 1873.08 0.486 338.72 1397.23 8 8 6.447 0.209 0 0.209 1 3.003 3.824 2.195 155 154.85 0.60% 53 RL3 - YD17 16.4 1176.12 1176.12 0.9 1058.51 1058.51 6 6 7.109 0.174 0 0.174 1 3.017 3.841 2.088 155.2 155.1 0.61% FLOW TO CHAMBER INLET 2 #Line Pipe 3D Length - Center to CenterDrainage Area Inc Drainage Area TotalRunoff Coeff "C"Area X "C" IncArea X "C" TotalTime of Concentration InletTime of Concentration SystemRain "I" Runoff "Q" Known Q Total Q Pipe Dia. Full Q Velocity FullVelocity DesignInvert Elevation U/SInvert Elevation D/SSlope (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (min) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (cu. ft/sec) (ft/s) (ft/s) (ft) (ft) 1 CB5 - CIN2 22.67 15071.76 15071.76 0.828 12479.42 12479.42 6 6 7.109 2.054 0 2.054 1 4.457 5.674 5.555 151.6 151.3 1.33% #Line Pipe 3D Length - Center to CenterDrainage Area Inc Drainage Area TotalRunoff Coeff "C"Area X "C" IncArea X "C" TotalTime of Concentration InletTime of Concentration SystemRain "I" Runoff "Q" Known Q Total Q Pipe Dia. Full Q Velocity FullVelocity DesignInvert Elevation U/SInvert Elevation D/SSlope (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (min) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (cu. ft/sec) (ft/s) (ft/s) (ft) (ft) 1 CB4 - CIN3 27.83 5096.52 5096.52 0.856 4362.62 4362.62 6 6 7.109 0.718 0 0.718 1 2.837 3.612 3.01 151.6 151.45 0.54% #Line Pipe 3D Length - Center to CenterDrainage Area Inc Drainage Area TotalRunoff Coeff "C"Area X "C" IncArea X "C" TotalTime of Concentration InletTime of Concentration SystemRain "I" Runoff "Q" Known Q Total Q Pipe Dia. Full Q Velocity FullVelocity DesignInvert Elevation U/SInvert Elevation D/SSlope (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (min) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (cu. ft/sec) (ft/s) (ft/s) (ft) (ft) 1 DMH3 - CIN4 5.67 0 29969.28 0 0 22443.68 0 8.279 6.355 3.301 0 3.301 1.25 4.953 4.036 4.318 149.23 149.2 0.50% 2 CB1 - DMH3 20.8 13634.28 29969.28 0.859 11711.85 22443.68 6 8.197 6.382 3.316 0 3.316 1.25 4.797 3.909 4.215 149.95 149.85 0.47% 3 CB2 - CB1 41.88 11238.48 16335 0.569 6394.7 10731.83 8 8 6.447 1.602 0 1.602 1 2.669 3.399 3.55 150.25 150.05 0.48% 4 CB3 - CB2 51.02 5096.52 5096.52 0.851 4337.14 4337.14 6 6 7.109 0.714 0 0.714 1 2.704 3.443 2.904 150.6 150.35 0.49% #Line Pipe 3D Length - Center to CenterDrainage Area Inc Drainage Area TotalRunoff Coeff "C"Area X "C" IncArea X "C" TotalTime of Concentration InletTime of Concentration SystemRain "I" Runoff "Q" Known Q Total Q Pipe Dia. Full Q Velocity FullVelocity DesignInvert Elevation U/SInvert Elevation D/SSlope (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (min) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (cu. ft/sec) (ft/s) (ft/s) (ft) (ft) 1 DMH4 - CIN5 5.67 0 7143.84 0 0 5755.67 0 8.312 6.344 0.845 0 0.845 1.25 4.953 4.036 3.01 149.23 149.2 0.50% 2 CB43 - DMH4 58.24 4530.24 7143.84 0.768 3479.22 5755.67 8 8 6.447 0.859 0 0.859 1 2.773 3.531 3.111 153.3 153 0.52% 3 CB47 - CB43 41.37 2613.6 2613.6 0.871 2276.45 2276.45 6 6 7.109 0.375 0 0.375 1 3.003 3.824 2.606 153.65 153.4 0.60% FLOW Pipe 3D Length - Center to CenterDrainage Area Inc Drainage Area TotalRunoff Coeff "C"Area X "C" IncArea X "C" TotalTime of Concentration InletTime of Concentration SystemRain "I" Runoff "Q" Known Q Total Q Pipe Dia. Full Q Velocity FullVelocity DesignInvert Elevation U/SInvert Elevation D/SSlope (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (min) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (cu. ft/sec) (ft/s) (ft/s) (ft) (ft) 1 WQU1 - FE13 25.54 0 74923.2 0 0 62364.55 0 10.342 5.672 8.188 0 8.188 2 18.8 5.984 5.774 148.15 148 0.59% 2 CB8 - WQU1 22.8 5488.56 51008.76 0.832 4566.48 41702.47 6 10.305 5.684 5.487 0 5.487 2 48.757 15.52 10.265 149.05 148.15 3.95% 3 CB36 - CB8 36.23 4878.72 45520.2 0.723 3527.31 37135.99 8 10.24 5.706 4.905 0 4.905 1.25 11.928 9.719 9.238 150.2 149.15 2.90% 4 CB41 - CB36 105.67 3223.44 40641.48 0.408 1315.16 33608.67 10 10 5.785 4.501 0 4.501 1.25 9.015 7.346 7.338 152.05 150.3 1.66% 5 CB39 - CB41 24 3441.24 3441.24 0.9 3097.12 3097.12 6 6 7.109 0.51 0 0.51 1 2.512 3.198 2.505 152.25 152.15 0.42% 6 DMH5 - CB41 65.37 0 33976.8 0 0 29196.39 0 8.46 6.295 4.254 0 4.254 1.25 8.445 6.882 6.89 153.25 152.3 1.45% 7 DMH6-DMH5 150.65 9539.64 20778.12 0.9 8585.68 18700.31 6 6.434 6.965 3.015 0 3.015 1 2.732 3.478 3.839 154.55 153.8 0.50% 8 RL4 - DMH6 93.51 9539.64 9539.64 0.9 8585.68 8585.68 6 6 7.109 1.413 0 1.413 1 2.825 3.597 3.595 155.15 154.65 0.54% 9 YD14 - DMH6 43.57 1698.84 1698.84 0.9 1528.96 1528.96 6 6 7.109 0.252 0 0.252 0.83 1.8 3.3 2.324 155.3 155.05 0.57% 10 CB12 - DMH5 61.09 653.4 13198.68 0.9 588.06 10496.09 6 8.277 6.355 1.544 0 1.544 1.25 9.184 7.484 5.558 154.55 153.5 1.72% 11 CB14 - CB12 37.4 566.28 6272.64 0.645 365.25 5021.64 8 8 6.447 0.749 0 0.749 1 6.318 8.045 5.403 155.9 154.9 2.68% 12 CB15 - CB14 10.81 5706.36 5706.36 0.816 4656.39 4656.39 6 6 7.109 0.766 0 0.766 1 5.255 6.691 4.77 156.2 156 1.85% 13 CB13 - CB12 49.18 6272.64 6272.64 0.779 4886.39 4886.39 8 8 6.447 0.729 0 0.729 1 2.755 3.507 2.96 154.9 154.65 0.51% 14 CB7 - WQU1 29.8 9147.6 23914.44 0.864 7903.53 20662.08 6 6.563 6.923 3.311 0 3.311 1.25 15.725 12.814 10.144 149.75 148.25 5.04% 15 CB6 -CB7 129.62 14766.84 14766.84 0.864 12758.55 12758.55 6 6 7.109 2.1 0 2.1 1 2.736 3.483 3.837 151.6 150.95 0.50% FLOW TO SEWER FE FLOW TO CHAMBER INLET 3 FLOW TO CHAMBER INLET 4 FLOW TO CHAMBER INLET 5 HGL #Line Struct. ID D Q L V d dc v^2/2g EGLo HGLo Sf Total Pipe Loss EGLi HGLi Ea EGLa U/S TOC Surface Elev. (ft) (cu. ft/sec) (ft) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) 0 CHAMBER INLET 1 151.36 151.36 152.25 152.68 1 DMH-1 (84"%%c)3 24.183 4.45 7.418 1.41 1.59 0.86 152.54 152.22 0 0 152.54 151.68 3.26 152.54 153.75 157.4 2 YD-13 (CONC 84"%%c)3 24.279 60.27 7.124 1.46 1.59 0.79 152.73 152.25 0 0 153.3 152.51 2.4 153.45 154.15 157.9 3 DMH-8 (96" %%c)3 24.344 60.24 7.13 1.46 1.59 0.79 153.56 153.28 0 0 153.7 152.91 2.43 153.88 155.85 158.25 4 DMH-7 (96" %%c)3 22.843 44.53 7.334 1.36 1.54 0.84 153.97 153.74 0 0 154 153.16 2.43 154.23 154.3 157.8 5 CB-29 2.5 16.363 69.74 9.941 0.92 1.37 1.54 155.79 154.25 0 0 156.91 155.37 2.46 156.91 156.93 159.05 6 CB-19 2.5 15.368 63.71 12.659 0.74 1.32 2.49 156.97 156.81 0 0 159.88 157.39 3.23 159.88 158.7 162.12 7 CB-40 (TYPE II)1.25 2.407 95.41 1.961 1.25 n/a 0.06 159.9 159.84 0.001 0.11 160.02 159.96 2.09 160.04 159.5 161 8 CB-38 1 0.736 43.01 0.937 0.27 0.36 0.01 160.04 160.03 0 0.02 160.06 160.04 0.91 160.06 ---161.65 9 CB-23 1 0.905 61.95 1.152 1 n/a 0.02 159.89 159.87 0.001 0.03 159.92 159.9 1.18 159.93 160 161.5 10 CB-45 1 0.427 55.4 3.604 0.21 0.27 0.2 159.93 159.93 0 0 160.16 159.96 0.41 160.16 ---162.25 11 CB-25 2 13.749 60.67 4.376 2 n/a 0.3 160 159.7 0.003 0.19 160.19 159.89 3.26 160.31 159.15 162.75 12 CB-21 1 0.305 60 2.294 0.23 0.23 0.08 160.33 160.29 0 0 160.61 160.53 0.31 160.61 ---162.8 13 CB-24 (TYPE "C-L")2 13.607 112.34 4.331 2 n/a 0.29 160.43 160.14 0.003 0.35 160.78 160.49 3.19 160.88 159.8 163.5 14 YD-06 2 13.307 28.92 4.236 2 n/a 0.28 160.99 160.71 0.003 0.09 161.08 160.8 3.35 161.3 160.1 163.3 15 YD-05 1.25 4.604 92.5 3.752 1.25 n/a 0.22 161.38 161.17 0.004 0.4 161.78 161.57 2.53 161.83 160.9 163 16 YD-04 1.5 3.983 105 2.254 1.5 n/a 0.08 161.87 161.79 0.001 0.13 161.99 161.92 2.07 162.02 161.54 163 17 YD-03 1 0.589 57.5 0.75 1 n/a 0.01 162.02 162.01 0 0.01 162.04 162.03 1.23 162.04 161.91 163.5 18 YD-02 1 0.101 56.35 0.129 0.13 0.13 0 162.04 162.04 0 0 162.04 162.04 0.86 162.04 ---163.5 19 YD-07 1.5 6.214 136 3.517 1.5 n/a 0.19 161.37 161.18 0.003 0.41 161.78 161.59 3.04 161.84 160.4 163.3 20 YD-08 1.5 4.472 92.5 2.531 1.5 n/a 0.1 161.88 161.78 0.002 0.14 162.02 161.92 2.7 162.05 160.7 163.5 21 YD-09 1.25 3.78 105 3.08 1.25 n/a 0.15 162.11 161.96 0.003 0.31 162.41 162.26 2.46 162.46 161.1 163.5 22 YD-10 1 0.761 57.5 0.968 1 n/a 0.01 162.47 162.45 0 0.02 162.49 162.48 2.1 162.5 161.5 163.5 23 YD-11 1 0.069 56.35 0.087 1 n/a 0 162.5 162.5 0 0 162.5 162.5 1.7 162.5 ---163.5 24 CB-20 (TYPE "C-L")1 0.658 28.93 3.719 0.28 0.34 0.21 161.85 161.83 0 0 161.85 161.63 0.6 161.85 ---163.5 25 CB-30 1.25 1.057 24 3.207 0.39 0.4 0.16 156.91 156.9 0 0 156.91 156.75 1.11 156.91 156.9 158.65 26 CB-22 1 0.613 19.5 0.781 0.32 0.33 0.01 156.92 156.91 0 0 156.92 156.91 0.93 156.93 ---158.5 27 CB-42 (TYPE II "C-L")1.5 5.508 62.68 4.802 0.93 0.9 0.36 154.3 154.14 0.005 0.3 154.59 154.23 1.58 