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HomeMy WebLinkAbout22-36P Application 5 IWA/CC APPLICATION REVIEW (to be filled out by the Applicant): Name _______________________________________________________ Application # _________ I. Fifteen copies of application Plans filed in triplicate. Application fee(s) paid in full. II. The applicant’s name, home and business address, telephone and fax numbers. The owner’s name (if applicant is not the owner of the property), home and business addresses, telephone and fax numbers, and written consent to the proposed activity set forth in the application. If applicant is not the owner, state interest in the land. The geographical location of the property which is to be affected by the proposed activity, including a description of the land in sufficient detail to allow identification of the property on the Inland Wetlands and Water Courses Map included the Map # and Parcel # as shown on the Tax Assessor’s Map. Names of current adjacent property owners from records in the Town Assessor’s office. Proof that all abutting property owners have been notified by certified mail that an application is pending before the Agency. Purpose and description of all proposed regulated activity and the time element involved. Amount and kind of material proposed to be removed, or deposited and/or type of use. Acreage of regulated area to be altered (wetlands, watercourses, or regulated buffer) Acreage of wetlands and watercourses to be created. Lineal feet of proposed stream alteration. Total land area of project and percentage, which are wetlands. Alternatives considered by the applicant and why the proposal to alter the wetlands set forth in the application was chosen. III. Class A-2 map of the area to be developed, 1” = 40’, showing the following: Designate regulated activities; Existing structures and property lines; Locations of existing watercourses and wetlands, as defined in section 2.1bb and 2.1cc and boundaries of regulated areas defined in section 2.1t. Identify the reference for watercourses and/or wetlands boundaries as shown on the map. The identifying numbers or other reference systems used in field delineation shall verify the limits as shown on the plans and shall submit a written report describing the findings. If the property does not contain any watercourses or wetlands this shall be noted on the plans. Prime Materials Recovery ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ 6 Location of 100 year flood lines; Elevations by 2 ft contours; Natural landscape features, woodland and vegetation; existing and proposed tree line. Utilities existing and proposed; Layout of existing and proposed drainage systems; Layout of existing and proposed sanitary sewers or septic systems; Proposed open spaces; Proposed limits of clearing. Proposed areas of change where material is intended to be deposited or removed; Proposed grading or any earth movement anticipated; Percentage of impervious coverage; Disposition of stumps; Test pits on site; Buildable area as defined in section 2.1c; (see waiver provision in section 8.4); Proposed detention basin, if required, sized for 100 year storm; Proposed soil erosion prevention, sediment control and other soil conservation treatments to be taken showing any proposed sediment basin, diversion dikes, indicating the timing of stripping of topsoil, when topsoil shall be stripped, where topsoil shall be stored and for how long, and what method stabilization shall be used, and be in complete compliance with the guidelines expressly set forth in Public Act 83-388, as amended, “An Act Concerning Soil Erosion and Sediment Control” which amends sections 8-2, 8-13d, and 8-25 of the General Statutes of Connecticut. Projected changes in velocity, volume or course of water flow or in the water table and their effects. Soils information – consistent with Natural Resources Conservation Service categories as determined in the field by a qualified soil scientist. Biological and Wetland information – providing a functional analysis of any impacted wetlands, watercourses, an analysis of the probable effect of the proposed activity upon the pland and animal ecosystem. IV. Additional Comments: ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ 7 TOWN OF SOUTH WINDSOR INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION Application # _________________ Date Received ______________________ INSTRUCTIONS 1. Fifteen applications (15) with map and plans (2 copies) shall be submitted together with the fee set forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See Regulations, Section VII – X) 2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with respect to the standards and criteria for application Evaluation. (See Regulations, Sections VII – X) 3. The applicant understands that this application is to be considered complete only when all information and documents required by the Agency have been submitted. The applicant shall also complete the state filing form. A. Applicant’s Name: ______________________________________________________________ Address: ________________________________________________________________________ Phone: (home) _____________(work) __________________(email) ________________________ B. Legal owner’s name: _____________________________________________________________ Address _________________________________________________________________________ Phone (home) ______________(work) __________________(email) ________________________ (List additional owners, addresses, and phone numbers on back of application) C. If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed regulated activity set forth in the application must accompany this form and will be part of the application. D. Project Name (if any) _____________________________________________________________ Project Address _____________________________________________________________ 1. Contact Person (if further information is needed) __________________________________________(work) _________________(fax) ______________ E. The geographical location of the property which is to be affected by the proposed regulated activities including a description of the land in sufficient detail to allow identification of the property on the Inland Wetland and Watercourse Map. Assessor’s map # ________________ Parcel # ____________ Zone _____________ Prime Materials Recovery, Bryan Schilberg 444 Nutmeg Road North & 410 Governors Highway, South Windsor, CT 860-622-7626 bryan@pmrinc.com G & S Scrap Realty, LLC 99 East River Drive, East Hartford, CT 06108 860-622-7626 Bryan@pmrinc.com Prime Materials Recovery 444 Nutmeg Road North & 410 Governors Highway, South Windsor, CT 06074 Design Professionals Inc, Daniel Jameson, South Windsor, CT 860-291-8755 djameson@dpinc.co 60 4 & 26-2 I 8 F. Names of all abutting property owners from records in Town Clerk’s office. (use separate sheet if necessary) G. Have you notified all abutting property owners (from records in Town Clerk’s office) by certified letter that an application is pending before the Agency? ** (you are required to supply a copy of the letter with the list of the names of the abutters)** H. Purpose and description of all proposed regulated activity(s) including amount of disturbance in square feet and types of fill and the time element involved: _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ _____________________________________________________________________________________ I. A class A-2 map of the property drawn to 1” = 40’, showing the area to be developed, extent of the wetlands and watercourses affected, topography, existing and proposed activities and names and locations of adjacent property owners must be submitted. J. Amount of regulated area disturbance (within upland review area or regulated buffers) __________________. K. Acreage of wetlands and watercourses in regulated areas to be altered: ______________________________ L. Acreage of wetlands and watercourses to be created: ______________________________ M. Lineal feet of proposed stream alteration: _________________________________________ N. Total land area of project and percentage, which is wetlands: ______________________ _____________________________________________________________________________________ O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the proposed activity set forth in this application. (These may include but not be limited to, local Planning & Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other State, Local or Federal Permits.) __________________________________________________ See attached ✔ Installation of the driveway pavement necessitates disturbance in the existing drainage ditch which will be mitigated by enhancing the adjacent drainage ditch area with native wetland plantings. 28,594 sf (0.66 acres) 80 LF 90 LF 0LF 36.4 ac w/19.7% (7+/-ac) wetlands Planning & Zoning Commission, WPCA 9 P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s) ________________________________________________ By____________________Name_____________________________________________________ on or before the following date ___________________________________________________ Signature: __________________________________________________________________________ These signs must be displayed continuously for at least ten (10) days prior to scheduled meeting (see Regulations, Section 7.3a). The applicant is responsible for maintaining the sign during this period. The undersigned hereby applies for the regulated activities listed in paragraph H above, for a Inland Wetlands, Watercourses and Conservation permit for the property described herein and confirms that: 1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and Conservation Regulations of the Town of South Windsor. 2. She/he understands that at any time during the review period, the Agency may require the applicant to provide more information about the wetlands and/or watercourses in question and/or any proposed activity. 3. All information submitted in the application for review shall be considered factual, or in the case of anticipated activity, binding. A knowing failure of the applicant or any of her/his agents to provide correct information, or performance exceeding the levels of activity anticipated, shall be sufficient grounds for revocation of any permit under these regulations. 