154.68 154.7 157 28 CB-11 (TYPE II "C-L")1.5 4.777 87.36 4.609 0.85 0.84 0.33 154.73 154.61 0.005 0.4 155.13 154.8 1.82 155.42 154.8 157 29 CB-16 1.25 3.381 40.96 2.755 1.25 n/a 0.12 155.47 155.35 0.002 0.1 155.57 155.45 1.73 155.63 155.25 156.9 30 CB-17 1.25 2.795 26 2.277 1.25 n/a 0.08 155.66 155.58 0.002 0.04 155.7 155.62 1.59 155.74 155.4 156.9 31 CB-18 (TYPE II)1 1.19 32.21 1.515 0.32 0.46 0.04 155.75 155.72 0.001 0.03 155.78 155.75 0.75 155.8 ---157.55 32 CB-48 1 1.309 8 1.667 1 n/a 0.04 155.76 155.71 0.001 0.01 155.77 155.72 1.35 155.8 ---158.15 33 CB-10 (TYPE II)1 0.74 83.39 0.943 1 n/a 0.01 155.43 155.41 0 0.03 155.46 155.44 1.26 155.46 ---156.7 34 CB-9 (TYPE II "C-L")1.5 6.912 51.24 3.912 1.5 n/a 0.24 154.33 154.09 0.004 0.19 154.52 154.28 2.43 154.58 153.75 157 35 CB-44 (TYPE II "C-L")1.5 6.094 113.75 3.449 1.5 n/a 0.18 154.65 154.47 0.003 0.33 154.98 154.79 2.29 155.09 154.4 156.8 36 CB-46 (TYPE II)1.5 3.01 67.41 1.703 1.5 n/a 0.05 155.1 155.06 0.001 0.05 155.15 155.11 1.97 155.17 154.95 156.7 37 YD-01 1 0.101 85.5 0.129 0.13 0.13 0 155.17 155.17 0 0 155.17 155.17 0.77 155.17 ---156.9 38 CB-31 1 0.874 65.11 5.717 0.25 0.39 0.51 155.18 155.16 0.001 0 156.51 156 0.76 156.51 156.85 158.5 39 CB-32 1 0.515 26.02 2.809 0.28 0.3 0.12 156.51 156.5 0 0 156.51 156.39 0.51 156.51 ---158.5 40 CB-33 1 1.47 38.05 7.62 0.29 0.51 0.9 155.19 155.14 0.001 0 156.7 155.79 1.2 156.7 156.6 158.5 41 CB-34 1 1.415 26 1.802 0.49 0.5 0.05 156.72 156.67 0.001 0.03 156.75 156.7 1.03 156.78 157 158.5 42 CB-35 1 1.462 9.26 9.495 0.25 0.51 1.4 156.81 156.73 0 0 158.35 156.95 1.65 158.35 157.95 159.45 43 CB-37 1 0.65 76.9 5.515 0.21 0.34 0.47 158.36 158.35 0 0 160.08 159.61 0.68 160.08 ---161.9 44 CB-26 1.25 2.425 31.22 1.976 1.25 n/a 0.06 155.11 155.05 0.001 0.04 155.15 155.09 1.77 155.17 154.5 156.4 45 CB-27 (TYPE II)1 1.759 26 2.24 1 n/a 0.08 155.2 155.12 0.002 0.05 155.26 155.18 1.63 155.28 154.9 156.4 46 CB-28 1 1.235 8.06 10.789 0.2 0.47 1.81 155.29 155.26 0.001 0 156.91 155.1 2.01 156.91 ---158.4 47 DMH-9 1.25 2.97 150.25 4.215 0.7 0.69 0.28 154.77 154.5 0.005 0.75 155.52 155.25 1.06 155.61 155.88 158.2 48 YD-12 0.83 0.206 42.92 2.207 0.19 0.2 0.08 155.62 155.61 0 0 155.62 155.54 0.32 155.62 ---157.8 49 ROOF LEADER-1 1 1.413 94.05 3.587 0.5 0.5 0.2 155.63 155.58 0 0 155.85 155.65 0.74 155.89 ---156.31 50 YD-15 (CONC)1 0.208 24.82 2.194 0.18 0.19 0.07 155.1 155.03 0 0 155.25 155.18 0.25 155.25 155.93 157.7 INLET 1 51 ROOF LEADER-2 0.83 0.174 16.4 2.134 0.17 0.18 0.07 155.34 155.27 0 0 155.44 155.37 0.24 155.44 ---156.14 52 YD-16 (CONC)1 0.209 24.82 2.195 0.18 0.19 0.07 155.1 155.03 0 0 155.25 155.18 0.25 155.25 156.1 157.7 53 ROOF LEADER-3 1 0.174 16.4 2.088 0.16 0.17 0.07 155.33 155.26 0 0 155.43 155.36 0.23 155.43 ---156.36 *URBAN DRAINAGE DESIGN MANUAL - Hydraulic Engineering Circular No.22 Third Edition #Line Struct. ID D Q L V d dc v^2/2g EGLo HGLo Sf Total Pipe Loss EGLi HGLi Ea EGLa U/S TOC Surface Elev. (ft) (cu. ft/sec) (ft) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) 0 CHAMBER INLET 2 151.36 151.36 152.3 152.75 1 CB-5 (TYPE II)1 2.054 22.67 5.555 0.48 0.61 0.48 152.25 151.78 0 0 152.56 152.08 0.96 152.56 ---154.1 *URBAN DRAINAGE DESIGN MANUAL - Hydraulic Engineering Circular No.22 Third Edition #Line Struct. ID D Q L V d dc v^2/2g EGLo HGLo Sf Total Pipe Loss EGLi HGLi Ea EGLa U/S TOC Surface Elev. (ft) (cu. ft/sec) (ft) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) 0 CHAMBER INLET 3 151.36 151.36 152.45 152.61 1 CB-4 (TYPE II)1 0.718 27.83 3.01 0.34 0.35 0.14 151.93 151.79 0 0 152.08 151.94 0.48 152.08 ---154.1 *URBAN DRAINAGE DESIGN MANUAL - Hydraulic Engineering Circular No.22 Third Edition #Line Struct. ID D Q L V d dc v^2/2g EGLo HGLo Sf Total Pipe Loss EGLi HGLi Ea EGLa U/S TOC Surface Elev. (ft) (cu. ft/sec) (ft) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) 0 CHAMBER INLET 4 151.36 151.36 150.45 150.65 1 DMH-3 1.25 3.301 5.67 2.69 1.25 n/a 0.11 151.47 151.36 0.002 0.01 151.49 151.37 2.29 151.52 151.1 154.75 2 CB-1 (TYPE II)1.25 3.316 20.8 2.702 1.25 n/a 0.11 151.56 151.45 0.002 0.05 151.61 151.5 1.7 151.65 151.05 152.32 3 CB-2 (TYPE II)1 1.602 41.88 2.039 1 n/a 0.06 151.68 151.62 0.002 0.07 151.75 151.69 1.54 151.79 151.35 153.45 4 CB-3 1 0.714 51.02 0.909 1 n/a 0.01 151.79 151.78 0 0.02 151.81 151.8 1.22 151.82 ---153.03 *URBAN DRAINAGE DESIGN MANUAL - Hydraulic Engineering Circular No.22 Third Edition #Line Struct. ID D Q L V d dc v^2/2g EGLo HGLo Sf Total Pipe Loss EGLi HGLi Ea EGLa U/S TOC Surface Elev. (ft) (cu. ft/sec) (ft) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) 0 CHAMBER INLET 5 151.36 151.36 150.45 150.65 1 DMH-4 1.25 0.845 5.67 0.689 1.25 n/a 0.01 151.37 151.36 0 0 151.37 151.36 2.14 151.37 154 156.75 2 CB-43 1 0.859 58.24 3.111 0.38 0.39 0.15 153.53 153.38 0 0 153.83 153.68 0.53 153.83 154.4 156.35 3 CB-47 1 0.375 41.37 2.606 0.24 0.25 0.11 153.84 153.82 0 0 153.99 153.89 0.34 153.99 ---156.15 *URBAN DRAINAGE DESIGN MANUAL - Hydraulic Engineering Circular No.22 Third Edition STORM SEWER FE #Line Struct. ID D Q L V d dc v^2/2g EGLo HGLo Sf Total Pipe Loss EGLi HGLi Ea EGLa U/S TOC Surface Elev. (ft) (cu. ft/sec) (ft) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) 0 FE-13 147.9 147.9 150 150.28 1 WQU-1 (ADS BARRACUDA S6)2 8.188 25.54 5.774 0.92 1.02 0.52 149.44 148.92 0 0 149.59 149.07 1.67 149.82 149.5 152.5 2 CB-8 (TYPE I)2 5.487 22.8 10.265 0.45 0.83 1.64 149.85 149.79 0 0 151.14 149.5 2.09 151.14 150.4 152.22 3 CB-36 (TYPE I)1.25 4.905 36.23 3.997 0.56 0.9 0.25 151.24 150.99 0.005 0.18 151.42 151.17 1.69 151.89 151.55 153.3 4 CB-41 1.25 4.501 105.67 7.338 0.62 0.86 0.84 151.97 151.76 0.004 0 153.51 152.67 1.46 153.51 153.55 155.3 5 CB-39 (TYPE I)1 0.51 24 0.649 1 n/a 0.01 153.51 153.51 0 0 153.52 153.51 1.27 153.52 ---154.77 6 DMH-5 1.25 4.254 65.37 6.89 0.63 0.84 0.74 153.59 153.4 0 0 154.62 153.88 1.37 154.62 154.8 156.25 7 DMH-6 1 3.015 150.65 3.839 1 n/a 0.23 155.03 154.8 0.005 0.75 155.78 155.55 1.29 155.84 155.65 158.2 8 ROOF LEADER-4 1 1.413 93.51 1.799 0.5 0.5 0.05 155.86 155.81 0.001 0.13 155.98 155.93 0.84 155.99 ---156.31 9 YD-14 0.83 0.252 43.57 2.324 0.21 0.22 0.08 155.84 155.83 0 0 155.84 155.75 0.54 155.84 ---157.8 10 CB-12 (TYPE I)1.25 1.544 61.09 5.558 0.35 0.49 0.48 154.63 154.6 0 0 155.38 154.9 0.83 155.38 155.65 157.65 11 CB-14 1 0.749 37.4 5.403 0.23 0.36 0.45 155.4 155.34 0 0 156.59 156.13 0.69 156.59 157 158.65 12 CB-15 1 0.766 10.81 4.77 0.26 0.37 0.35 156.6 156.56 0 0 156.81 156.46 0.61 156.81 ---160.65 13 CB-13 (TYPE I)1 0.729 49.18 2.96 0.35 0.36 0.14 155.39 155.36 0 0 155.39 155.25 0.49 155.39 ---157.4 14 CB-7 (TYPE II)1.25 3.311 29.8 10.144 0.39 0.73 1.6 149.87 149.76 0.002 0 151.74 150.14 1.99 151.74 151.95 153.5 15 CB-6 (TYPE II)1 2.1 129.62 3.837 0.66 0.62 0.23 151.8 151.65 0.005 0.65 152.49 152.26 1.09 152.69 ---154.1 *URBAN DRAINAGE DESIGN MANUAL - Hydraulic Engineering Circular No.22 Third Edition INLET 5 INLET 2 INLET 3 INLET 4 INLETS INLET 1 No.Name Drain. Area A Runoff Coeff. C Time of Conc.Rainfall Intens.Q=CIA/Kc Known Q Longitudinal Slope SL Cross Slope Sx Cross Slope Sw Prev. Bypass Flow Total Gutter Flow Depth d Gutter Width Spread T W / T Grate Length Grate Width Curb Opening Length Curb Opening Height Intercept Flow Qi Bypass Flow Qb Bypass Structure (sq. ft) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cu. ft/sec) (cu. ft/sec) 1 YD-13 (CONC 84"%%c)479.16 0.9 6 7.109 0.071 0 -1 0.3 0.3 0 0.071 -0.05 10 0.15 65.792 3.15 1.7 --- --- 0.071 0 --- 2 YD-16 (CONC)696.96 0.486 8 6.447 0.051 0 -1 0.03 0.03 0 0.051 -0.06 10 0.94 10.644 3.15 1.7 --- --- 0.051 0 --- 3 YD-15 (CONC)696.96 0.485 8 6.447 0.05 0 -1 0.03 0.03 0 0.05 -0.06 10 0.94 10.658 3.15 1.7 --- --- 0.05 0 --- 4 CB-45 3005.64 0.864 6 7.109 0.427 0 0.015 0.035 0.035 0 0.427 0.11 18 3.07 5.857 2.73 1.77 2.73 0.25 0.373 0.054 CB-22 5 CB-38 5401.44 0.828 6 7.109 0.736 0 0.015 0.035 0.035 0 0.736 0.13 18 3.77 4.777 2.73 1.77 2.73 0.25 0.58 0.156 CB-40 (TYPE II) 6 ROOF LEADER-3 1176.12 0.9 6 7.109 0.174 0 -1 0.035 0.035 0 0.174 -0.01 12 2.05 5.86 2 2 --- --- 0.174 0 --- 7 ROOF LEADER-1 9539.64 0.9 6 7.109 1.413 0 -1 0.035 0.035 0 1.413 0.13 12 5.23 2.294 2 2 --- --- 1.413 0 --- 8 CB-48 9583.2 0.83 6 7.109 1.309 0 0.015 0.035 0.035 0 1.309 0.16 18 4.68 3.849 2.73 1.77 2.73 0.25 0.905 0.404 CB-18 (TYPE II) 9 ROOF LEADER-2 1176.12 0.9 6 7.109 0.174 0 -1 0.035 0.035 0 0.174 -0.01 12 2.05 5.86 2 2 --- --- 0.174 0 --- 10 YD-01 2570.04 0.264 8 6.447 0.101 0 -1 0.3 0.3 0 0.101 -0.04 10 0.19 51.911 3.15 1.7 --- --- 0.101 0 --- 11 CB-31 3397.68 0.721 8 6.447 0.366 0 0.015 0.035 0.035 0 0.366 0.1 12 2.9 4.14 2.73 1.77 2.73 0.25 0.327 0.038 --- 12 CB-32 6359.76 0.543 8 6.447 0.515 0 0.015 0.035 0.035 0 0.515 0.12 12 3.3 3.64 2.73 1.77 2.73 0.25 0.435 0.08 --- 13 CB-9 (TYPE II "C-L")7927.92 0.859 6 7.109 1.121 0 -1 0.015 0.015 0 1.121 0.03 12 5.74 2.09 6.29 1.7 --- --- 1.121 0 --- 14 CB-35 6229.08 0.808 6 7.109 0.828 0 -1 0.035 0.035 0 0.828 0.09 18 4.71 3.822 5.83 1.77 5.83 0.25 0.828 0 --- 15 CB-34 958.32 0.52 8 6.447 0.074 0 0.03 0.035 0.035 0 0.074 0.05 12 1.4 8.569 2.73 1.77 2.73 0.25 0.074 0 CB-27 (TYPE II) 16 CB-28 9016.92 0.832 6 7.109 1.235 0 -1 0.035 0.035 0 1.235 0.23 18 8.03 2.241 2.73 1.77 2.73 0.25 1.235 0 --- 17 CB-27 (TYPE II)6098.4 0.703 8 6.447 0.64 0 -1 0.035 0.035 0.326 0.966 0.11 12 4.88 2.457 5.83 1.77 5.83 0.25 0.966 0 --- 18 CB-26 5401.44 0.843 6 7.109 0.749 0 -1 0.035 0.035 0 0.749 0.13 12 5.39 2.226 2.73 1.77 2.73 0.25 0.749 0 --- 19 CB-37 4748.04 0.832 6 7.109 0.65 0 -1 0.035 0.035 0 0.65 0.11 18 5.24 3.434 2.73 1.77 2.73 0.25 0.65 0 --- 20 CB-23 3441.24 0.863 6 7.109 0.489 0 -1 0.035 0.035 0 0.489 0.08 18 4.33 4.152 2.73 1.77 2.73 0.25 0.489 0 --- 21 CB-18 (TYPE II)8712 0.83 6 7.109 1.19 0 -1 0.035 0.035 0.404 1.593 0.2 18 7.28 2.471 5.83 1.77 5.83 0.25 1.593 0 --- 22 CB-17 5183.64 0.683 8 6.447 0.528 0 -1 0.035 0.035 0 0.528 0.08 12 4.27 2.811 2.73 1.77 2.73 0.25 0.528 0 --- 23 CB-16 4791.6 0.844 6 7.109 0.665 0 -1 0.035 0.035 0 0.665 0.12 12 4.98 2.41 2.73 1.77 2.73 0.25 0.665 0 --- 24 CB-19 2657.16 0.871 6 7.109 0.381 0 -1 0.035 0.035 0 0.381 0.05 18 3.67 4.906 2.73 1.77 2.73 0.25 0.381 0 --- 25 CB-21 2221.56 0.833 6 7.109 0.305 0 -1 0.035 0.035 0 0.305 0.03 18 3.16 5.694 2.73 1.77 2.73 0.25 0.305 0 --- 26 CB-25 1873.08 0.856 6 7.109 0.264 0 -1 0.035 0.035 0 0.264 0.02 18 2.88 6.261 2.73 1.77 2.73 0.25 0.264 0 --- 27 YD-04 80150.4 0.462 14 4.461 3.824 0 -1 0.3 0.3 0 3.824 0.5 10 1.93 5.173 3.15 1.7 --- --- 3.824 0 --- 28 YD-05 26571.6 0.271 11.2 5.388 0.898 0 -1 0.3 0.3 0 0.898 0.16 10 0.83 12.115 3.15 1.7 --- --- 0.898 0 --- 29 YD-06 199504.8 0.275 24.7 3.263 4.145 0 -1 0.3 0.3 0 4.145 0.52 10 1.99 5.018 3.15 1.7 --- --- 4.145 0 --- 30 YD-11 1742.4 0.264 8 6.447 0.069 0 -1 0.3 0.3 0 0.069 -0.05 10 0.15 67.265 3.15 1.7 --- --- 0.069 0 --- 31 YD-10 5793.48 0.822 8 6.447 0.711 0 -1 0.3 0.3 0 0.711 0.12 10 0.71 14.161 3.15 1.7 --- --- 0.711 0 --- 32 YD-09 89298 0.415 18 3.862 3.313 0 -1 0.3 0.3 0 3.313 0.47 10 1.83 5.452 3.15 1.7 --- --- 3.313 0 --- 33 YD-08 30361.32 0.27 18.1 3.853 0.731 0 -1 0.3 0.3 0 0.731 0.12 10 0.72 13.895 3.15 1.7 --- --- 0.731 0 --- 34 YD-07 79409.88 0.199 18.5 3.817 1.396 0 -1 0.3 0.3 0 1.396 0.24 10 1.11 9.027 3.15 1.7 --- --- 1.396 0 --- 35 YD-02 2570.04 0.264 8 6.447 0.101 0 -1 0.3 0.3 0 0.101 -0.04 10 0.19 51.911 3.15 1.7 --- --- 0.101 0 --- 36 YD-03 16073.64 0.354 16.5 3.996 0.526 0 -1 0.3 0.3 0 0.526 0.18 10 0.6 16.741 3.15 1.7 --- --- 0.526 0 --- 37 CB-33 479.16 0.9 6 7.109 0.071 0 0.03 0.035 0.035 0 0.071 0.05 12 1.38 8.715 2.73 1.77 2.73 0.25 0.071 0 CB-26 38 CB-40 (TYPE II)12501.72 0.821 6 7.109 1.689 0 -1 0.035 0.035 0.156 1.845 0.23 18 8.03 2.242 5.83 1.77 5.83 0.25 1.845 0 --- 39 CB-24 (TYPE "C-L")5532.12 0.786 8 6.447 0.649 0 -1 0.035 0.035 0 0.649 0.04 12 3.23 3.719 3.15 1.7 --- --- 0.649 0 --- 40 CB-42 (TYPE II "C-L")6490.44 0.873 6 7.109 0.932 0 -1 0.015 0.015 0 0.932 0.02 12 5.18 2.318 6.29 1.7 --- --- 0.932 0 --- 41 CB-10 (TYPE II)6272.64 0.791 8 6.447 0.74 0 -1 0.015 0.015 0 0.74 0.08 12 7.59 1.58 5.83 1.77 5.83 0.25 0.74 0 --- 42 CB-22 4617.36 0.807 6 7.109 0.613 0 -1 0.035 0.035 0.054 0.667 0.12 12 4.99 2.405 2.73 1.77 2.73 0.25 0.667 0 --- 43 CB-29 8712 0.781 8 6.447 1.015 0 0.04 0.03 0.03 0 1.015 0.12 12 3.9 3.081 2.73 1.77 2.73 0.25 0.748 0.267 CB-27 (TYPE II) 44 CB-30 4486.68 0.748 8 6.447 0.501 0 0.03 0.035 0.035 0 0.501 0.1 12 2.86 4.19 2.73 1.77 2.73 0.25 0.442 0.059 CB-27 (TYPE II) 45 YD-12 1393.92 0.9 6 7.109 0.206 0 -1 0.035 0.035 0 0.206 -0.01 10 1.92 5.22 3.15 1.7 --- --- 0.206 0 --- 46 CB-11 (TYPE II "C-L")6098.4 0.833 6 7.109 0.836 0 -1 0.015 0.015 0 0.836 0.01 12 4.87 2.463 6.29 1.7 --- --- 0.836 0 --- 47 CB-44 (TYPE II "C-L")6795.36 0.845 6 7.109 0.945 0 -1 0.015 0.015 0 0.945 0.02 12 5.21 2.301 6.29 1.7 --- --- 0.945 0 --- 48 CB-46 (TYPE II)5488.56 0.809 6 7.109 0.731 0 -1 0.015 0.015 0 0.731 0.08 12 7.53 1.595 5.83 1.77 5.83 0.25 0.731 0 --- INLET 2 No. Name Drain. Area A Runoff Coeff. C Time of Conc.Rainfall Intens. Q=CIA/Kc Known Q Longitudinal Slope SL Cross Slope Sx Cross Slope Sw Prev. Bypass Flow Total Gutter Flow Depth d Gutter Width Spread T W / T Grate Length Grate Width Curb Opening Length Curb Opening Height Intercept Flow Qi Bypass Flow Qb Bypass Structure (sq. ft) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cu. ft/sec) (cu. ft/sec) 1 CB-5 (TYPE II)15071.76 0.828 6 7.109 2.054 0 -1 0.035 0.035 0 2.054 0.25 18 8.63 2.087 5.83 1.77 5.83 0.25 2.054 0 --- INLET 3 No.Name Drain. Area A Runoff Coeff. C Time of Conc.Rainfall Intens.Q=CIA/Kc Known Q Longitudinal Slope SL Cross Slope Sx Cross Slope Sw Prev. Bypass Flow Total Gutter Flow Depth d Gutter Width Spread T W / T Grate Length Grate Width Curb Opening Length Curb Opening Height Intercept Flow Qi Bypass Flow Qb Bypass Structure (sq. ft) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cu. ft/sec) (cu. ft/sec) 1 CB-4 (TYPE II)5096.52 0.856 6 7.109 0.718 0 -1 0.035 0.035 0 0.718 0.07 18 4.28 4.205 5.83 1.77 5.83 0.25 0.718 0 --- INLET 4 No.Name Drain. Area A Runoff Coeff. C Time of Conc.Rainfall Intens.Q=CIA/Kc Known Q Longitudinal Slope SL Cross Slope Sx Cross Slope Sw Prev. Bypass Flow Total Gutter Flow Depth d Gutter Width Spread T W / T Grate Length Grate Width Curb Opening Length Curb Opening Height Intercept Flow Qi Bypass Flow Qb Bypass Structure (sq. ft) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cu. ft/sec) (cu. ft/sec) 1 CB-3 5096.52 0.851 6 7.109 0.714 0 -1 0.035 0.035 0 0.714 0.13 12 5.22 2.299 2.73 1.77 2.73 0.25 0.714 0 --- 2 CB-2 (TYPE II)11238.48 0.569 8 6.447 0.954 0 -1 0.035 0.035 0 0.954 0.11 12 4.84 2.479 5.83 1.77 5.83 0.25 0.954 0 --- 3 CB-1 (TYPE II)13634.28 0.859 6 7.109 1.927 0 -1 0.035 0.035 0 1.927 0.24 18 8.27 2.178 5.83 1.77 5.83 0.25 1.927 0 --- INLET 5 No.Name Drain. Area A Runoff Coeff. C Time of Conc.Rainfall Intens.Q=CIA/Kc Known Q Longitudinal Slope SL Cross Slope Sx Cross Slope Sw Prev. Bypass Flow Total Gutter Flow Depth d Gutter Width Spread T W / T Grate Length Grate Width Curb Opening Length Curb Opening Height Intercept Flow Qi Bypass Flow Qb Bypass Structure (sq. ft) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cu. ft/sec) (cu. ft/sec) 1 CB-43 4530.24 0.768 8 6.447 0.519 0 0.02 0.035 0.035 0 0.519 0.11 12 3.13 3.831 2.73 1.77 2.73 0.25 0.444 0.075 --- 2 CB-47 2613.6 0.871 6 7.109 0.375 0 0.02 0.035 0.035 0 0.375 0.1 12 2.77 4.33 2.73 1.77 2.73 0.25 0.339 0.036 --- STORM SEWER FE No.Name Drain. Area A Runoff Coeff. C Time of Conc.Rainfall Intens.Q=CIA/Kc Known Q Longitudinal Slope SL Cross Slope Sx Cross Slope Sw Prev. Bypass Flow Total Gutter Flow Depth d Gutter Width Spread T W / T Grate Length Grate Width Curb Opening Length Curb Opening Height Intercept Flow Qi Bypass Flow Qb Bypass Structure (sq. ft) (min) (inch/hr) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (cu. ft/sec) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cu. ft/sec) (cu. ft/sec) 1 CB-6 (TYPE II)14766.84 0.864 6 7.109 2.1 0 -1 0.035 0.035 0 2.1 0.25 18 8.75 2.056 5.83 1.77 5.83 0.25 2.1 0 --- 2 CB-8 (TYPE I) 5488.56 0.832 6 7.109 0.751 0 0.05 0.035 0.035 0 0.751 0.11 12 3.03 3.96 2.75 3.4 2.75 0.25 0.751 0 --- 3 CB-13 (TYPE I)6272.64 0.779 8 6.447 0.729 0 0.04 0.035 0.035 0 0.729 0.11 12 3.12 3.841 2.75 3.4 2.75 0.25 0.729 0 --- 4 CB-12 (TYPE I)653.4 0.9 6 7.109 0.097 0 0.035 0.035 0.035 0 0.097 0.05 12 1.5 7.988 2.75 3.4 2.75 0.25 0.097 0 CB-39 (TYPE I) 5 CB-15 5706.36 0.816 6 7.109 0.766 0 -1 0.035 0.035 0 0.766 0.14 18 5.85 3.078 2.73 1.77 2.73 0.25 0.766 0 --- 6 CB-14 566.28 0.645 8 6.447 0.055 0 0.03 0.035 0.035 0 0.055 0.04 12 1.25 9.626 2.73 1.77 2.73 0.25 0.054 0 --- 7 CB-36 (TYPE I)4878.72 0.723 8 6.447 0.526 0 0.03 0.035 0.035 0 0.526 0.1 12 2.92 4.112 2.75 3.4 2.75 0.25 0.526 0 --- 8 CB-39 (TYPE I)3441.24 0.9 6 7.109 0.51 0 0.03 0.035 0.035 0 0.51 0.1 12 2.88 4.162 2.75 3.4 2.75 0.25 0.51 0 --- 9 CB-41 3223.44 0.408 10 5.785 0.176 0 0.03 0.035 0.035 0 0.176 0.07 12 