4. By making this application, the applicant gives permission to the Inland Wetlands, Watercourses and Conservation Commission members and/or its representative to enter the portions of the premises which are subject of the application for the purpose of inspection and investigation and otherwise evaluating the merits of the application both before and after a final decision has been issued. ___________________________________________________________________________________ Signature of Owner of Property Date ____________________________________ ____________________________________________________________________________________ Signature of Applicant Date _____________________________________ W\IWACCadmin\Forms\IWACC Application site frontage on Nutmeg Road and Governors Highway Design Professionals, Inc. Daniel Jameson, P.E. 10 days prior to hearing if hearing deemed necessary G:\jobs\2509.P\Docs\Applications\IWWA\IWWA PZC Abutter Notice.doc P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island October 4, 2022 Re: Prime Materials Recovery Inland Wetlands & Watercourses 444 & 410 Nutmeg Road Dear Abutting Property Owner: In accordance with Section 7.3b of the “Town of South Windsor Inland Wetlands, Watercourses, and Conservation Regulations”, we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner, you are invited to the hearing to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application prior to the hearing if you so desire. For further information regarding the specific date this will heard please contact Jeff Folger, Senior Environmental Planner/Conservation Officer, Planning Department, 860-644-2511, ext. 2229. If you have any questions regarding the specifics of the plans, please feel free to contact our office at 860-291-8755. Thank you. Sincerely, DESIGN PROFESSIONALS, INC. Peter R. DeMallie President Cc: Town of South Windsor Client Prime Materials Recovery 500' Abutters Oct. 3 , 2022 444 & 410 Nutmeg Road 30 TALBOT LANE MCCARTHY TALBOT REALTY LLC 88900030 596 GOVERNORS HIGHWAY BUTLER DERRICK J & CARINA L 36900596 519 NUTMEG ROAD ELECTRO-METHODS INC 65100519 441 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900441 431 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900431 300 GOVERNORS HIGHWAY ELECTRON TECHNOLOGIES CORPORATIO 36900300 551 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900551 359 GOVERNORS HIGHWAY HAGELIN ASSOCIATES LLC 36900359 330 NUTMEG ROAD NUTMEG ROAD ASSOCIATES LLC 65100330 400 GOVERNORS HIGHWAY MARCO ENTERPRISE MANAGEMENT LLLP 36900400 345 NUTMEG ROAD NUTMEG PROPERTIES OF CT LLC 65100345 584 GOVERNORS HIGHWAY RONDINONE STEVEN 36900584 301 GOVERNORS HIGHWAY MACYS LOGISTICS LLC 36900301 560 NUTMEG ROAD 560 NUTMEG ROAD NORTH LLC 65100560 540 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100540 550 GOVERNORS HIGHWAY RULNICK MARTIN 36900550 455 GOVERNORS HIGHWAY RYAN KATHLEEN T 36900455 330 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900330 576 GOVERNORS HIGHWAY JE SHEPARD COMPANY 36900576 528 NUTMEG ROAD JE SHEPARD COMPANY 65100528 550 FOSTER ROAD JE SHEPARD COMPANY 33300550 381 GOVERNORS HIGHWAY RSS REAL ESTATE LLC 36900381 401 GOVERNORS HIGHWAY RSS REAL ESTATE LLC 36900401 560 GOVERNORS HIGHWAY SNUCK ANTHONY G L/U 36900560 555 NUTMEG ROAD 555 NUTMEG RD NO REALTY LLC 65100555 570 GOVERNORS HIGHWAY JONES WILLIAM &36900570 475 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900475 20 BAKER LANE TEMPLE BETH HILLEL 7100020 5 TALBOT LANE UW VINTAGE LANE II LLC 88900005 25 TALBOT LANE UW VINTAGE LANE II LLC 88900025 470 GOVERNORS HIGHWAY RYCONN PROPERTIES LLC 36900470 L0031 NUTMEG ROAD MACY'S RETAIL HOLDINGS LLC 6510L0031 es i g n ro f e s s i o n a l s © ··· esign rofessionals · · · esign rofessionals 30 TALBOT LANE MCCARTHY TALBOT REALTY LLC 88900030 596 GOVERNORS HIGHWAY BUTLER DERRICK J & CARINA L 36900596 519 NUTMEG ROAD ELECTRO-METHODS INC 65100519 441 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900441 431 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900431 300 GOVERNORS HIGHWAY ELECTRON TECHNOLOGIES CORPORATIO 36900300 551 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900551 359 GOVERNORS HIGHWAY HAGELIN ASSOCIATES LLC 36900359 330 NUTMEG ROAD NUTMEG ROAD ASSOCIATES LLC 65100330 400 GOVERNORS HIGHWAY MARCO ENTERPRISE MANAGEMENT LLLP 36900400 345 NUTMEG ROAD NUTMEG PROPERTIES OF CT LLC 65100345 584 GOVERNORS HIGHWAY RONDINONE STEVEN 36900584 301 GOVERNORS HIGHWAY MACYS LOGISTICS LLC 36900301 560 NUTMEG ROAD 560 NUTMEG ROAD NORTH LLC 65100560 540 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100540 550 GOVERNORS HIGHWAY RULNICK MARTIN 36900550 455 GOVERNORS HIGHWAY RYAN KATHLEEN T 36900455 330 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900330 576 GOVERNORS HIGHWAY JE SHEPARD COMPANY 36900576 528 NUTMEG ROAD JE SHEPARD COMPANY 65100528 550 FOSTER ROAD JE SHEPARD COMPANY 33300550 381 GOVERNORS HIGHWAY RSS REAL ESTATE LLC 36900381 401 GOVERNORS HIGHWAY RSS REAL ESTATE LLC 36900401 560 GOVERNORS HIGHWAY SNUCK ANTHONY G L/U 36900560 555 NUTMEG ROAD 555 NUTMEG RD NO REALTY LLC 65100555 570 GOVERNORS HIGHWAY JONES WILLIAM &36900570 475 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900475 20 BAKER LANE TEMPLE BETH HILLEL 7100020 5 TALBOT LANE UW VINTAGE LANE II LLC 88900005 25 TALBOT LANE UW VINTAGE LANE II LLC 88900025 470 GOVERNORS HIGHWAY RYCONN PROPERTIES LLC 36900470 L0031 NUTMEG ROAD MACY'S RETAIL HOLDINGS LLC 6510L0031 es i g n ro f e s s i o n a l s © ··· N U T M E G R O A D N O R T H GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· N U T M E G R O A D N O R T H GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· N U T M E G R O A D N O R T H GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· · · · ’ · · · · ’ · GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· STAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. TREES WHOSE NORTH ORIENTATION IS NOT CHANGED FROM THE NURSERY DO NOT NEED TO BE WRAPPED EXCEPT TREES WITH VERY THIN BARK, SUCH AS RED MAPLE, SHOULD BE WRAPPED IF APPROVED BY THE LANDSCAPE ARCHITECT. TREE WRAP SHOULD BE INSTALLED AT TIME OF PLANTING AND BE REMOVED WHEN DIRECTED BY THE LANDSCAPE ARCHITECT, OPTION 2 APPLY THE PLASTIC SHEETING LOOSELY AROUND THE TRUNK TO LEAVE A 12MM (0.5") GAP BETWEEN THE TRUNK AND THE SHEETING. BUT NO LATER THAN 12 MONTHS AFTER PLANTING. OPTION 1 BIO-DEGRADABLE PLASTIC TAPE TWO-WALLED PLASTIC SHEETING OR TREE SHELTER MATERIAL APPLIED FROM TRUNK FLARE TO FIRST BRANCH BREATHABLE FABRIC TREE WRAP APPLIED FROM TRUNK FLARE TO FIRST BRANCH. WRAP PAPER FROM THE BOTTOM UP WITH SUFFICIENT OVERLAP TO COVER ALL BARK. BIO-DEGRADABLE PLASTIC TAPE WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. OUTSIDE THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). NOTE: ALL STAKES SHALL BE DRIVEN 12 0 0 M M ( 4 ' ) 13MM (0.5") DIAMETER PLASTIC HOSE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. 2"x2"X8' HARDWOOD STAKES OR OTHER APPROVED STAKE MATERIAL. PAINT TOP 6" OF STAKES ORANGE FOR VISIBILITY. 13MM (1/2") DIAMETER PLASTIC HOSE WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR-QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). ALL STAKES SHALL BE DRIVEN OUTSIDE INSTALL THREE GUY WIRES PER TREE, SPACED EVENLY AROUND THE TRUNK. PLASTIC FLAGGING OR OTHER VISUAL MARKER ON EACH WIRE. OPTIONAL METAL DRIVE ANCHORS, INSTALLED PER MANUFACTURERS DIRECTIONS. 750MM (30") LONG WOOD STAKE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. TURNBUCKLES FOR TREES OVER 150MM (6") CALIPER. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale TREE WRAPPING DETAIL5 Not to Scale TREE STAKING DETAIL (3" CAL. OR SMALLER)3 Not to Scale TREE STAKING DETAIL (LARGER THAN 3" CAL.)4 Not to Scale SOIL IMPROVEMENT DETAIL2 GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· 1" = 10' BUFFER CROSS SECTION 1 1" = 50' KEY MAP2 GOVERNORS HIGHWAY 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.2 0.2 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.7 0.9 0.9 0.9 0.8 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.6 1.0 1.4 1.3 1.3 1.5 1.0 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.6 0.9 1.0 1.1 1.0 1.0 0.9 0.7 0.4 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.7 0.7 0.7 0.8 0.8 0.9 1.2 1.5 0.7 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.8 0.8 0.6 0.6 0.6 0.8 1.1 1.3 0.8 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 1.2 0.9 0.6 0.5 0.5 0.6 0.7 0.7 0.6 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 1.0 0.9 0.7 0.7 0.6 0.5 0.4 0.4 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.6 0.6 0.8 1.0 0.8 0.5 0.3 0.3 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.4 0.6 1.2 1.4 1.0 0.7 0.5 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.4 0.9 1.3 1.2 1.0 0.9 0.8 0.5 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.7 1.1 1.2 1.3 1.6 1.1 0.7 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.7 1.1 1.3 1.3 1.5 1.0 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.7 1.2 1.2 1.3 1.3 0.8 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.8 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 0.9 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.1 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.1 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.1 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.1 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 1.1 1.0 0.6 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 1.4 0.8 0.7 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 0.6 0.6 0.9 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.5 0.8 1.2 0.9 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.5 0.8 1.1 0.9 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.5 1.3 0.9 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.9 0.7 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.6 1.0 0.9 1.0 1.0 0.9 1.0 0.7 0.8 0.5 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.5 0.6 0.6 0.6 0.6 0.5 0.4 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 B @ 20' B @ 20' B @ 20' B @ 20' B @ 20'B @ 20'B @ 20'B @ 20' A @ 25' A @ 25' A @ 25' A @ 25' A @ 25' A @ 25' B @ 18' B @ 18' B @ 18' B @ 18' es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· “ ” · ·” ·“” · · · es i g n ro f e s s i o n a l s © ··· Not to Scale PAVED LEAK OFF5 Not to Scale CONCRETE DOCK APRON1 Not to Scale BITUMINOUS CONCRETE HEAVY DUTY PAVEMENT2 Not to Scale BITUMINOUS SIDEWALK SECTION4 Not to Scale MONOLITHIC CONCRETE CURB & WALK3 Not to Scale BITUMINOUS CONCRETE LIP CURB6 Not to Scale PRECAST CONCRETE CURB7 Not to Scale ELECTRIC TRENCH SECTION9 Not to Scale WATER TRENCH SECTION12 Not to Scale SANITARY MANHOLE13 Not to Scale SANITARY SEWER TRENCH SECTION14 Not to Scale STORM SEWER TRENCH SECTION8 Not to Scale STORM & SEWER CROSSING CONCRETE ENCASEMENT11 Not to Scale RIPRAP APRON SECTION VIEW10 es i g n ro f e s s i o n a l s © ··· Not to Scale TYPE C & CL CATCH BASIN1 Not to Scale FLARED END TRASH GUARD2 Not to Scale CATCH BASIN TRAP HOOD3 Not to Scale REINFORCED CONCRETE PIPE FLARED END5 Not to Scale HDPE FLARED END WITH CONCRETE ANCHORING6 Not to Scale EMERGENCY SPILLWAY4 Not to Scale GRAVEL PAVEMENT SECTION7 Not to Scale EV CHARGING STATION LAYOUT8 50000 77.86 cor fnd 50001 88.59 tow 50002 80.08 tow 50003 77.88 cor fnd 50004 77.85 inv 6in p v c 50005 77.85 inv 6in p v c 50006 79.51 cor fnd 50007 80.26 cor fnd N U T M E G R O A D N O R T H GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ···· · · · GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ···· · · · GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ···· · · · A-101 AR C H I T E C T W I L L B E A R N O R E S P O N S I B I L I T Y SCALE JOB NO. DRAWN CHECKED DATE SH E E T T I T L E JO B N A M E DE S I G N S I N C O R P O R A T E D H E R E I N , A S A N IN S T R U M E N T O F P R O F E S S I O N A L SE R V I C E S , I S T H E P R O P E R T Y O F T H E WH O L E O R I N P A R T , F O R A N Y O T H E R CO R P O R A T I O N O T H E R T H A N T H A T NA M E D H E R E O N W I T H O U T T H E W R I T T E N SO L E L Y A T T H E U S E R ' S R I S K A N D T H E PR O J E C T O R B Y A N Y O T H E R P E R S O N , O R TH I S D O C U M E N T , T H E I D E A S A N D AR I S I N G O U T O F S U C H U S E . AU T H O R I Z A T I O N O F T H E A R C H I T E C T . AR C H I T E C T , A N D I S N O T T O B E U S E D , I N AN Y S U C H U N A U T H O R I Z E D U S E W I L L B E FL B A r c h i t e c t u r e & P l a n n i n g , I n c . (8 6 0 ) 5 6 8 - 4 0 3 0 19 S i l v e r L a n e Ea s t H a r t f o r d C T 0 6 1 1 8 fa x : ( 8 6 0 ) 5 6 8 - 5 1 2 9 e- m a i l : f l b @ f l b a r c h . c o m we b : w w w . f l b a r c h . c o m P: \ 2 0 0 9 7 . 2 0 A n s a l d i - P r i m e M a t e r i a l s R e c o v e r y \ A - X X X _ _ Z . d w g , A - 1 0 1 , 1 0 / 3 / 2 0 2 2 1 1 : 3 5 : 3 4 A M , DW G T o P D F . p c 3 A-201 AR C H I T E C T W I L L B E A R N O R E S P O N S I B I L I T Y SCALE JOB NO. DRAWN CHECKED DATE SH E E T T I T L E JO B N A M E DE S I G N S I N C O R P O R A T E D H E R E I N , A S A N IN S T R U M E N T O F P R O F E S S I O N A L SE R V I C E S , I S T H E P R O P E R T Y O F T H E WH O L E O R I N P A R T , F O R A N Y O T H E R CO R P O R A T I O N O T H E R T H A N T H A T NA M E D H E R E O N W I T H O U T T H E W R I T T E N SO L E L Y A T T H E U S E R ' S R I S K A N D T H E PR O J E C T O R B Y A N Y O T H E R P E R S O N , O R TH I S D O C U M E N T , T H E I D E A S A N D AR I S I N G O U T O F S U C H U S E . AU T H O R I Z A T I O N O F T H E A R C H I T E C T . AR C H I T E C T , A N D I S N O T T O B E U S E D , I N AN Y S U C H U N A U T H O R I Z E D U S E W I L L B E FL B A r c h i t e c t u r e & P l a n n i n g , I n c . (8 6 0 ) 5 6 8 - 4 0 3 0 19 S i l v e r L a n e Ea s t H a r t f o r d C T 0 6 1 1 8 fa x : ( 8 6 0 ) 5 6 8 - 5 1 2 9 e- m a i l : f l b @ f l b a r c h . c o m we b : w w w . f l b a r c h . c o m P: \ 2 0 0 9 7 . 2 0 A n s a l d i - P r i m e M a t e r i a l s R e c o v e r y \ A - X X X _ _ Z . d w g , A - 2 0 1 , 1 0 / 3 / 2 0 2 2 1 1 : 3 6 : 0 5 A M , DW G T o P D F . p c 3 Wetland Delineations & Assessments High Intensity Soil Surveys Permitting Soil Test Pit Descript ions Erosion Control Planning & Supervision GPS Survey JMM WETLAND CONSULTING SERVICES, LLC October 4, 2022 Town of South Windsor Inland Wetlands Agency/Conservation Commission 1540 Sullivan Avenue South Windsor, CT 06074 RE: WETLANDS ASSESSMENT/IMPACT ANALYSIS 444 Nutmeg Road North, South Windsor, Connecticut JMM Job # 22-3133-SWN-4 1.0 Introduction Per the request of the applicant, Prime Materials Recovery, JMM Wetland Consulting Services, LLC (JMM) is providing this Wetlands Assessment/Impact Analysis report to be submitted as part of an application to conduct regulated activities at the above-referenced property. The site is located on the east side of Nutmeg Road and north of Governor’s Highway, in South Windsor, Connecticut. The overall parcel is comprised of an existing building, maintained lawn, landscaped areas, paved/gravel parking areas and drives, storage areas, and forested upland and wetland areas, which includes a ditched watercourse (Figure 1, attached). Specifically, JMM reviewed the southwestern portion of the overall property for regulated wetland and/or watercourse areas, which is the area of the proposed activities (JMM Study Area). In this report, JMM is providing the following: 1. Descriptions of regulated wetlands and watercourses within the study area. 2. An analysis of potential indirect impacts upon the regulated resources and upon the functions and values they provide. 23 Horseshoe Ridge Road Newtown, CT 06482 Phone: 203-364-0345 Mobile: 203-994-3428 james@jmmwetland.com jmmwetland.com Town of South Windsor Inland Wetland Agency/Conservation Commission 444 Nutmeg Road North, South Windsor, CT October 4, 2022 Page 2 JMM 2.0 Description of Regulated Resource Area JMM visited the site on August 1st, 2022 for the purpose of conducting a soil-based wetland delineation within the study area and to gather baseline information for this report. One regulated resource area was identified and delineated during the August 1st site visit (i.e., WC- series). JMM-WC-Series This regulated resource area is located along the southwestern portion of the study area (see Figure 1, attached). This resource is comprised of a man-made, intermittent ditched watercourse with steep to relatively steep rip-rap/vegetative banks. This intermittent watercourse periodically flows to an RCP locate in the western portion of the study area, which continues to points north both on and off-site (see photos 1-2, attached). It is worth noting that in and around the watercourse there is evidence of past soil disturbance, such as soil piles, debris, primarily due to decades of activities associated with the existing development as well as the adjacent developed parcel to the south. The centerline of the ditched intermittent watercourse was delineated with JMM watercourse boundary markers JMM-WC-1 to JMM- WC-9, which were subsequently surveyed and accurately shown on the submitted plans. 3.0 Soils The soil types within the study area were found to be mainly disturbed; however, undisturbed soils were noted within the forested portion in its southwestern part. Any undisturbed soils are derived from glacial outwash (i.e., stratified sand and gravel) deposits. The undisturbed upland soils are comprised of the excessively drained Windsor (36) soil series and the moderately well drained Ninigret (701) soil series. Windsor loamy fine sand (36). This series consists of very deep, excessively drained soils formed in sandy water deposited glacial outwash materials. They are nearly level to strongly sloping soils on glaciofluvial terraces, deltas and outwash plains. The soils formed in thick deposits of sand derived mainly from granite, gneiss and quartzite, but in places containing materials from schist and sandstone. The sand is poorly graded; medium sand is generally dominant and typically contains little or no gravel. Typically, these soils have a dark brown loamy sand surface layer 7 inches thick. The subsoil from 7 to 28 inches is yellowish brown loamy sand. The substratum from 28 to 60 inches is light yellowish brown sand. Ninigret fine sandy loam (701). This series consists of very deep moderately well drained soils formed in a coarse-loamy mantle underlain by sandy water deposited glacial outwash Town of South Windsor Inland Wetland Agency/Conservation Commission 444 Nutmeg Road North, South Windsor, CT October 4, 2022 Page 3 JMM materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in slight depressions and broad drainage ways. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark grayish brown fine sandy loam surface layer 8 inches thick. The subsoil from 8 to 26 inches is yellowish brown fine sandy loam with mottles below 16 inches. The substratum from 26 to 60 inches is mottled, pale brown, loose, stratified loamy sand. The disturbed upland soils were mapped as the Udorthents (308) mapping unit. Udorthents (308). This soil mapping unit consists of well drained to moderately well drained soils that have been altered by cutting, filling, or grading. The areas either have had two feet or more of the upper part of the original soil removed or have more than two feet of fill material on top of the original soil. Udorthents or Made Land soils can be found on any soil parent material but are typically fluvial on glacial till plains and outwash plains and stream terraces. Any undisturbed wetland soils were identified as the poorly drained Walpole (13) soil series. Walpole sandy loam (13). This series consists of deep, poorly drained soils formed in sandy water deposited glacial outwash materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in shallow drainage ways and low-lying positions on stream terraces and outwash plains. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark brown sandy loam surface layer 6 inches thick. The subsoil from 6 to 23 inches is mottled, grayish brown sandy loam. The substratum from 23 to 60 inches is mottled, light brownish gray, gravelly loamy sand and gravelly sand. The disturbed wetland soils were mapped as the Aquents (308w) mapping unit. Aquents (308w). This soil map unit consists of poorly drained and very poorly drained disturbed land areas. They are most often found on landscapes, which have been subject to prior filling and/or excavation activities. In general, this soil map unit occurs where two or more feet of the original soil surface has been filled over, graded or excavated. The Aquents are characterized by a seasonal to prolonged high ground water table and either support or are capable of supporting wetland vegetation. Aquents are recently formed soils, which have an aquic moisture regime. An aquic moisture regime is associated with a reducing soil environment that is virtually free of dissolved oxygen because the soil is saturated by groundwater or by water of the capillary fringe. The key feature is the presence of a ground water table at or very near to the soil surface for a period of fourteen days or longer during the growing season. Town of South Windsor Inland Wetland Agency/Conservation Commission 444 Nutmeg Road North, South Windsor, CT October 4, 2022 Page 4 JMM 4.0 Proposed Activities Overview According to the reviewed plans, entitled Prime Materials Recovery, 410 Governor’s Highway & 444 Nutmeg Road, South Windsor, CT, Grading Plan, prepared for Prime Materials Recovery, by Design Professionals, Inc., dated October 3, 2022, the construction of building is proposed. Also proposed are parking areas and drive, stormwater management, utilities, and other miscellaneous site improvements. Direct Wetland Impacts According to the reviewed site plans one minor direct watercourse impact is proposed within the study area. This impact consists of approximately 80-feet of the ditched intermittent watercourse to accommodate for a portion of the proposed above-ground stormwater basin. Indirect Wetland Impacts Indirect or secondary impacts to a wetland or watercourse can occur as a result of activities outside of wetlands or watercourses. Such impacts can be short-term or long-term, and are typically associated with erosion and sedimentation, mostly during the construction period, the removal or disturbance of vegetation in upland areas, but adjacent to wetlands or watercourses, the alteration of wetland hydrology or the flow regime of a watercourse, and the discharge of degraded or insufficiently treated surface water or groundwater, which may adversely impact the water quality of the regulated resources. The potential for any of these indirect impacts to occur at the site as a result of the proposal depends on the regulated resources themselves, their sensitivity, their ecological and physical characteristics, and the degree to which they provide recognized functions and values. These potential impacts are discussed below. Erosion and Sedimentation The potential for soil erosion and subsequent deposition in wetlands or watercourses exists at every construction site that involves soil disturbance. At this site the risk or the potential for adverse impacts from erosion and sedimentation is considered low. The primary reasons for this assessment are as follows: (1) a detailed erosion and sedimentation control plan has been prepared and submitted, which complies with the CT-DEEP’s 2002 Connecticut Guidelines for Town of South Windsor Inland Wetland Agency/Conservation Commission 444 Nutmeg Road North, South Windsor, CT October 4, 2022 Page 5 JMM Erosion and Sediment Control, as well as any recent guidelines promulgated by regulatory agencies, and (2) the study area’s soils have low erodibility. Removal of Native Vegetation and Habitat Loss The proposed plans show the forested upland area adjacent to the watercourse will