1.94 6.199 2.73 1.77 2.73 0.25 0.175 0.001 --- 10 YD-14 1698.84 0.9 6 7.109 0.252 0 -1 0.015 0.015 0 0.252 -0.03 12 3.2 3.754 3.15 1.7 --- --- 0.252 0 --- 11 CB-7 (TYPE II)9147.6 0.864 6 7.109 1.301 0 -1 0.035 0.035 0 1.301 0.16 18 6.36 2.829 5.83 1.77 5.83 0.25 1.301 0 --- APPENDIX E Water Quality Calculations Gateway - WQF Water Quality Flow - Area Draining to CB-4 To find Unit Peak Discharge qu with Exhibit 4-III in Chapter 4 of TR-55 (USDA, 1986), the following is needed: Time of Concentration (Tc): 6 mins 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =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 =650 cfs/mi2/inch Drainage Area A =15,293 sqft 0.351 ac 0.0005 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 =93.27 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 93.27 R = 0.889 A = drainage area in acres =0.351 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.889 x 0.351 ac WQV =0.034 acre-feet 1473.56 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.034 ac-ft x 12 in/ft 0.351 ac Q =1.156 in WQF = qu x A(sqmi) x Q WQF =650 cfs/mi2/inch x 0.0005 sqmi x 1.156 in WQF =0.412 cfs Proposed 12 As indicated above, the anticipated Water Quality Flow for the area draining to CB-4 is 0.412 cfs. Based on the enclosed Barracuda (Hydrodymic Separator) Sizing Report, treatement will be sufficiently satisfied by Barracuda Max Model S3 rated for 80% TSS Removal up to 0.85 cfs. See manufacturer specifications included in Appendix. Gateway - WQF Water Quality Flow - Area Draining to CB-5 To find Unit Peak Discharge qu with Exhibit 4-III in Chapter 4 of TR-55 (USDA, 1986), the following is needed: Time of Concentration (Tc): 6 mins 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =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 =650 cfs/mi2/inch Drainage Area A =15,087 sqft 0.346 ac 0.0005 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 =88.94 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 88.94 R = 0.850 A = drainage area in acres =0.346 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.850 x 0.346 ac WQV =0.032 acre-feet 1390.01 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.032 ac-ft x 12 in/ft 0.346 ac Q =1.106 in WQF = qu x A(sqmi) x Q WQF =650 cfs/mi2/inch x 0.0005 sqmi x 1.106 in WQF =0.389 cfs Proposed 12 As indicated above, the anticipated Water Quality Flow for the area draining to CB-5 is 0.389 cfs. Based on the enclosed Barracuda (Hydrodymic Separator) Sizing Report, treatement will be sufficiently satisfied by Barracuda Max Model S3 rated for 80% TSS removal up to 0.85 cfs. See manufacturer specifications included in Appendix. Gateway - WQF Water Quality Flow - Areas Draining to Chamber Inlet 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): 26 mins 0.43 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =75 Ia =0.667 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.513 Unit Peak Discharge qu =200 cfs/mi2/inch Drainage Area A =728,495 sqft 16.724 ac 0.0261 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 =33.13 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 33.13 R = 0.348 A = drainage area in acres =16.724 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.348 x 16.724 ac WQV =0.631 acre-feet 27477.68 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.631 ac-ft x 12 in/ft 16.724 ac Q =0.453 in WQF = qu x A(sqmi) x Q WQF =200 cfs/mi2/inch x 0.0261 sqmi x 0.453 in WQF =2.366 cfs Proposed 12 As indicated above, the anticipated Water Quality Flow for areas draining to Chamber Inlet 1 is 2.366 cfs. Treatement will be sufficiently satisfied by proposed isolator rows for a maximum treatment rate of 2.660 cfs (20 chambers @ a treatment rate of 0.133 cfs per chamber). See manufacturer specifications included in Appendix. Gateway - WQF Water Quality Flow - Areas Draining to Chamber Inlets 4 & 5 To find Unit Peak Discharge qu with Exhibit 4-III in Chapter 4 of TR-55 (USDA, 1986), the following is needed: Time of Concentration (Tc): 6 mins 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =93 Ia =0.151 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.116 Unit Peak Discharge qu =650 cfs/mi2/inch Drainage Area A =37,117 sqft 0.852 ac 0.0013 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 =78.42 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 78.42 R = 0.756 A = drainage area in acres =0.852 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.756 x 0.852 ac WQV =0.070 acre-feet 3039.00 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.070 ac-ft x 12 in/ft 0.852 ac Q =0.983 in WQF = qu x A(sqmi) x Q WQF =650 cfs/mi2/inch x 0.0013 sqmi x 0.983 in WQF =0.850 cfs Proposed 12 As indicated above, the anticipated Water Quality Flow for areas draining to Chamber Inlets 4 & 5 is 0.850 cfs. Treatement will be sufficiently satisfied by proposed isolator rows for a maximum treatment rate of 1.862 cfs (14 chambers @ a treatment rate of 0.133 cfs per chamber). See manufacturer specifications included in Appendix. Gateway - WQF Water Quality Flow - Areas Draining to 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): 6 mins 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =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 =650 cfs/mi2/inch Drainage Area A =74,957 sqft 1.721 ac 0.0027 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 =89.62 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 89.62 R = 0.857 A = drainage area in acres =1.721 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.857 x 1.721 ac WQV =0.160 acre-feet 6955.72 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.160 ac-ft x 12 in/ft 1.721 ac Q =1.114 in WQF = qu x A(sqmi) x Q WQF =650 cfs/mi2/inch x 0.0027 sqmi x 1.114 in WQF =1.946 cfs Proposed 12 As indicated above, the anticipated Water Quality Flow for the areas draining to WQU-1 is 1.946 cfs. Based on the enclosed Barracuda (Hydrodymic Separator) Sizing Report, treatement will be sufficiently satisfied by Barracuda Max Model S6 rated for 80% TSS removal up to 3.40 cfs. See manufacturer specifications included in Appendix. Water Quality Flow 31S CB-4 32S CB-5 33S UGC Chamber Inlet 1 34S UGC Chamber Inlets 4/5 35S WQU-1 Routing Diagram for 3530.B - HydroCAD Prepared by Design Professionals, Inc. , Printed 11/17/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Condition Analysis Type III 24-hr Design Storm Rainfall=1.30"3530.B - HydroCAD Printed 11/17/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.02 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=15,293 sf 93.27% Impervious Runoff Depth=0.91"Subcatchment 31S: CB-4 Tc=6.0 min CN=96 Runoff=0.37 cfs 1,155 cf Runoff Area=15,087 sf 88.94% Impervious Runoff Depth=0.91"Subcatchment 32S: CB-5 Tc=6.0 min CN=96 Runoff=0.36 cfs 1,139 cf Runoff Area=728,495 sf 33.13% Impervious Runoff Depth=0.10"Subcatchment 33S: UGC Chamber Inlet 1 Tc=26.0 min CN=75 Runoff=0.53 cfs 6,139 cf Runoff Area=37,117 sf 78.42% Impervious Runoff Depth=0.69"Subcatchment 34S: UGC Chamber Inlets Tc=6.0 min CN=93 Runoff=0.69 cfs 2,149 cf Runoff Area=74,957 sf 89.62% Impervious Runoff Depth=0.91"Subcatchment 35S: WQU-1 Tc=6.0 min CN=96 Runoff=1.80 cfs 5,661 cf Total Runoff Area = 870,949 sf Runoff Volume = 16,243 cf Average Runoff Depth = 0.22" 58.05% Pervious = 505,620 sf 41.95% Impervious = 365,329 sf SHEET OFDATE:DRAWING #: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.1 12/10/221401KLJKMSBARRACUDA STORMTECH + WQ STD DETAIL& ISOLATOR ROW PLUS 4640 TRUEMAN BLVDHILLIARD, OH 43026DATEDRWNCHKDDESCRIPTION2/06/24KLJCJDADDED SC-800CHAMBER NYLOPLAST SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) BARRACUDA MAX TREATMENT FLOW (80% TSS) MODEL CFS (L/s) S3 0.85 (24.1) S4 1.52 (43.0) S6 3.40 (96.3) S8 6.08 (172.2) WOVEN FABRIC FOR SCOUR PROTECTION FLOW THROUGH STONEISOLATOR ROW PLUS INLET MANIFOLD OUTLET CONTROL STRUCTURE BARRACUDA MAX & ISOLATOR ROW PLUS SCHEMATIC NTS BARRACUDA MAX & ISOLATOR ROW PLUS CROSS SECTION/PROFILE NTS NYLOPLAST BASIN W/ELEVATED BYPASS MANIFOLD BARRACUDA MAX ELEVATED BYPASS MANIFOLD BARRACUDA MAX* OFFLINE CONFIGURATION ONLINE CONFIGURATION DIVERSION STRUCTURE (TBD BY ENGINEER) UNDERDRAIN BARRACUDA MAX BARRACUDA MAX INLET INLET INLET PIPE OUTLET PIPE INLET PIPE OUTLET PIPE BARRACUDA MAX MINIMUM RIM TO INVERT OUT MODEL INCH (MM) S3 36 (914) S4 36 (914) S6 39 (991) S8 41 (1041) MINIMUM RIM TO INVERT OUT SEE TABLE BARRACUDA MAX CAN BE CONFIGURED WITH AN OIL POUCH OR TRASH GUARD FOR ENHANCED TREATMENT. STORMTECH DESIGN TOOL https://designtool.ads-pipe.com/ THE S3, S4, S6, AND S8 CAN BE INSTALLED IN A STANDARD 36" (900 mm), 48" (1200 mm), 72" (1800 mm), AND 96" (2400 mm) PRECAST MANHOLE, RESPECTIVELY. THE S3 AND S4 CAN BE PROVIDED FACTORY INSTALLED WITHIN A 36" (900 mm) AND 48" (1200 mm) ADS HP MANHOLE AND DELIVERED TO THE JOBSITE. KEY BENEFITS OF THE BARRACUDA MAX ·SINGLE MANHOLE DESIGN ·VARIABLE INLET/OUTLET ANGLE CONFIGURATIONS (NOT JUST 180 DEGREE ORIENTATION) ·INTERNAL BYPASS FOR INLINE INSTALLATION (WHERE APPLICABLE) ·ALL UNITS CAN BE INSTALLED INTO A STANDARD PRECAST MANHOLE ·3' & 4’ UNITS CAN BE FACTORY FABRICATED IN HP MANHOLES FOR QUICK DELIVERY WITH A LIGHT, EASY TO INSTALL STRUCTURE ·IN-STOCK COMPONENTS FOR QUICK DELIVERY ·NO ELEVATION LOSS BETWEEN THE INLET AND OUTLET ·SURFACE INSPECTION AND MAINTENANCE WITH NO CONFINED SPACE ENTRY ·DESIGNED FOR EASY MAINTENANCE USING A VACUUM TRUCK OR SIMILAR EQUIPMENT ·FIELD ENGINEERS AND INTERNAL ENGINEERING SERVICES DEPARTMENT TO ASSIST ENGINEERING WITH SIZING/DETAILS BARRACUDA DESIGN TOOL https://www.ads-pipe.com/water-quality-design-tool KEY BENEFITS OF STORMTECH CHAMBERS ·LARGE FAMILY OF CHAMBERS TO FIT YOUR SITE ·EASILY CONFIGURABLE FOR IRREGULAR SHAPED BEDS ·MEETS PRODUCT REQUIREMENTS OF ASTM F2418 AND ASTM F2922 AND DESIGN REQUIREMENTS OF ASTM F2787 ·EXCEED AASHTO LRFD DESIGN SPECIFICATIONS FOR HS-20 LIVE LOADS & DEEP BURIAL EARTH LOADS ·PATENTED ISOLATOR ROW PLUS FOR LESS FREQUENT MAINTENANCE, WATER QUALITY AND LONG-TERM PERFORMANCE ·THIRD PARTY VERIFIED PERFORMANCE ·FIELD ENGINEERS AND INTERNAL ENGINEERING SERVICES DEPARTMENT TO ASSIST ENGINEERING WITH LAYOUTS KEY BENEFITS OF A BARRACUDA MAX & ISOLATOR PLUS DESIGN ·ENHANCED SEDIMENT REMOVAL BY COMBINING TWO INDUSTRY PROVEN DEVICES ·EXTENDED MAINTENANCE CYCLES ·EASY TO INSTALL AND CONFIGURE TO SPECIFIC SITE CONSTRAINTS ·ONLINE DESIGN TOOLS ALLOW DESIGNERS TO EASILY CREATE LAYOUTS AND DETAILS ISOLATOR ROW PLUS FLOW RATES CHAMBER MODEL SURFACE LOADING RATE GPM/FT² (L/S/m²) EFFECTIVE FILTRATION TREATMENT AREA FT² (m²) MTFR CFS (L/S)* SC-160 4.13 (2.8)11.45 (1.064)0.11 (2.983) SC-310 4.13 (2.8)17.7 (1.644)0.16 (4.612) SC-740 4.13 (2.8)27.8 (2.583)0.26 (7.244) DC-780 4.13 (2.8)27.8 (2.583)0.26 (7.244) SC-800 4.13 (2.8)27.3 (2.541)0.25 (7.128) MC-3500 4.13 (2.8)42.9 (3.986)0.40 (11.178) MC-4500 4.13 (2.8)30.1 (2.796)0.28 (7.843) MC-7200 4.13 (2.8)50.0 (4.645)0.46 (13.028) * PER CHAMBER LOADING RATES BASED ON NJCAT VERIFICATION TESTING OF THE STORMTECH SC-740 ISOLATOR ROW PLUS IN ACCORDANCE WITH NJDEP LABORATORY PROTOCOL TO ACCESS TOTAL SUSPENDED SOLIDS REMOVAL BY FILTRATION MANUFACTURED TREATMENT DEVICES, 2013. 24" (600 mm) HDPE ACCESS PIPE FLAMP ADSPLUS WOVEN GEOTEXTILE Advanced Drainage Systems, Inc.®®®©2024 ADVANCED DRAINAGE SYSTEMS, INC CULTEC Separator Row Sizing Tables (Imperial) Maine DEP / ADS Equivalent Sizing (OK 110 Particle Distribution) ETV (ETV / NJDEP Particle Distribution) 80% TSS Flow Rate (Maine DEP) Chamber Width Installed Chamber Length Bottom Area Treatment Rate / Chamber CONTACTOR 100HD 2.5 gpm/sf 3.00’ 7.5’ 22.50 s.f. 0.125 cfs RECHARGER 150XLHD 2.5 gpm/sf 2.75’ 10.25’ 28.18 s.f. 0.157 cfs RECHARGER 180HD 2.5 gpm/sf 3.00’ 6.33’ 18.99 s.f. 0.106 cfs RECHARGER 280HD 2.5 gpm/sf 3.91’ 7.00’ 27.37 s.f. 0.152 cfs RECHARGER 330XLHD 2.5 gpm/sf 4.33’ 7.00’ 31.31 s.f. 0.174 cfs RECHARGER 360HD 2.5 gpm/sf 5.00’ 3.67’ 18.35 s.f. 0.102 cfs RECHARGER 902HD 2.5 gpm/sf 6.50’ 3.67’ 23.86 s.f. 0.133 cfs 80% TSS Flow Rate (ETV) Chamber Width Installed Chamber Length Bottom Area Treatment Rate / Chamber CONTACTOR 100HD 1.0 gpm/sf 3.00’ 7.5’ 22.50 s.f. 0.050 cfs RECHARGER 150XLHD 1.0 gpm/sf 2.75’ 10.25’ 28.18 s.f. 0.063 cfs RECHARGER 180HD 1.0 gpm/sf 3.00’ 6.33’ 18.99 s.f. 0.042 cfs RECHARGER 280HD 1.0 gpm/sf 3.91’ 7.00’ 27.37 s.f. 0.061 cfs RECHARGER 330XLHD 1.0 gpm/sf 4.33’ 7.00’ 31.31 s.f. 0.070 cfs RECHARGER 360HD 1.0 gpm/sf 5.00’ 3.67’ 18.35 s.f. 0.041 cfs RECHARGER 902HD 1.0 gpm/sf 6.50’ 3.67’ 23.86 s.f. 0.053 cfs APPENDIX F Drainage Area Maps 1501 4 8 1 5 0 152esignrofessionals©··· 1501 4 8 1 5 0 152esignrofessionals©··· PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 11-18-25 TO: Michael Maniscalco, Walter Summers, Molly Keays, Tory Sidoti, Marco Mucciacciaro, Trishanna Branford, Kevin Cooney, Tony Manfre, Autum Burke, Dave Turkington, Andrea Cofrancesco, Vincent Stetson, David Gesualdi, Marc Melanson, Scott Roberts, Justin Russo, Mary Huda FROM: Michele Lipe, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: Appl 25-51P The Gateway Site Plan Modification Location: 200, 205, 220, 245 Gateway Boulevard and 274 Buckland Road Site Plan Subdivision No. Acres Zone BGD Industrial Commercial Residential No. Lots/Units Water: Public Private Well Sewerage: Public Septic System Development previously approved – proposing to take the two front retail\/restaurant buildings and breaking up into four buildings 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 12-2-25 and return to the Planning Department. Town of SoUTH wInDSoR BUIlDIng DepaRTmenT 1540 Sullivan Ave. South Windsor, CT 06074 Tel. (860) 644-2511 Ext 2230 November 21, 2025 PZC Application 25-51P Gatew ay site plan Modification 200, 205, 220, and 245 Gateway Blvd. The application has been reviewed under the 2022 CT State Building Codes. After reviewing this application, I do not see where the EV spaces are going to be. Not less than 5% of the EV spaces need to be accessible, but not fewer than one for each type of charger. The spaces will need to be larger 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 PIANNINE BEPABTMENT November 24,2025 Peter DeMallie Design Professionals,Inc‘ 58 Connecticut Avenue.Suite H South Windsor.CT 06074 Dear Mr.DeMallie. Re:App].25-51P,The Gateway Buckland East.LLC i request for a site plan modification to The Gateway Site Plan of Development.which includes a mix ofretail and office development with approximately 38.240 sf of retail space and 50.400 sfof office space,on property located at 200,205)220.245 Gateway Boulevard and 274 Buckland Road.Buckland Road Gateway Development Zone. Please be advised that the Public Meeting ofthe Planning &Zoning Commission for the above referenced matter has been scheduled for Tuesday.December 9.2025. This meeting will be held in the Madden Room on the downstairs level of the South Windsor Town Hall.Someone must be present to represent the application. Three signs advertising the meeting must be posted on the property for ten (10)consecutive days prior to the meeting and must be clearly visible from a town street.The signs must be posted on Buckland Road frontage by Saturday.November 29.2025. Signs can be picked up at the Planning office ofthe South Windsor Town Hall.1540 Sullivan Avenue.Please call (860)644—2511 ext.2329 ifyou have any questions.Monday 8:00 a.m.— 7:00 p.m..Tuesday —Thursday 8:00 a.m.—4:30 p.m.and Friday 8:00 a.m.—1:00 p.m. Sincerely. ,x /;t/ oshua Stern Administrative Secretary/Land Use Coordinator l54l]Sullivan Avenue,Sauth Windsor,CT DEUM l Tel (EED)E44-2511 Ext 2329 i Planning@SnulhWindsnr>ET.guv ©···esignrofessionalsesign rofessionals· · · esign rofessionals ©···esignrofessionals218 BUCKLAND ROAD 515 WEST MIDDLE TURNPIKE 15300218 240 BUCKLAND ROAD 515 WEST MIDDLE TURNPIKE 15300240 251 BUCKLAND ROAD EVERGREEN WALK LLC 15300251 200 HEMLOCK AVENUE KRISHRELTIC LLC 41350200 274 BUCKLAND ROAD 1 MUNSON ROAD LLC 15300274 99 RIDGE ROAD WOLF BEVERLY G 75600099 111 RIDGE ROAD JACQUES MURIEL M TR 75600111 326 BUCKLAND ROAD SCHIAVONE STEVEN & LUCIA KAWA 15300326 206 BUCKLAND ROAD ROUNSEVILLE MARRION & ROY TRUSTEES 15300206 235 BUCKLAND ROAD EVERGREEN WALK LLC 15300235 179 BUCKLAND ROAD EVERGREEN WALK LLC 15300179 325 BUCKLAND ROAD SOUTH WINDSOR TOWN OF 15300325 296 BUCKLAND ROAD MESSIAH EVANGELICAL LUTHERAN CHURCH 15300296 300 BUCKLAND ROAD MESSIAH EVANGELICAL LUTHERAN CHURCH 15300300 67 RIDGE ROAD JACQUES ANN M 75600067 32 SELE DRIVE MARGIOTT PAUL R & VICTORIA A M 81800032 45 SELE DRIVE KOCHERLA MOHAN R &81800045 48 SELE DRIVE MIREK RONALD J & CAROLYN T 81800048 55 SELE DRIVE ALKHAYER LEWA 81800055 58 SELE DRIVE CAO DENNIS HAN & MICHELLE YEUNG 81800058 800 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300800 100 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300100 100 CEDAR AVENUE REALTY INCOME PROPERTIES 21 LLC 17850100 2800 TAMARACK AVENUE EVERGREEN MEDICAL ASSOCIATES LLC 89302800 35 TAMARACK AVENUE BUCKLAND ROAD RETAIL LLC 89300035 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300000 2400 TAMARACK AVENUE EVERGREEN MEDICAL ASSOCIATES II LLC 89302400 EVERGREEN WALK CURRENT RESIDENT 31300000 1000 LONGLEAF LANE RHD SOUTH WINDSOR LLC 54651000 1200 LONGLEAF LANE RHD SOUTH WINDSOR LLC 54651200 50 ANDREWS WAY SOUTH WINDSOR DEVELOPERS LLC 3200050 R015 BUCKLAND ROAD WOLF & GUERRA LLC 1530R015 900 HEMLOCK AVENUE EVERGREEN CROSSING RETIREMENT COMMUNITY 41350900 150 BUCKLAND ROAD KRAWSKI WILLIAM J ESTATE OF 15300150 130 BUCKLAND ROAD KRAWSKI WILLIAM J ESTATE OF 15300130 125 BUCKLAND HILLS DRIVE TARGET CORPORATION T1249 15400125 18 GILBERT LANE VENKATESAN SATISH &35300018 20 GILBERT LANE NAYAK HIMADRI SEKHAR 35300020 28 GILBERT LANE FERNANDES ANTONIO H & KAREN G 35300028 38 GILBERT LANE CASSONE JOSEPH J III & LORI J 35300038 48 GILBERT LANE CHEN QIAN 3300048 45 GILBERT LANE JEZOUIT DONNA N 35300045 35 GILBERT LANE SCALORA GIUSEPPE & ROSETTA V 35300035 25 GILBERT LANE GUNTI RADESH &35300025 61 GILBERT LANE COELHO JAMES 35300061 72 GILBERT LANE NAGENDRAPPA MASARUR S G &35300072 64 GILBERT LANE XING LEI &35300064 56 GILBERT LANE MCCABE JOHN C & BARBARA A 35300056 140 BUCKLAND ROAD KRAWSKI WILLIAM J ESTATE OF 15300140 70 BUCKLAND ROAD 225 CPN LLC 15300070 ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals .©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionalsAVERAGE ANNUAL EROSION SOURCES COVER AREA (DA) EROSION RATE DA * A [ACRES](A) [Ton/Acre/Yr] [Ton/Yr] Woodlands 0 0.2 0 Urban 0 1 0 Construction 8.68 50 434 TOTAL 8.68 434 SEDIMENT VOLUME (V) DA 0.014 Sq. Mi DR 0.55%(SB-12) TE 0.8%(80% TSS removal) γ 65 Lbs /CuFt (SB-2: Silty Loamy Soil) V 0.135 Ac. Ft Sediment Storage Vw 0.270 Ac. Ft Wet Storage(*2 x Sediment Storage Min.) Vt 0.405 Ac. Ft Storage 17,633.25 CuFt ©···esignrofessionals· · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · ’ · · · · ’ · 150© · · · esign rofessionals 15014 8 15 0152 © · · · esign rofessionals © · · · esign rofessionals © · · · esign rofessionalsNot to ScaleSHRUB & GROUNDCOVER PLANTING DETAIL2Not to ScaleTREE PLANTING DETAIL1 S5WDMH: 25S5WDMH: 25S5WMH: 25B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5PT5MH: 8PT5MH: 8PT5MH: 8PT5MH: 8PT5MH: 8B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5PT5MH: 8PT5MH: 8PT5MH: 8B5MH: 3.5B5MH: 3.5B5MH: 3.5S5WDMH: 25S5WDMH: 25S5WDMH: 25S5WDMH: 25S5WDMH: 25S5WDMH: 25S5WMH: 25S5WMH: 25S5WMH: 25S5WMH: 25S5WMH: 25S5NMH: 25S3MH: 25S5WMH: 25S5WMH: 25B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5B5MH: 3.5S5WDMH: 25S5WDMH: 25S2MH: 25S5WMH: 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ScheduleQtyLabelArrangementLumensInput WattsLLFBUG RatingDescription8PT5Single442141.30.900B2-U0-G1USAL 24-1040-9'/XALM-1/DS6DB-AL-SYM-36LED-350mA-30K-UNV-1-FINISH / OPTICAL HTAPPROX 8FT AFG17B5Single171511.70.900B2-U0-G1USAL PACB-PLED-VSQ-W-20LED-175mA-30K-UNV-FINISH1S2Single20034136.20.900B3-U0-G3GARDCO OPF-S-A07-730-T2M-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VD1S3Single19875136.20.900B3-U0-G3GARDCO OPF-S-A07-730-T3M-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VD1S5NSingle20615136.20.900B4-U0-G2GARDCO OPF-S-A07-730-T5N-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VD9S5WSingle19848136.20.900B5-U0-G4GARDCO OPF-S-A07-730-T5W-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VD10S5WDBack-Back19848136.20.900B5-U0-G4GARDCO OPF-S-A07-730-T5W-AR1-UNV-FINISH / MOUNTED TO LYTEPOLES 101-5011-25-AB-D1-FINISH-VDCalculation SummaryLabelGrid HeightAvgMaxMinAvg/MinMax/MinOVERALL SITE00.7619.20.0N.A.N.A.PARKING & DRIVE LANES01.766.10.44.4015.25JOB NAME: THE GATEWAY - BUCKLAND RD - SOUTH WINDSOR, CTAPEX LIGHTING SOLUTIONSWORKPLANE/CALC PLANE: AT FINISH GRADEMOUNTING HEIGHT: SEE LUMINAIRE SCHEDULEAPPS: LEDSALES: SPSPECIFIER: DPI - DESIGN PROFESSIONALS© · · · esign rofessionalsSome differences between measured values and calculated results may occur due toNOTE TO REVIEWER:Total Light Loss Factor (LLF) applied at time of design is determined by applyingthe Lamp Lumen Depreciation (LLD) from current lamp manufacturer's catalog,a Luminaire Dirt Depreciation Factor (LDD) based on IES recommended values anda Ballast Factor (BF) from current ballast specification sheets. Application of anincorrect 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 thedimensions, reflectances, furniture and architectural elements significantly affectvariations. Input data used to generate the attached calculations such as roommeasurement techniques and field conditions such as voltage and temperaturetolerances in calculation methods, testing procedures, component performance,* LLF Determined Using Current Published Lamp DataFor 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 practice20-30 BEAVER ROAD, WETHERSFIELD, CT 06109TELEPHONE 860.632.8766 / WWW.APEXLTG.COM © · · · esign rofessionalsmounting styleluminaire dimensionsSHOWN WITH:G15 Gooseneck ArmBAASFC10ASFC1210.5”12”Diameter(B)10”12”Height(A)ShadeCodeASFC14 14.5” 14”SPECIFICATIONSoptionalswivel knuckle6.7”4”LIGHT SOURCEAll published luminaire photometric testing performed to IESNA LM-79-08 standards by a NVLAP accredited laboratory. Datais considered to be representative of the configurations shown, within the tolerances allowed by Lighting Facts. To obtain anIES file specific to your project, please contact the factory.LPW726647356574565DomedDomedDomedSource Lumens850Shade SizeOpticsASFC10ASFC12ASFC14Drive Current440Wattage11125044016LPW106766108167109568200090027LPW170763172964175165Delivered LumensDelivered LumensDelivered LumensCERTIFICATIONs, LISTINGs & WARRANTYMade in the USAManufactured and Hand-Crafted in Our 60,000 Square Foot FacilityLocated in Titusville, FLCSA LISTED FOR WET LOCATIONSoperating temperature range-30°C to 40°CLIMITED WARRANTYFor Additional Information on Our Limited Warranty, Please SeeOur Terms & Conditionsconstruction & FINISHpowder coat SHADEHand-Spun from High Purity 3003-O Temper AluminumGalvanize SHADEHand Spun from High Quality Galvanized SteelPORCELAIN SHADEHand-Spun from 20 Gauge Porcelain SteelPOWDER COAT FINISHESPolyester Powder Coat Finishes Are Electro-Statically Applied andThermocuredPORCELAIN FINISHESApplied by Hand and Fired in a High Temperature Oven320 Knox McRae Dr. Titusville, FL 32780 Phone: (800) 407-8784 Email: sales@barnlight.com Web: www.barnlight.com2barn light electric co.FIRE CHIEF integrated LED Sign lightSPS-0543 REV BDate:Type:Project:QUANTUMWALL MOUNTContemporary wall mount with sleek, modern look. Thecorners are sharp and exudes a standard encompassingglow. Up light & down light distributions are options.Contact Solera for custom length.Construction: Fixture housing constructed from aluminumextrusion. Weatherproof silicon gasket seal for all weatherprotection. Stainless steel external hardware for corrosionresistance.Mounting: Fixture is suitable to mount to a standardrecessed J-box by others.Lens: Opal lensLamp: High power LEDs with 50,000 hrs. rated lamp lifeL70% lumen maintenance3000K, 3500K, 4000K, 5000K color temperatureCRI 80Driver: 60Hz, 120-277V / 347V electronic LED driver,thermally protected with low THD. 6kV native surgeprotection and 4kV EFT with Ambient OperatingTemperature -40°C to 55°C.Options: 0-10V Dimming, 1% Dimming, Wet location,emergency driver, remote driverFinish: Black,White, Silver Gray, Bronze(Custom color available upon request)Listing: Complies with CSA & UL Standards,for indoor and outdoor location.Warranty: 5-year limited warrantyCUSTOM ARCHITECTURAL LIGHTINGToll free: 1 877 765 3722Fax: 905 457 1115soleracorp.com•120 Walker Dr, Brampton, ON L6T 4G9 CANADA������Info on this spec sheet will change without notice as product development is an ongoing process.FIXTUREDIM-ADIM-BDIM-CQUANTUM-2424.00”4.00”5.625”QUANTUM-4242.00”4.00”5.625”Proposed Sconce Lighting for Gateway at Buckland - circuit on a timer320 Knox McRae Dr. Titusville, FL 32780 Phone: (800) 407-8784 Email: sales@barnlight.com Web: www.barnlight.combarn light electric co.FIRE CHIEF integrated LED Sign lightSPS-0543 REV BABLE - G --IMPORTANT: (1) All Porcelain Enamel finished shades feature a white interior and a black outer rim (2) All Powder Coat finished shades, Galvanized excluded, feature a whiteinterior (3) Natural Metals have a longer estimated manufacturing time, please check the website for exact lead time. There are no returns accepted on Natural Metals (4) Notavailable in Natural Metals (5) Not available with the G36, G40, G64, and G65Order Example: BLE - G - ASFC12 - 200 - G22 - 200 - SWK - WC - 200 - NA - LED27 - 3500K - DLA - SHADE SIZEFIRE CHIEF:ASFC10ASFC12ASFC14NATURAL METALS3:B - SHADE FINISH (CONTINUED)995Raw Copper996Weathered Copper997Raw Brass998Weathered Brass999Oil-Rubbed CopperC - GOOSENECK ARMSG15G24G25G264G32G344G354G364G54G6G7G8G9G10G114G124G13G14G644G654GOOSENECK OPTIONS:G164G17G22G14G24D - GOOSENECK ARM FINISH980Brushed Aluminum5E - SWIVEL KNUCKLENANone/Not ApplicableSWKSwivel Knuckle4B-C-D-E-F-G-H-I-Jfire chief INTEGRATED LED sign lightSPS-0543 REV BJOB NAME:FIXTURE TYPE:POWDER COAT FINISHES2:B - SHADE FINISH390Teal400Barn Red420Orange480Blush Pink490Magenta500370Mint380Chartreuse470Watermelon570SunflowerButtery Yellow311Jadite600Bronze601Chocolate605Rust615Oil-Rubbed Bronze700Royal Blue705Navy800Industrial Grey805Charcoal Granite975Galvanized710Cobalt Blue715Delphite Blue810Graphite100Black105Textured Black200White300Dark Green307Emerald Green150Black250PORCELAIN FINISHES1:White350Vintage Green355Jadite455Cherry Red550Yellow650Bronze750Cobalt Blue765Delphite Blue850Graphite950Metallic Chrome495Sherbet Orange790LavenderF - shade ACCESSORYNANoneWCWire Cage4Please Note: See Section B for all applicableAccessory Finish Options.