have its tree canopy removed. However, the majority of the tree/shrub layer along the ditched watercourse will be left in place and this man-made disturbed watercourse will continue function in a very similar fashion post-development. Potential Impacts to Wetland Hydrology and Stream Flow The hydrologic and flow regime of wetland is dependent both on contributions via shallow groundwater flow and surface flows. The site plans show that an effort has been made to ensure that wetland hydrology will be preserved to the ditched watercourse. The plans show the capture of stormwater runoff from impervious areas, with conveyance to an above-ground stormwater basin, which will recharge the watercourse/groundwater table at the site. Based on the review of the plans, the hydrology of the site’s man-made, intermittent, ditched watercourse will be maintained. Potential Water Quality Impacts Stormwater runoff from impervious surfaces of industrial sites has the potential of degrading the water quality (i.e., surface and groundwater) of regulated resources. Generation of potential pollutants on impervious surfaces typically results from vehicular traffic over them. The CT-DEEP’s 2004 Stormwater Quality Manual (“the Manual”) is used to guide the selection, design, siting, and sizing of appropriate best management practices (BMPs), which are protective of surface and groundwater quality. The CT-DEEP has adopted, through their General Permit for discharge of stormwater, an 80% TSS (total suspended solids) minimum annual removal goal, because research has shown that the concomitant removal of other runoff constituents is high at these levels of TSS removal. As mentioned above, flows generated from impervious surfaces, will be conveyed through a robust, properly-sized and designed, stormwater management system. This will ensure that, post-construction, the water quality of the site’s wetlands/watercourses will be maintained. We note that the bottom elevation of the proposed basin is set at 74.0 feet, which is the bottom elevation of the delineated regulated resource, and at or near the seasonal high groundwater Town of South Windsor Inland Wetland Agency/Conservation Commission 444 Nutmeg Road North, South Windsor, CT October 4, 2022 Page 6 JMM table. Therefore, it is quite likely that the stormwater basin will maintain a wet bottom and become a wetland habitat, with an emergent cover type (i.e., meadow/marsh). 5.0 Conclusion In conclusion, it is JMM’s opinion that as proposed, and with diligent monitoring of erosion and sediment controls, the proposal will not have significant adverse short-term (construction) or long-term (water quality/habitat) impacts upon the regulated resources. Please call us if you have any questions on the above or need further assistance. Respectfully submitted, JMM WETLAND CONSULTING SERVICES, LLC James M. McManus, MS, CPSS Certified Professional Soil Scientist (No. 15226) Attachments: Figure 1, Photos 1-2, NRCS Web Soil Survey Map Town of South Windsor Geographic Information System (GIS) Date Printed: 10/3/2022 Approximate Scale: 1 inch = 400 feetMAP DISCLAIMER - NOTICE OF LIABILITY This map is for assessment purposes only. It is not for legal description or conveyances. All information is subject to verification by any user. The Town of South Windsor and its mapping contractors assume no legal responsibility for the information contained herein. Print Map https://southwindsor.mapxpress.net/ags_map/printmap.asp?extentYmi... 1 of 1 10/3/2022, 3:28 PM Photo 1: View of regulated watercourse within the southwestern part of Study Area (JMM photo taken 10/1/2022); facing southeasterly Photo 2: View of Nutmeg Road North entrance & off study area regulated watercourse/wetland (JMM photo taken 10/1/2022); facing northeasterly Stormwater Management Report Prime Material Recovery 444 Nutmeg Road South Windsor, Connecticut Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 October 3, 2022 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 3 Analysis of Results 3 Storm Sewer Analysis 3 Water Quality 3 Conclusion 4 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D NOAA Atlas 14 Rainfall Data E Storm Sewer Analysis F Water Flow Calculations and Data G Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction Prime Materials Recovery is proposing site improvements to a tract of land comprised of two properties located at 410 Governor’s Highway and 444 Nutmeg Road, South Windsor, CT 06074. The properties are referenced on the Town of South Windsor Tax Assessors map as GIS#: 36900410 and 65100444, respectively. The proposed site improvements will include the construction of a new 29,600 SF building addition to their existing facility. Associated site improvements will include but not be limited to: new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. The total combined tract area is 36.36 acres. 3.60+ acres of this area are proposed to be disturbed during construction. For more information, please refer to the plans entitled “Prime Materials Recovery ~ Site Plan Modification ~ 410 Governor’s Highway & 444 Nutmeg Road ~ South Windsor, CT ~ GIS#: 36900410 & 651004444” prepared by Design Professionals, Inc., and dated October 03, 2022, as amended. Pre-Development Site Conditions Apart from the existing develop area to be modified for the building addition, the existing surficial characteristics of 444 Nutmeg Road to be improved can be primarily classified as paved area for the northern portion of the site with woods and grass covering the southern strip adjacent to Govenors Highway and abutting property 400 Nutmeg Road. For 410 Governor’s Highway, the existing surficial characteristic is woodland. Review of the site topography indicated all stormwater runoff generated across the tract would flow to one of four design points. These four design points were identified as follows: 1. Design Point #1 (DP#1): Flow to wetlands via a 30” RCP 2. Design Point #2 (DP#2): Flow offsite to 400 Nutmeg Road 3. Design Point #3 (DP#3): Flow south to existing system of catchment system in Governor’s Highway 4. Design Point #4 (DP#4): Flow north to an existing wetland pocket. The wetland pocket via a 30” RCP, neighboring catch basins, flow to Governor’s Highway, and the wetland pocket north of the site were selected as design points for our drainage analysis. Flow to Governor’s Highway (DP#3) ultimately drains to The Newberry Brook and is a part of local basin ID 4000-21-1. All other design point ultimately drains to The Stoughton Brook and is a part of local basin ID 4000-18-1. Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix G. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soil types A, B, C, & D are located on site. See Appendix C for The NRCS Soil Map & Data. Page 3 An evaluation was performed to quantify the peak rate of stormwater discharge offsite to the design points identified. The Natural Resources Conservation Service’s TR-55 Manual was followed in predicting the peak rates of runoff and volumes. HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. Rainfall data from NOAA Atlas 14 Point Frequency Estimates was used to generate storm conditions. NOAA Atlas 14 rainfall data is included in Appendix D for reference. For more information, please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. Page 4 Post-Development Site Conditions The proposed site improvements will include the construction of a new 29,600+ SF building addition to their existing facility. Associated site improvements will include but not be limited to: new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. A proposed detention basin, water quality basin, and concrete leakoffs were designed to attenuate stormwater discharge in the proposed site conditions and ensure that peak rates offsite are less than or equal to the existing site conditions. See Appendix B for the Post Development Condition and Pond summary HydroCAD reports. The Proposed Conditions Drainage Map for the site can be found in Appendix G. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS) hydrology methods. One 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 – 30” RCP to Wetlands Pre 3.92 4.67 5.02 5.26 5.5 Post 3.87 4.61 4.95 5.18 5.41 Net -0.05 -0.06 -0.07 -0.08 -0.09 DP#2 – Flow to Governor’s Highway Pre 0.81 4.46 6.82 8.56 10.54 Post 0.45 3.51 5.43 6.81 8.34 Net -0.36 -0.95 -1.39 -1.75 -2.2 DP#3 – Flow to 400 Governor’s Highway Catchment System Pre 0.56 1.57 2.3 2.85 3.48 Post 0.60 1.66 2.43 3.01 3.68 Net 0.04 0.09 0.13 0.16 0.2 DP#4 – Flow to Wetland Pocket Pre 0.93 1.86 2.45 2.89 3.37 Post 0.85 1.74 2.31 2.73 3.2 Net -0.08 -0.12 -0.14 -0.16 -0.17 Overall Site Pre 6.22 12.56 16.59 19.56 22.89 Post 5.81 11.58 15.18 17.8 20.7 Net -0.41 -0.98 -1.41 -1.76 -2.19 Page 5 As seen in the table above, most of the storm events evaluated for 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-, 50- and 100-year design storms. There was an observed increased for all year storm events for DP#3. This increase to DP#3 is offset by reductions in the peak flow to DP#1, 2, & 4, providing a total net reduction in flow for the entire site. It is our opinion that these increases are negligible and will not cause detrimental impacts downstream. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions. Storm Sewer calculation are included as Appendix E of this report. Water Quality The proposed water quality basin and forebays were sized to treat a 1” rain event as recommended in the 2004 Connecticut Stormwater Quality Manual. The proposed forebay was sized to store over 10% of this water quality volume as recommended by the 2004 Connecticut Stormwater Quality Manual. Water Quality Volume calculations and basin stage storage tables are included as Appendix F of this report. 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) E1 E1 (DP4) E2 E2 E3 E3 E4 E4 E5 E5 E6 E6 EP1 EP1 DP1 DP1 DP2 DP2 DP3 DP3 Routing Diagram for 2509.P HydroCAD Prepared by Design Professionals, Inc. , Printed 10/3/2022 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=56,484 sf 63.89% Impervious Runoff Depth=1.61"Subcatchment E1: E1 (DP4) Flow Length=323' Tc=63.4 min CN=84 Runoff=0.93 cfs 0.174 af Runoff Area=181,289 sf 68.30% Impervious Runoff Depth=2.00"Subcatchment E2: E2 Flow Length=795' Tc=42.3 min CN=89 Runoff=4.66 cfs 0.693 af Runoff Area=32,192 sf 0.00% Impervious Runoff Depth=0.73"Subcatchment E3: E3 Flow Length=185' Tc=49.6 min CN=69 Runoff=0.24 cfs 0.045 af Runoff Area=15,940 sf 32.15% Impervious Runoff Depth=0.87"Subcatchment E4: E4 Flow Length=204' Tc=19.3 min CN=72 Runoff=0.23 cfs 0.027 af Runoff Area=18,292 sf 32.63% Impervious Runoff Depth=0.93"Subcatchment E5: E5 Flow Length=324' Tc=18.1 min CN=73 Runoff=0.29 cfs 0.032 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=0.78"Subcatchment E6: E6 Flow Length=452' Tc=79.9 min CN=70 Runoff=0.31 cfs 0.076 af Peak Elev=73.94' Storage=2,270 cf Inflow=4.66 cfs 0.693 afPond EP1: EP1 Primary=3.92 cfs 0.683 af Secondary=0.58 cfs 0.011 af Outflow=4.49 cfs 0.693 af Inflow=3.92 cfs 0.683 afLink DP1: DP1 Primary=3.92 cfs 0.683 af Inflow=0.81 cfs 0.056 afLink DP2: DP2 Primary=0.81 cfs 0.056 af Inflow=0.56 cfs 0.135 afLink DP3: DP3 Primary=0.56 cfs 0.135 af Total Runoff Area = 8.159 ac Runoff Volume = 1.047 af Average Runoff Depth = 1.54" 51.02% Pervious = 4.163 ac 48.98% Impervious = 3.996 ac Existing Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=56,484 sf 63.89% Impervious Runoff Depth=3.22"Subcatchment E1: E1 (DP4) Flow Length=323' Tc=63.4 min CN=84 Runoff=1.86 cfs 0.347 af Runoff Area=181,289 sf 68.30% Impervious Runoff Depth=3.71"Subcatchment E2: E2 Flow Length=795' Tc=42.3 min CN=89 Runoff=8.51 cfs 1.288 af Runoff Area=32,192 sf 0.00% Impervious Runoff Depth=1.91"Subcatchment E3: E3 Flow Length=185' Tc=49.6 min CN=69 Runoff=0.71 cfs 0.118 af Runoff Area=15,940 sf 32.15% Impervious Runoff Depth=2.15"Subcatchment E4: E4 Flow Length=204' Tc=19.3 min CN=72 Runoff=0.62 cfs 0.066 af Runoff Area=18,292 sf 32.63% Impervious Runoff Depth=2.23"Subcatchment E5: E5 Flow Length=324' Tc=18.1 min CN=73 Runoff=0.76 cfs 0.078 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=1.99"Subcatchment E6: E6 Flow Length=452' Tc=79.9 min CN=70 Runoff=0.87 cfs 0.195 af Peak Elev=74.04' Storage=2,824 cf Inflow=8.51 cfs 1.288 afPond EP1: EP1 Primary=4.67 cfs 1.122 af Secondary=3.78 cfs 0.166 af Outflow=8.45 cfs 1.288 af Inflow=4.67 cfs 1.122 afLink DP1: DP1 Primary=4.67 cfs 1.122 af Inflow=4.46 cfs 0.284 afLink DP2: DP2 Primary=4.46 cfs 0.284 af Inflow=1.57 cfs 0.339 afLink DP3: DP3 Primary=1.57 cfs 0.339 af Total Runoff Area = 8.159 ac Runoff Volume = 2.092 af Average Runoff Depth = 3.08" 51.02% Pervious = 4.163 ac 48.98% Impervious = 3.996 ac Existing Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=56,484 sf 63.89% Impervious Runoff Depth=4.27"Subcatchment E1: E1 (DP4) Flow Length=323' Tc=63.4 min CN=84 Runoff=2.45 cfs 0.462 af Runoff Area=181,289 sf 68.30% Impervious Runoff Depth=4.81"Subcatchment E2: E2 Flow Length=795' Tc=42.3 min CN=89 Runoff=10.91 cfs 1.669 af Runoff Area=32,192 sf 0.00% Impervious Runoff Depth=2.78"Subcatchment E3: E3 Flow Length=185' Tc=49.6 min CN=69 Runoff=1.04 cfs 0.171 af Runoff Area=15,940 sf 32.15% Impervious Runoff Depth=3.06"Subcatchment E4: E4 Flow Length=204' Tc=19.3 min CN=72 Runoff=0.89 cfs 0.093 af Runoff Area=18,292 sf 32.63% Impervious Runoff Depth=3.16"Subcatchment E5: E5 Flow Length=324' Tc=18.1 min CN=73 Runoff=1.09 cfs 0.110 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=2.87"Subcatchment E6: E6 Flow Length=452' Tc=79.9 min CN=70 Runoff=1.29 cfs 0.281 af Peak Elev=74.08' Storage=3,102 cf Inflow=10.91 cfs 1.669 afPond EP1: EP1 Primary=5.02 cfs 1.373 af Secondary=5.81 cfs 0.297 af Outflow=10.83 cfs 1.669 af Inflow=5.02 cfs 1.373 afLink DP1: DP1 Primary=5.02 cfs 1.373 af Inflow=6.82 cfs 0.467 afLink DP2: DP2 Primary=6.82 cfs 0.467 af Inflow=2.30 cfs 0.485 afLink DP3: DP3 Primary=2.30 cfs 0.485 af Total Runoff Area = 8.159 ac Runoff Volume = 2.786 af Average Runoff Depth = 4.10" 51.02% Pervious = 4.163 ac 48.98% Impervious = 3.996 ac Existing Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=56,484 sf 63.89% Impervious Runoff Depth=5.05"Subcatchment E1: E1 (DP4) Flow Length=323' Tc=63.4 min CN=84 Runoff=2.89 cfs 0.546 af Runoff Area=181,289 sf 68.30% Impervious Runoff Depth=5.62"Subcatchment E2: E2 Flow Length=795' Tc=42.3 min CN=89 Runoff=12.64 cfs 1.949 af Runoff Area=32,192 sf 0.00% Impervious Runoff Depth=3.44"Subcatchment E3: E3 Flow Length=185' Tc=49.6 min CN=69 Runoff=1.30 cfs 0.212 af Runoff Area=15,940 sf 32.15% Impervious Runoff Depth=3.75"Subcatchment E4: E4 Flow Length=204' Tc=19.3 min CN=72 Runoff=1.10 cfs 0.114 af Runoff Area=18,292 sf 32.63% Impervious Runoff Depth=3.86"Subcatchment E5: E5 Flow Length=324' Tc=18.1 min CN=73 Runoff=1.34 cfs 0.135 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=3.54"Subcatchment E6: E6 Flow Length=452' Tc=79.9 min CN=70 Runoff=1.60 cfs 0.347 af Peak Elev=74.11' Storage=3,293 cf Inflow=12.64 cfs 1.949 afPond EP1: EP1 Primary=5.26 cfs 1.549 af Secondary=7.31 cfs 0.400 af Outflow=12.57 cfs 1.949 af Inflow=5.26 cfs 1.549 afLink DP1: DP1 Primary=5.26 cfs 1.549 af Inflow=8.56 cfs 0.612 afLink DP2: DP2 Primary=8.56 cfs 0.612 af Inflow=2.85 cfs 0.596 afLink DP3: DP3 Primary=2.85 cfs 0.596 af Total Runoff Area = 8.159 ac Runoff Volume = 3.304 af Average Runoff Depth = 4.86" 51.02% Pervious = 4.163 ac 48.98% Impervious = 3.996 ac Existing Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=56,484 sf 63.89% Impervious Runoff Depth=5.94"Subcatchment E1: E1 (DP4) Flow Length=323' Tc=63.4 min CN=84 Runoff=3.37 cfs 0.642 af Runoff Area=181,289 sf 68.30% Impervious Runoff Depth=6.53"Subcatchment E2: E2 Flow Length=795' Tc=42.3 min CN=89 Runoff=14.58 cfs 2.265 af Runoff Area=32,192 sf 0.00% Impervious Runoff Depth=4.21"Subcatchment E3: E3 Flow Length=185' Tc=49.6 min CN=69 Runoff=1.60 cfs 0.260 af Runoff Area=15,940 sf 32.15% Impervious Runoff Depth=4.55"Subcatchment E4: E4 Flow Length=204' Tc=19.3 min CN=72 Runoff=1.34 cfs 0.139 af Runoff Area=18,292 sf 32.63% Impervious Runoff Depth=4.67"Subcatchment E5: E5 Flow Length=324' Tc=18.1 min CN=73 Runoff=1.62 cfs 0.163 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=4.33"Subcatchment E6: E6 Flow Length=452' Tc=79.9 min CN=70 Runoff=1.97 cfs 0.424 af Peak Elev=74.14' Storage=3,492 cf Inflow=14.58 cfs 2.265 afPond EP1: EP1 Primary=5.50 cfs 1.742 af Secondary=9.00 cfs 0.522 af Outflow=14.50 cfs 2.265 af Inflow=5.50 cfs 1.742 afLink DP1: DP1 Primary=5.50 cfs 1.742 af Inflow=10.54 cfs 0.782 afLink DP2: DP2 Primary=10.54 cfs 0.782 af Inflow=3.48 cfs 0.726 afLink DP3: DP3 Primary=3.48 cfs 0.726 af Total Runoff Area = 8.159 ac Runoff Volume = 3.892 af Average Runoff Depth = 5.72" 51.02% Pervious = 4.163 ac 48.98% Impervious = 3.996 ac Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 (DP4) Runoff = 0.93 cfs @ 12.89 hrs, Volume= 0.174 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 2,051 74 >75% Grass cover, Good, HSG C 24,104 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 7,863 98 Paved parking, HSG B/D 4,120 98 Paved parking, HSG C 4,313 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 12,549 66 Woods, Good, HSG B/D 1,484 70 Woods, Good, HSG C 56,484 84 Weighted Average 20,397 36.11% Pervious Area 36,087 63.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.8 100 0.0047 0.06 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 0.5 30 0.0184 0.95 Shallow Concentrated Flow, Grass Shallow Short Grass Pasture Kv= 7.0 fps 37.1 193 0.0003 0.09 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 63.4 323 Total Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP4) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=56,484 sf Runoff Volume=0.174 af Runoff Depth=1.61" Flow Length=323' Tc=63.4 min CN=84 0.93 cfs Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: E2 Runoff = 4.66 cfs @ 12.55 hrs, Volume= 0.693 af, Depth= 2.00" Routed to Pond EP1 : EP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 14,877 71 >75% Grass cover, Good, HSG B/D 12,913 74 >75% Grass cover, Good, HSG C 1,215 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 12,802 98 Paved parking, HSG B/D 109,808 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 4,540 66 Woods, Good, HSG B/D 25,134 70 Woods, Good, HSG C 181,289 89 Weighted Average 57,464 31.70% Pervious Area 123,825 68.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.4 100 0.0379 0.06 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 8.0 24 0.0001 0.05 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 3.1 85 0.0005 0.45 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 1.8 586 0.1303 5.41 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 42.3 795 Total Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=181,289 sf Runoff Volume=0.693 af Runoff Depth=2.00" Flow Length=795' Tc=42.3 min CN=89 4.66 cfs Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: E3 Runoff = 0.24 cfs @ 12.78 hrs, Volume= 0.045 af, Depth= 0.73" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 23 61 >75% Grass cover, Good, HSG B * 203 71 >75% Grass cover, Good, HSG B/D 245 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 237 55 Woods, Good, HSG B * 6,562 66 Woods, Good, HSG B/D 24,922 70 Woods, Good, HSG C 32,192 69 Weighted Average 32,192 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 43.7 100 0.0140 0.04 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 5.8 70 0.0016 0.20 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 0.1 15 0.0510 3.39 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 49.6 185 Total Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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-Year Rainfall=3.11" Runoff Area=32,192 sf Runoff Volume=0.045 af Runoff Depth=0.73" Flow Length=185' Tc=49.6 min CN=69 0.24 cfs Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E4: E4 Runoff = 0.23 cfs @ 12.29 hrs, Volume= 0.027 af, Depth= 0.87" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 845 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 104 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,124 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 6,563 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,304 70 Woods, Good, HSG C 15,940 72 Weighted Average 10,816 67.85% Pervious Area 5,124 32.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 75 0.0739 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.4 15 0.0056 0.56 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 1.0 114 0.0080 1.82 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 19.3 204 Total Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E4: E4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=15,940 sf Runoff Volume=0.027 af Runoff Depth=0.87" Flow Length=204' Tc=19.3 min CN=72 0.23 cfs Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E5: E5 Runoff = 0.29 cfs @ 12.27 hrs, Volume= 0.032 af, Depth= 0.93" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 3,677 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 195 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,968 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 4,836 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,616 70 Woods, Good, HSG C 18,292 73 Weighted Average 12,324 67.37% Pervious Area 5,968 32.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 65 0.0871 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.7 35 0.0113 0.87 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 2.5 224 0.0055 1.51 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 18.1 324 Total Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=18,292 sf Runoff Volume=0.032 af Runoff Depth=0.93" Flow Length=324' Tc=18.1 min CN=73 0.29 cfs Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E6: E6 Runoff = 0.31 cfs @ 13.22 hrs, Volume= 0.076 af, Depth= 0.78" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 1,285 61 >75% Grass cover, Good, HSG B * 20 71 >75% Grass cover, Good, HSG B/D 3,754 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 2,999 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 55 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 5,069 55 Woods, Good, HSG B * 9,032 66 Woods, Good, HSG B/D 28,978 70 Woods, Good, HSG C 51,192 70 Weighted Average 48,138 94.03% Pervious Area 3,054 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 66.0 100 0.0050 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 10.8 205 0.0040 0.32 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 2.1 49 0.0058 0.38 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 1.0 98 0.0069 1.69 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 79.9 452 Total Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E6: E6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=51,192 sf Runoff Volume=0.076 af Runoff Depth=0.78" Flow Length=452' Tc=79.9 min CN=70 0.31 cfs Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond EP1: EP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 2.00" for 2-Year event Inflow = 4.66 cfs @ 12.55 hrs, Volume= 0.693 af Outflow = 4.49 cfs @ 12.67 hrs, Volume= 0.693 af, Atten= 4%, Lag= 6.9 min Primary = 3.92 cfs @ 12.67 hrs, Volume= 0.683 af Routed to Link DP1 : DP1 Secondary = 0.58 cfs @ 12.67 hrs, Volume= 0.011 af Routed to Link DP2 : DP2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 73.94' @ 12.67 hrs Surf.Area= 5,354 sf Storage= 2,270 cf Plug-Flow detention time= 9.5 min calculated for 0.693 af (100% of inflow) Center-of-Mass det. time= 9.5 min ( 855.4 - 845.9 ) Volume Invert Avail.Storage Storage Description #1 72.98' 14,104 cf Swale (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 72.98 5 0 0 5 73.00 408 3 3 408 74.00 5,866 2,607 2,610 5,869 75.00 18,266 11,494 14,104 18,277 Device Routing Invert Outlet Devices #1 Primary 72.98'30.0" Round RCP_Round 30" L= 47.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 72.98' / 72.79' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Secondary 73.90'30.0' long + 10.0 '/' SideZ x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.92 cfs @ 12.67 hrs HW=73.94' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 30" (Barrel Controls 3.92 cfs @ 3.35 fps) Secondary OutFlow Max=0.58 cfs @ 12.67 hrs HW=73.94' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.58 cfs @ 0.48 fps) Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond EP1: EP1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=4.162 ac Peak Elev=73.94' Storage=2,270 cf 4.66 cfs 4.49 cfs 3.92 cfs 0.58 cfs Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1: DP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 1.97" for 2-Year event Inflow = 3.92 cfs @ 12.67 hrs, Volume= 0.683 af Primary = 3.92 cfs @ 12.67 hrs, Volume= 0.683 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=4.162 ac 3.92 cfs 3.92 cfs Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2: DP2 Inflow Area = 0.739 ac, 0.00% Impervious, Inflow Depth = 0.90" for 2-Year event Inflow = 0.81 cfs @ 12.67 hrs, Volume= 0.056 af Primary = 0.81 cfs @ 12.67 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.739 ac 0.81 cfs 0.81 cfs Existing Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3: DP3 Inflow Area = 1.961 ac, 16.56% Impervious, Inflow Depth = 0.83" for 2-Year event Inflow = 0.56 cfs @ 12.29 hrs, Volume= 0.135 af Primary = 0.56 cfs @ 12.29 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP3: DP3 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.961 ac 0.56 cfs 0.56 cfs Existing Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 (DP4) Runoff = 1.86 cfs @ 12.88 hrs, Volume= 0.347 af, Depth= 3.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.94" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 2,051 74 >75% Grass cover, Good, HSG C 24,104 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 7,863 98 Paved parking, HSG B/D 4,120 98 Paved parking, HSG C 4,313 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 12,549 66 Woods, Good, HSG B/D 1,484 70 Woods, Good, HSG C 56,484 84 Weighted Average 20,397 36.11% Pervious Area 36,087 63.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.8 100 0.0047 0.06 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 0.5 30 0.0184 0.95 Shallow Concentrated Flow, Grass Shallow Short Grass Pasture Kv= 7.0 fps 37.1 193 0.0003 0.09 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 63.4 323 Total Summary for Subcatchment E2: E2 Runoff = 8.51 cfs @ 12.55 hrs, Volume= 1.288 af, Depth= 3.71" Routed to Pond EP1 : EP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.94" Existing Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 14,877 71 >75% Grass cover, Good, HSG B/D 12,913 74 >75% Grass cover, Good, HSG C 1,215 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 12,802 98 Paved parking, HSG B/D 109,808 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 4,540 66 Woods, Good, HSG B/D 25,134 70 Woods, Good, HSG C 181,289 89 Weighted Average 57,464 31.70% Pervious Area 123,825 68.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.4 100 0.0379 0.06 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 8.0 24 0.0001 0.05 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 3.1 85 0.0005 0.45 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 1.8 586 0.1303 5.41 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 42.3 795 Total Summary for Subcatchment E3: E3 Runoff = 0.71 cfs @ 12.73 hrs, Volume= 0.118 af, Depth= 1.91" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.94" Existing Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 23 61 >75% Grass cover, Good, HSG B * 203 71 >75% Grass cover, Good, HSG B/D 245 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 237 55 Woods, Good, HSG B * 6,562 66 Woods, Good, HSG B/D 24,922 70 Woods, Good, HSG C 32,192 69 Weighted Average 32,192 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 43.7 100 0.0140 0.04 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 5.8 70 0.0016 0.20 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 0.1 15 0.0510 3.39 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 49.6 185 Total Summary for Subcatchment E4: E4 Runoff = 0.62 cfs @ 12.28 hrs, Volume= 0.066 af, Depth= 2.15" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.94" Area (sf) CN Description 845 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 104 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,124 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 6,563 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,304 70 Woods, Good, HSG C 15,940 72 Weighted Average 10,816 67.85% Pervious Area 5,124 32.15% Impervious Area Existing Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 75 0.0739 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.4 15 0.0056 0.56 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 1.0 114 0.0080 1.82 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 19.3 204 Total Summary for Subcatchment E5: E5 Runoff = 0.76 cfs @ 12.25 hrs, Volume= 0.078 af, Depth= 2.23" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.94" Area (sf) CN Description 3,677 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 195 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,968 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 4,836 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,616 70 Woods, Good, HSG C 18,292 73 Weighted Average 12,324 67.37% Pervious Area 5,968 32.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 65 0.0871 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.7 35 0.0113 0.87 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 2.5 224 0.0055 1.51 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 18.1 324 Total Existing Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E6: E6 Runoff = 0.87 cfs @ 13.06 hrs, Volume= 0.195 af, Depth= 1.99" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.94" Area (sf) CN Description 1,285 61 >75% Grass cover, Good, HSG B * 20 71 >75% Grass cover, Good, HSG B/D 3,754 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 2,999 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 55 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 5,069 55 Woods, Good, HSG B * 9,032 66 Woods, Good, HSG B/D 28,978 70 Woods, Good, HSG C 51,192 70 Weighted Average 48,138 94.03% Pervious Area 3,054 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 66.0 100 0.0050 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 10.8 205 0.0040 0.32 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 2.1 49 0.0058 0.38 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 1.0 98 0.0069 1.69 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 79.9 452 Total Summary for Pond EP1: EP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 3.71" for 10-Year event Inflow = 8.51 cfs @ 12.55 hrs, Volume= 1.288 af Outflow = 8.45 cfs @ 12.60 hrs, Volume= 1.288 af, Atten= 1%, Lag= 2.7 min Primary = 4.67 cfs @ 12.60 hrs, Volume= 1.122 af Routed to Link DP1 : DP1 Secondary = 3.78 cfs @ 12.60 hrs, Volume= 0.166 af Routed to Link DP2 : DP2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 74.04' @ 12.60 hrs Surf.Area= 6,188 sf Storage= 2,824 cf Plug-Flow detention time= 8.2 min calculated for 1.288 af (100% of inflow) Existing Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Center-of-Mass det. time= 8.3 min ( 836.7 - 828.5 ) Volume Invert Avail.Storage Storage Description #1 72.98' 14,104 cf Swale (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 72.98 5 0 0 5 73.00 408 3 3 408 74.00 5,866 2,607 2,610 5,869 75.00 18,266 11,494 14,104 18,277 Device Routing Invert Outlet Devices #1 Primary 72.98'30.0" Round RCP_Round 30" L= 47.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 72.98' / 72.79' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Secondary 73.90'30.0' long + 10.0 '/' SideZ x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=4.67 cfs @ 12.60 hrs HW=74.04' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 30" (Barrel Controls 4.67 cfs @ 3.50 fps) Secondary OutFlow Max=3.78 cfs @ 12.60 hrs HW=74.04' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 3.78 cfs @ 0.89 fps) Summary for Link DP1: DP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 3.23" for 10-Year event Inflow = 4.67 cfs @ 12.60 hrs, Volume= 1.122 af Primary = 4.67 cfs @ 12.60 hrs, Volume= 1.122 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Link DP2: DP2 Inflow Area = 0.739 ac, 0.00% Impervious, Inflow Depth = 4.62" for 10-Year event Inflow = 4.46 cfs @ 12.61 hrs, Volume= 0.284 af Primary = 4.46 cfs @ 12.61 hrs, Volume= 0.284 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3: DP3 Inflow Area = 1.961 ac, 16.56% Impervious, Inflow Depth = 2.07" for 10-Year event Inflow = 1.57 cfs @ 12.29 hrs, Volume= 0.339 af Primary = 1.57 cfs @ 12.29 hrs, Volume= 0.339 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 (DP4) Runoff = 2.45 cfs @ 12.83 hrs, Volume= 0.462 af, Depth= 4.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.08" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 2,051 74 >75% Grass cover, Good, HSG C 24,104 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 7,863 98 Paved parking, HSG B/D 4,120 98 Paved parking, HSG C 4,313 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 12,549 66 Woods, Good, HSG B/D 1,484 70 Woods, Good, HSG C 56,484 84 Weighted Average 20,397 36.11% Pervious Area 36,087 63.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.8 100 0.0047 0.06 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 0.5 30 0.0184 0.95 Shallow Concentrated Flow, Grass Shallow Short Grass Pasture Kv= 7.0 fps 37.1 193 0.0003 0.09 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 63.4 323 Total Summary for Subcatchment E2: E2 Runoff = 10.91 cfs @ 12.55 hrs, Volume= 1.669 af, Depth= 4.81" Routed to Pond EP1 : EP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.08" Existing Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 14,877 71 >75% Grass cover, Good, HSG B/D 12,913 74 >75% Grass cover, Good, HSG C 1,215 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 12,802 98 Paved parking, HSG B/D 109,808 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 4,540 66 Woods, Good, HSG B/D 25,134 70 Woods, Good, HSG C 181,289 89 Weighted Average 57,464 31.70% Pervious Area 123,825 68.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.4 100 0.0379 0.06 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 8.0 24 0.0001 0.05 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 3.1 85 0.0005 0.45 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 1.8 586 0.1303 5.41 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 42.3 795 Total Summary for Subcatchment E3: E3 Runoff = 1.04 cfs @ 12.72 hrs, Volume= 0.171 af, Depth= 2.78" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.08" Existing Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 23 61 >75% Grass cover, Good, HSG B * 203 71 >75% Grass cover, Good, HSG B/D 245 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 237 55 Woods, Good, HSG B * 6,562 66 Woods, Good, HSG B/D 24,922 70 Woods, Good, HSG C 32,192 69 Weighted Average 32,192 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 43.7 100 0.0140 0.04 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 5.8 70 0.0016 0.20 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 0.1 15 0.0510 3.39 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 49.6 185 Total Summary for Subcatchment E4: E4 Runoff = 0.89 cfs @ 12.27 hrs, Volume= 0.093 af, Depth= 3.06" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.08" Area (sf) CN Description 845 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 104 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,124 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 6,563 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,304 70 Woods, Good, HSG C 15,940 72 Weighted Average 10,816 67.85% Pervious Area 5,124 32.15% Impervious Area Existing Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 75 0.0739 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.4 15 0.0056 0.56 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 1.0 114 0.0080 1.82 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 19.3 204 Total Summary for Subcatchment E5: E5 Runoff = 1.09 cfs @ 12.25 hrs, Volume= 0.110 af, Depth= 3.16" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.08" Area (sf) CN Description 3,677 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 195 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,968 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 4,836 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,616 70 Woods, Good, HSG C 18,292 73 Weighted Average 12,324 67.37% Pervious Area 5,968 32.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 65 0.0871 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.7 35 0.0113 0.87 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 2.5 224 0.0055 1.51 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 18.1 324 Total Existing Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E6: E6 Runoff = 1.29 cfs @ 13.05 hrs, Volume= 0.281 af, Depth= 2.87" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.08" Area (sf) CN Description 1,285 61 >75% Grass cover, Good, HSG B * 20 71 >75% Grass cover, Good, HSG B/D 3,754 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 2,999 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 55 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 5,069 55 Woods, Good, HSG B * 9,032 66 Woods, Good, HSG B/D 28,978 70 Woods, Good, HSG C 51,192 70 Weighted Average 48,138 94.03% Pervious Area 3,054 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 66.0 100 0.0050 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 10.8 205 0.0040 0.32 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 2.1 49 0.0058 0.38 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 1.0 98 0.0069 1.69 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 79.9 452 Total Summary for Pond EP1: EP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 4.81" for 25-Year event Inflow = 10.91 cfs @ 12.55 hrs, Volume= 1.669 af Outflow = 10.83 cfs @ 12.59 hrs, Volume= 1.669 af, Atten= 1%, Lag= 2.3 min Primary = 5.02 cfs @ 12.59 hrs, Volume= 1.373 af Routed to Link DP1 : DP1 Secondary = 5.81 cfs @ 12.59 hrs, Volume= 0.297 af Routed to Link DP2 : DP2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 74.08' @ 12.59 hrs Surf.Area= 6,597 sf Storage= 3,102 cf Plug-Flow detention time= 7.7 min calculated for 1.669 af (100% of inflow) Existing Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Center-of-Mass det. time= 7.7 min ( 829.1 - 821.4 ) Volume Invert Avail.Storage Storage Description #1 72.98' 14,104 cf Swale (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 72.98 5 0 0 5 73.00 408 3 3 408 74.00 5,866 2,607 2,610 5,869 75.00 18,266 11,494 14,104 18,277 Device Routing Invert Outlet Devices #1 Primary 72.98'30.0" Round RCP_Round 30" L= 47.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 72.98' / 72.79' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Secondary 73.90'30.0' long + 10.0 '/' SideZ x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.02 cfs @ 12.59 hrs HW=74.08' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 30" (Barrel Controls 5.02 cfs @ 3.56 fps) Secondary OutFlow Max=5.81 cfs @ 12.59 hrs HW=74.08' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 5.81 cfs @ 1.02 fps) Summary for Link DP1: DP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 3.96" for 25-Year event Inflow = 5.02 cfs @ 12.59 hrs, Volume= 1.373 af Primary = 5.02 cfs @ 12.59 hrs, Volume= 1.373 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Link DP2: DP2 Inflow Area = 0.739 ac, 0.00% Impervious, Inflow Depth = 7.59" for 25-Year event Inflow = 6.82 cfs @ 12.60 hrs, Volume= 0.467 af Primary = 6.82 cfs @ 12.60 hrs, Volume= 0.467 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3: DP3 Inflow Area = 1.961 ac, 16.56% Impervious, Inflow Depth = 2.97" for 25-Year event Inflow = 2.30 cfs @ 12.28 hrs, Volume= 0.485 af Primary = 2.30 cfs @ 12.28 hrs, Volume= 0.485 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 (DP4) Runoff = 2.89 cfs @ 12.82 hrs, Volume= 0.546 af, Depth= 5.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.91" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 2,051 74 >75% Grass cover, Good, HSG C 24,104 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 7,863 98 Paved parking, HSG B/D 4,120 98 Paved parking, HSG C 4,313 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 12,549 66 Woods, Good, HSG B/D 1,484 70 Woods, Good, HSG C 56,484 84 Weighted Average 20,397 36.11% Pervious Area 36,087 63.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.8 100 0.0047 0.06 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 0.5 30 0.0184 0.95 Shallow Concentrated Flow, Grass Shallow Short Grass Pasture Kv= 7.0 fps 37.1 193 0.0003 0.09 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 63.4 323 Total Summary for Subcatchment E2: E2 Runoff = 12.64 cfs @ 12.55 hrs, Volume= 1.949 af, Depth= 5.62" Routed to Pond EP1 : EP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.91" Existing Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 14,877 71 >75% Grass cover, Good, HSG B/D 12,913 74 >75% Grass cover, Good, HSG C 1,215 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 12,802 98 Paved parking, HSG B/D 109,808 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 4,540 66 Woods, Good, HSG B/D 25,134 70 Woods, Good, HSG C 181,289 89 Weighted Average 57,464 31.70% Pervious Area 123,825 68.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.4 100 0.0379 0.06 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 8.0 24 0.0001 0.05 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 3.1 85 0.0005 0.45 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 1.8 586 0.1303 5.41 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 42.3 795 Total Summary for Subcatchment E3: E3 Runoff = 1.30 cfs @ 12.68 hrs, Volume= 0.212 af, Depth= 3.44" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.91" Existing Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 23 61 >75% Grass cover, Good, HSG B * 203 71 >75% Grass cover, Good, HSG B/D 245 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 237 55 Woods, Good, HSG B * 6,562 66 Woods, Good, HSG B/D 24,922 70 Woods, Good, HSG C 32,192 69 Weighted Average 32,192 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 43.7 100 0.0140 0.04 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 5.8 70 0.0016 0.20 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 0.1 15 0.0510 3.39 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 49.6 185 Total Summary for Subcatchment E4: E4 Runoff = 1.10 cfs @ 12.27 hrs, Volume= 0.114 af, Depth= 3.75" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.91" Area (sf) CN Description 845 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 104 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,124 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 6,563 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,304 70 Woods, Good, HSG C 15,940 72 Weighted Average 10,816 67.85% Pervious Area 5,124 32.15% Impervious Area Existing Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 75 0.0739 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.4 15 0.0056 0.56 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 1.0 114 0.0080 1.82 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 19.3 204 Total Summary for Subcatchment E5: E5 Runoff = 1.34 cfs @ 12.25 hrs, Volume= 0.135 af, Depth= 3.86" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.91" Area (sf) CN Description 3,677 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 195 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,968 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 4,836 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,616 70 Woods, Good, HSG C 18,292 73 Weighted Average 12,324 67.37% Pervious Area 5,968 32.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 65 0.0871 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.7 35 0.0113 0.87 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 2.5 224 0.0055 1.51 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 18.1 324 Total Existing Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E6: E6 Runoff = 1.60 cfs @ 13.05 hrs, Volume= 0.347 af, Depth= 3.54" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.91" Area (sf) CN Description 1,285 61 >75% Grass cover, Good, HSG B * 20 71 >75% Grass cover, Good, HSG B/D 3,754 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 2,999 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 55 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 5,069 55 Woods, Good, HSG B * 9,032 66 Woods, Good, HSG B/D 28,978 70 Woods, Good, HSG C 51,192 70 Weighted Average 48,138 94.03% Pervious Area 3,054 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 66.0 100 0.0050 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 10.8 205 0.0040 0.32 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 2.1 49 0.0058 0.38 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 1.0 98 0.0069 1.69 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 79.9 452 Total Summary for Pond EP1: EP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 5.62" for 50-Year event Inflow = 12.64 cfs @ 12.55 hrs, Volume= 1.949 af Outflow = 12.57 cfs @ 12.58 hrs, Volume= 1.949 af, Atten= 1%, Lag= 2.0 min Primary = 5.26 cfs @ 12.58 hrs, Volume= 1.549 af Routed to Link DP1 : DP1 Secondary = 7.31 cfs @ 12.58 hrs, Volume= 0.400 af Routed to Link DP2 : DP2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 74.11' @ 12.58 hrs Surf.Area= 6,868 sf Storage= 3,293 cf Plug-Flow detention time= 7.5 min calculated for 1.949 af (100% of inflow) Existing Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 43HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Center-of-Mass det. time= 7.5 min ( 824.7 - 817.3 ) Volume Invert Avail.Storage Storage Description #1 72.98' 14,104 cf Swale (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 72.98 5 0 0 5 73.00 408 3 3 408 74.00 5,866 2,607 2,610 5,869 75.00 18,266 11,494 14,104 18,277 Device Routing Invert Outlet Devices #1 Primary 72.98'30.0" Round RCP_Round 30" L= 47.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 72.98' / 72.79' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Secondary 73.90'30.0' long + 10.0 '/' SideZ x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.26 cfs @ 12.58 hrs HW=74.11' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 30" (Barrel Controls 5.26 cfs @ 3.60 fps) Secondary OutFlow Max=7.31 cfs @ 12.58 hrs HW=74.11' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 7.31 cfs @ 1.10 fps) Summary for Link DP1: DP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 4.47" for 50-Year event Inflow = 5.26 cfs @ 12.58 hrs, Volume= 1.549 af Primary = 5.26 cfs @ 12.58 hrs, Volume= 1.549 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Link DP2: DP2 Inflow Area = 0.739 ac, 0.00% Impervious, Inflow Depth = 9.93" for 50-Year event Inflow = 8.56 cfs @ 12.60 hrs, Volume= 0.612 af Primary = 8.56 cfs @ 12.60 hrs, Volume= 0.612 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 44HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3: DP3 Inflow Area = 1.961 ac, 16.56% Impervious, Inflow Depth = 3.65" for 50-Year event Inflow = 2.85 cfs @ 12.28 hrs, Volume= 0.596 af Primary = 2.85 cfs @ 12.28 hrs, Volume= 0.596 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 45HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 (DP4) Runoff = 3.37 cfs @ 12.82 hrs, Volume= 0.642 af, Depth= 5.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.84" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 2,051 74 >75% Grass cover, Good, HSG C 24,104 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 7,863 98 Paved parking, HSG B/D 4,120 98 Paved parking, HSG C 4,313 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 12,549 66 Woods, Good, HSG B/D 1,484 70 Woods, Good, HSG C 56,484 84 Weighted Average 20,397 36.11% Pervious Area 36,087 63.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.8 100 0.0047 0.06 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 0.5 30 0.0184 0.95 Shallow Concentrated Flow, Grass Shallow Short Grass Pasture Kv= 7.0 fps 37.1 193 0.0003 0.09 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 63.4 323 Total Summary for Subcatchment E2: E2 Runoff = 14.58 cfs @ 12.55 hrs, Volume= 2.265 af, Depth= 6.53" Routed to Pond EP1 : EP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.84" Existing Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 46HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 14,877 71 >75% Grass cover, Good, HSG B/D 12,913 74 >75% Grass cover, Good, HSG C 1,215 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 12,802 98 Paved parking, HSG B/D 109,808 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 4,540 66 Woods, Good, HSG B/D 25,134 70 Woods, Good, HSG C 181,289 89 Weighted Average 57,464 31.70% Pervious Area 123,825 68.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.4 100 0.0379 0.06 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 8.0 24 0.0001 0.05 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 3.1 85 0.0005 0.45 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 1.8 586 0.1303 5.41 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 42.3 795 Total Summary for Subcatchment E3: E3 Runoff = 1.60 cfs @ 12.68 hrs, Volume= 0.260 af, Depth= 4.21" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.84" Existing Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 47HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 23 61 >75% Grass cover, Good, HSG B * 203 71 >75% Grass cover, Good, HSG B/D 245 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 237 55 Woods, Good, HSG B * 6,562 66 Woods, Good, HSG B/D 24,922 70 Woods, Good, HSG C 32,192 69 Weighted Average 32,192 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 43.7 100 0.0140 0.04 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 5.8 70 0.0016 0.20 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 0.1 15 0.0510 3.39 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 49.6 185 Total Summary for Subcatchment E4: E4 Runoff = 1.34 cfs @ 12.26 hrs, Volume= 0.139 af, Depth= 4.55" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.84" Area (sf) CN Description 845 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 104 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,124 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 6,563 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,304 70 Woods, Good, HSG C 15,940 72 Weighted Average 10,816 67.85% Pervious Area 5,124 32.15% Impervious Area Existing Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 48HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.9 75 0.0739 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.4 15 0.0056 0.56 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 1.0 114 0.0080 1.82 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 19.3 204 Total Summary for Subcatchment E5: E5 Runoff = 1.62 cfs @ 12.25 hrs, Volume= 0.163 af, Depth= 4.67" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.84" Area (sf) CN Description 3,677 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 195 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,968 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 4,836 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,616 70 Woods, Good, HSG C 18,292 73 Weighted Average 12,324 67.37% Pervious Area 5,968 32.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 65 0.0871 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.7 35 0.0113 0.87 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 2.5 224 0.0055 1.51 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 18.1 324 Total Existing Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 49HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E6: E6 Runoff = 1.97 cfs @ 13.05 hrs, Volume= 0.424 af, Depth= 4.33" Routed to Link DP3 : DP3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.84" Area (sf) CN Description 1,285 61 >75% Grass cover, Good, HSG B * 20 71 >75% Grass cover, Good, HSG B/D 3,754 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 2,999 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 55 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 5,069 55 Woods, Good, HSG B * 9,032 66 Woods, Good, HSG B/D 28,978 70 Woods, Good, HSG C 51,192 70 Weighted Average 48,138 94.03% Pervious Area 3,054 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 66.0 100 0.0050 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 10.8 205 0.0040 0.32 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 2.1 49 0.0058 0.38 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 1.0 98 0.0069 1.69 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 79.9 452 Total Summary for Pond EP1: EP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 6.53" for 100-Year event Inflow = 14.58 cfs @ 12.55 hrs, Volume= 2.265 af Outflow = 14.50 cfs @ 12.58 hrs, Volume= 2.265 af, Atten= 1%, Lag= 1.8 min Primary = 5.50 cfs @ 12.58 hrs, Volume= 1.742 af Routed to Link DP1 : DP1 Secondary = 9.00 cfs @ 12.58 hrs, Volume= 0.522 af Routed to Link DP2 : DP2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 74.14' @ 12.58 hrs Surf.Area= 7,147 sf Storage= 3,492 cf Plug-Flow detention time= 7.2 min calculated for 2.264 af (100% of inflow) Existing Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 50HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Center-of-Mass det. time= 7.2 min ( 820.6 - 813.3 ) Volume Invert Avail.Storage Storage Description #1 72.98' 14,104 cf Swale (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 72.98 5 0 0 5 73.00 408 3 3 408 74.00 5,866 2,607 2,610 5,869 75.00 18,266 11,494 14,104 18,277 Device Routing Invert Outlet Devices #1 Primary 72.98'30.0" Round RCP_Round 30" L= 47.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 72.98' / 72.79' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Secondary 73.90'30.0' long + 10.0 '/' SideZ x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.50 cfs @ 12.58 hrs HW=74.14' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 30" (Barrel Controls 5.50 cfs @ 3.64 fps) Secondary OutFlow Max=9.00 cfs @ 12.58 hrs HW=74.14' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 9.00 cfs @ 1.18 fps) Summary for Link DP1: DP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 5.02" for 100-Year event Inflow = 5.50 cfs @ 12.58 hrs, Volume= 1.742 af Primary = 5.50 cfs @ 12.58 hrs, Volume= 1.742 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Link DP2: DP2 Inflow Area = 0.739 ac, 0.00% Impervious, Inflow Depth = 12.70" for 100-Year event Inflow = 10.54 cfs @ 12.59 hrs, Volume= 0.782 af Primary = 10.54 cfs @ 12.59 hrs, Volume= 0.782 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 51HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3: DP3 Inflow Area = 1.961 ac, 16.56% Impervious, Inflow Depth = 4.44" for 100-Year event Inflow = 3.48 cfs @ 12.28 hrs, Volume= 0.726 af Primary = 3.48 cfs @ 12.28 hrs, Volume= 0.726 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 52HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond EP1: EP1 Inflow Area = 4.162 ac, 68.30% Impervious, Inflow Depth = 6.53" for 100-Year event Inflow = 14.58 cfs @ 12.55 hrs, Volume= 2.265 af Outflow = 14.50 cfs @ 12.58 hrs, Volume= 2.265 af, Atten= 1%, Lag= 1.8 min Primary = 5.50 cfs @ 12.58 hrs, Volume= 1.742 af Routed to Link DP1 : DP1 Secondary = 9.00 cfs @ 12.58 hrs, Volume= 0.522 af Routed to Link DP2 : DP2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 74.14' @ 12.58 hrs Surf.Area= 7,147 sf Storage= 3,492 cf Plug-Flow detention time= 7.2 min calculated for 2.264 af (100% of inflow) Center-of-Mass det. time= 7.2 min ( 820.6 - 813.3 ) Volume Invert Avail.Storage Storage Description #1 72.98' 14,104 cf Swale (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 72.98 5 0 0 5 73.00 408 3 3 408 74.00 5,866 2,607 2,610 5,869 75.00 18,266 11,494 14,104 18,277 Device Routing Invert Outlet Devices #1 Primary 72.98'30.0" Round RCP_Round 30" L= 47.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 72.98' / 72.79' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Secondary 73.90'30.0' long + 10.0 '/' SideZ x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.50 cfs @ 12.58 hrs HW=74.14' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 30" (Barrel Controls 5.50 cfs @ 3.64 fps) Secondary OutFlow Max=9.00 cfs @ 12.58 hrs HW=74.14' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 9.00 cfs @ 1.18 fps) APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P1 P1 (DP4*) P2 P2 P3 P3 P4 P4 P5 P5 P6 P6 P7 P7 EP1* EP1* PP1 PP1 DP1* DP1* DP2* DP2* DP3* DP3* Routing Diagram for 2509.P HydroCAD Prepared by Design Professionals, Inc. , Printed 10/3/2022 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,762 sf 58.66% Impervious Runoff Depth=1.54"Subcatchment P1: P1 (DP4*) Flow Length=406' Tc=62.4 min CN=83 Runoff=0.85 cfs 0.158 af Runoff Area=157,251 sf 75.