(I) Wire Cage not available in Natural Metals.(II) If Porcelain Finish is selected, accessory will bepowder coat painted-to-match.(III) If no accessory selected in Section F, select NA.h - MOUNTING ACCESSORYNANone/Not ApplicableldchxLED Decorative Backing Plate Cover &Hex CoverLDBPCLED Decorative Backing Plate CoverNANot Applicablei - light sourceled11850 Lumen, 11W LEDled16led271250 Lumen, 16W LEDg - shade accessory finish2000 Lumen, 27W LEDj - color temperature2700k2700K, Warm White3000k3000K, Neutral White3500k3500K, Bright White4000k4000K, Cool WhitePlease Note: Mounting Accessories below areonly applicable with select Mounting Styles.Please refer to product listings on our websitefor further detail.K - LED LENSDLDomed Lens-KNATURAL METALS3:Please Note: See Section B for all applicableGooseneck Arm Finish Options. Gooseneck Arms arealso available in 980-Brushed Aluminum.(I) If Porcelain Finish selected, Gooseneck Arm will bePowder Coat Painted-To-Match.DDDusk-to-Dawn Photocell10” Shade12” Shade14” ShadeProposed Gooseneck Lighting for Gateway at Buckland - circuit on a timerASFC12G8NANANALED113000K100100NAGateway at BucklandDL ©···esignrofessionals" " · ·" ·" · · · ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals8.3' [2.53m] MAX. COVER DEPTH 78.0" [1982 mm]87.0" [2211 mm] MIN. CENTER TO CENTER260.0" [6604 mm] MIN. RECHARGER 902HD HEAVY DUTY CHAMBER MIN. 95% COMPACTED FILL OR GRANULAR SUB-BASE HVLV FC-48 FEED CONNECTOR WHERE SPECIFIED 1-2 INCH [25-50mm] WASHED, CRUSHED STONE SURROUNDING CHAMBERS PAVEMENT OR FINISHED GRADE 9.0" [229 mm] MIN. 48.0" [1219 mm] 12.0" [305 mm] MIN. 12.0" [305 mm] MIN. FOR PAVED 18.0" [457mm] MIN. FOR UNPAVED CULTEC NO. 410 NON-WOVEN GEOTEXTILE AROUND STONE. TOP AND SIDES MANDATORY, BOTTOM PER ENGINEER'S DESIGN PREFERENCE CHAMBERS SHALL BE DESIGNED AND TESTED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CULTEC NO. 4800 WOVEN GEOTEXTILE TO BE PLACED BENEATH INTERNAL MANIFOLD FEATURE AND BENEATH ALL INLET/OUTLET PIPES (FOR SCOUR PROTECTION) PROJECT ENGINEER OF RECORD OR GEOTECHNICAL CONSULTANT IS RESPONSIBLE FOR ENSURING THAT THE REQUIRED BEARING CAPACITY OF SUB-GRADE SOILS HAS BEEN MET *THE CHAMBER SYSTEM SHALL PROVIDE RESISTANCE TO THE LOADS AND LOAD FACTORS AS DEFINED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12, WHEN INSTALLED ACCORDING TO CULTEC'S RECOMMENDED INSTALLATION INSTRUCTIONS. ©···esignrofessionals ©···esignrofessionalsNot to Scale VINYL PRIVACY FENCE2Not to Scale GRANITE CURB1 Not to Scale WATER QUALITY UNIT - S3 CONCRETE3 Not to Scale WATER QUALITY UNIT - S64 Not to Scale CT-DOT CONCRETE WASHOUT AREA DETAIL5 Gateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONFloor PlanBuilding AA-110ST A T E OF CONNECTICUTCORPORATE PRACTICE OF ARC H ITECT UR ENo. 764CR O S S KEY ARCHITECTS LLCQUITRANSTULITSUSTINET Gateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONRoof PlanBuilding AA-111ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT Gateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONFloor PlanBuilding BA-120ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT Gateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONRoof PlanBuilding BA-121ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT TENANT SIGNAGETENANT SIGNAGETENANT SIGNAGETENANT SIGNAGEGateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONExteriorElevationsBuilding AA-210ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT TENANT SIGNAGETENANT SIGNAGETENANT SIGNAGETENANT SIGNAGEGateway at Buckland South Windsor, CT Buckland East, LLCCopyright © 20256 Executive Dr., Farmington, CT Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:PS, JGNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONExteriorElevationsBuilding BA-220ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT Gateway at Buckland South Windsor, CTCopyright © 2025Architecture Preservation PlanningCrosskeyArchitects750 Main Street, Hartford, CT 06103T: (860)724-3000 F: (860)724-3013LLCDrawn:Date:SMNov. 14, 2025RevisionsNOT FOR CONSTRUCTIONPerspectivesA-1ST A T E OF CONNECTICUTNo. 764QUITRANSTULIT CrosskeyArchitectsGATEWAY AT BUCKLANDGATEWAY AT BUCKLANDSOUTH WINDSOR, CTNOVEMEBR 14, 2025Gooseneck Light:Barn Light Fire Chief Sign LightBlackWall Sconce Light:Solera Quantum 42”Signage Panel: Matte BlackCustom Outdoor Shelter: Steel StructureMatte Black Fascia:Bent Aluminum Sheet Matte BlackBrick Veneer:Belden470-479 Dark Range SmoothStorefront:KawneerTrifab VersaGlaze 451/451TBlack Painted FinishPatio Partition:Restaurantfurniture.netBlackPrecast Base:Kafka GraniteSpecialty AggregateBeige Blend MarbleAwning:Boree Canvas/ SunbrellaEXTERIOR MATERIALSSTATEOF CONNECTIC U T No. 764QUITRANSTULIT Foryour information,on Saturday]posted the PZC sign alongthe Buckland Road frontage at The Gateway development. Peter R.DeMallie President&CEO DPI HAS MOVED! Effective September 25,2024,our new address is: 58 Connecticut Ave,Suite H P.O.BOX 1167 South Windsor,CT 06074 CELEBRATING DPI’s 39th ANNIVERSARY 1986 —2025 DESIGN PROFESSIONALS,INC. CIVIL &TRAFFic ENGINEERS ISURVEYORS 1 PLANNERS i LANDSCAPE ARCHiTECTs Serving Connecticut,Massachusetts,&Rhode Island P.O.Box 1167 58 Connecticut Ave,Suite H South Windsor,CT 06074 www.designprofessionalsinccom 860.291 .8755 office 860.291 .8227 direct Stern,Joshua From:Peter DeMaHie <PDeMa||ie@designprofessiona|sinc.com> Sent:Monday,December ‘l,2025 9:09 AM To:Stern,Joshua;Lipe,Michele;Russo,Justin;Autum‘Burke Cc:Amanda Miceli;Barbara Schmitt,‘Rebecca Shinkoff;Daniel Jameson Subject:[External]PZC Sign Posted on Saturday Attachments:IMG_20251 129_161411714Jpg %££gcémggaQ’m‘r’g’Iiie ..t“mt"5g¢’”’wg]"'?gv’ii ’il ,g Lk ~ Hi Josh, See attached photos ofthe signs that were posted yesterdays Thanks, Amanda Miceli Sen/or Administrative Assistant CELEBRATING DPI’S 39¢ANNIVERSARY 1986 i 2/}25 DESIGN PROFESSIONALS,INC. CIVIL &TRAFFIC ENGINEERS i $URVEYORS I PLANNERS i LANDSCAPE ARCHITECTS Serving Cmmectitut,Massuclmsztts,&Rlmtle Islam! F’O Box 1167 58 Cunnecticut Avenue Suite H Scum Windsor,CT 06674 860-29178755 wwwidesignprofessionalsinc com CONFIDENTIALITY NOTICE This e-maii message us intended anty Ior the person or entity to whinh It is addressed and may contain confidential andiar priVIIeged materiat Any unauthorized review use disckosure or distnbuhon is prohibited If you are not the intended rectprent ptease contact the senoer by repty e-malt and destroy aH copies of the originat message From:Stern,Joshua <Joshua.Stern@southwindsor—ct.gov> Sent:Monday,Decem ber 1,2025 9:14 AM To:Peter DeMaHie <PDeMa||ie@designprofessiona|sincicom>;Lipe,Michele <Michele.Lipe@southwindsor-ctgow; Russo,Justin <Justin.Russo@southwindsor-ct.gov>;Autum.Burke <Autum.Burke@southwindsor-ct.gov> Cc:Amanda Miceli <Amanda.Mice|i@designprofessionaisinctcom>;Barbara Schmitt <Barbara.Schmitt@designprofessiona|sinc.com>;Rebecca Shinkoff<Rebecca.Shinkoff@designprofessionaisinc.com>; Daniel Jameson <DJameson@designprofessiona|sinc.com> Subject:RE:{External]PZC Sign Posted on Saturday Hi Peter, Thanks!However,in the letter we maiied you (see attached),we requested three signs along Buckland Road as the parcel consists ofmuitiple addresses.Was that the only sign you posted on Saturday?if so,if you could post the other two sometime early this week,we would appreciate it. joshmz Stern Administrative Secretary/Land Use Coordinator -Pianning Department Town of South Windsor 1540 Suilivan Avenue i South Windsor,CT 06074 Tel (860)6442511 ext 2253 l Joshua.Stern@soutnwindsorrct:gov Stern,Joshua From:Amanda Miceli <Amanda.Miceli@designprofessiona|sinc4com> Sent:Tuesday,December 2,2025 12:13 PM To:Stern,Joshua;Peter DeMaHie;Lipe,Michele;Russo,Justin;Autum.Burke Cc:Barbara Schmitt;Rebecca Shinkof‘f;Daniel Jameson Subject:RE:[External]PZC Sign Posted on Saturday Attachments:IMG_4254.jpeg;lMGi4253.jpeg;IMG_4252.jpeg PNDNGEI THIS W EEENIN INNOWFOR.‘N‘G‘Q ZONG Engineering Department Town Hall, 1540 Sullivan Avenue, South Windsor, CT 06074 | Tel (860) 644-2511 Ext 2245 | Fax (860) 644-7280 Please note that messages to and from the Town of South Windsor may be subject to public release in accordance with applicable laws. MEMO DATE: December 3, 2025 FROM: Tory D. Sidoti, P.E., Town Engineer TO: Daniel H. Jameson, P.E. SUBJECT: Appl #25-51P, The Gateway Buckland East, LLC Engineering Review Comments The following are the Engineering Department comments: General Comments 1. Please provide an update on the status of utility coordination for the project. If a meeting is scheduled in the future for the traffic improvements on Buckland Road, the Town requests to be included. Site Plan Comments 1. Please provide details for the “Wooden Guiderail” and “Decorative Brick Pavement”. 2. Provide Maintenance and Protection of Traffic measures and note on the plans for the traffic/pavement marking improvements on Buckland Road and the concrete sidewalk improvements along Buckland Road. Standard MPT details can be found under “0971001A – Traffic Control Plans and Typical Materials”, in the link below: https://portal.ct.gov/dot/traffic-engineering/traffic-special- provisions?language=en_US Drainage Plan Comments 1. The 29 LF-12” HDPE pipe at CB-20 has less than 18” of cover. Please revise to provide a minimum of 18” of cover. (Typical for all storm pipes on site). 2. After reviewing the changes in the revised stormwater management report with Daniel Jameson from DPI, the Engineering Department is satisfied with the revised report. . If you have any questions, please feel free to contact me. 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Buiiding Signage Ianar heights Scale:NTS ‘NOTE: Dimensions shown are approximates airy/(X um mans maximum Mam unimmmm mew pm n cr u v anemmnw mm nsunmmmuynu wmmnnuauy.msmcuy Proicctin.m.in i9 Mam,m ,vfm a ii M m m mm mm m,my.”is Jul)# amsi m iaw mum/mm mm a mmnwsmm m na m man mun w ”age m mmm m mm aim mas ynu m ms zgmmm 27 Brmon Drive,Binomfieid.CT 05002 i 860-242-0031 i 800466-4278 i arlixsigns.cum Saws Page Drwvruvw D Awwnd as Naiea iJ Rnvu-as Mmxud 5 wasunmiDaleAriisi 3 {WEm mamMetroReaHy-Galaway a|Buckland 63434 11m25 PS LR ‘‘ I‘ ixi‘){I Appl #25-51P, Gateway Buckland East LLC Regular Meeting 12/9/25 Planning Department Report 1. This is a request for a site plan modification to The Gateway Site Plan of Development, which includes a mix of retail and office development with approximately 38,240 sf of retail space and 50,400 sf of office space, on property located at 200, 205, 220, 245 Gateway Boulevard and 274 Buckland Road, Buckland Road Gateway Development Zone. 2. As you may recall, this site plan of development was originally approved in 2020 under the application number 20-27P (available for your review on the Planning Department website). The modification before you now focuses on a change from two retail buildings to four, with a nominal decrease in square footage (approximately 640 square feet). 3. This application appears to comply with our zoning regulations: Lot frontage is over 1,269’; 200’ required. Lot depth is over 1,065’: 200’ required. Minimum area is over 32 acres; 3 acres required. Impervious coverage and yard setbacks all appear to comply. Building height is 1 story at 31.25’; max allowed is 6 stories or 90’. 4. Associated with this site plan modification are slight alterations to landscaping, earthwork, utilities, lighting, and parking to accommodate the four retail buildings. This modification shows a reduction in parking from 486 previously approved to 477 before you now, however there is still a 94-space surplus. 5. There are 6 areas proposed for outdoor dining spaces. Sufficient parking has been provided per our regulations to accommodate these pedestrian spaces. Other amenities include bike racks and decorative crosswalks interior to the site. There is a concrete bus pad proposed along Buckland Road. 6. The applicant has provided architectural elevations and renderings for your review. This modification has not been seen by the Architecture & Design Review Committee (ADRC) due to scheduling conflicts. We have provided approval condition requiring a favorable recommendation by ADRC. 7. There are regulated wetlands on site, however, this application already received approval from IWA/CC in 2021, and the proposed activity is within the approval limits. The site is currently under construction and the Town has collected the bonds for stormwater and erosion & sedimentation control. 8. The Planning and Engineering Department find this site plan modification to align with the original approval. The changes in this application appear to have created a more dynamic site with better amenities for consumers, and safe circulation through the site. Engineering comments will be read into the record. If this application is approved, the Planning Department has no additional comments. EXHIBIT C EXHIBIT CTHEGATEWAY AERIAL AND OVERALL SITE PLAN Dcc 2025 SITE PLAN MODIFICATION 274 Buckland Road,200,205,220,8c 245 Gateway Blvd South Windsor,Connecticut mwcm Lmm Jucnxr m mow-(z Lo!osvm 200‘‘065 2r mss 2r mammat ms um: mum :‘25'(I smrr we" xsn EXHIBIT C EXHIBIT C a5“ 25' :a‘ any:stem? 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This approval is for a site plan modification to The Gateway Site Plan of Development,which includes a mix ofretail and office development with approximately 38.240 sfof retail space and 50,400 sf of office space.on property located at 200.205.220,245 Gateway Boulevard and 274 Buckland Road,Buckland Road Gateway Development Zone,as shown on plans prepared by Design Professionals,Inc..project #3530B dated November 17.2025 as revised December 2, 2025.This approval is subject to the following modifications: l. ? b) Prior to commencement of any site work,a meeting must be held with Town Staff. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. This application is subject to the conditions of approval and bonding requirements of the Inland Wetlands Agency/Conservation Commission. All bonds must be in one ofthe forms described in the enclosed Bond Policv. An as—built plan is required prior to issuance ofa Certificate of Occupancy per Section 9.1.3 ofthe Zoning Regulations. All plans used in the field by the developer must bear the stamp and authorized signature of the Town ofSouth Windsor. The building street number must be included on the final plan.Pavement markings must be maintained in good condition throughout the site drives and parking areas. All free-standing signs and/or building signs require the issuance ofa sign permit before they are erected. .All approval conditions from the July 28,2020 approval remain in effect. .The applicant shall obtain a favorable recommendation from the Architectural &Design Review Committee. .The final plans shall be revised to show that all proposed exterior light fixtures shall be controlled bv dimmers/timers/sensors. .The Town Engineer‘s comments dated December 3.2025 shall be incorporated into the final plans. Black and white transparent mylars of Sheet #C—OS]and any sheets that display approval letters with the above moditications.together with four print copies and one electronic copy of the 1540 Sullivan Avenue,Suuth Windsur.CT 05074 i Tel (860)644-2511 Ext 2320 i Planning@SauthWindsor-CT.gDv entire set of plans with live signatures and raised seals (including architectural elevations and landscaping plans)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 retumed to you for filing in the Office ofthe Town Clerk.After filing these plans,a copy ofthe receipt must be submitted to the Planning Department. Sincerely,\ it z} V "Qb://,/V/’ Paul Bemstein)Chairman Planning and Zoning Commission PB/js Enclosure:Bonding Policy cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal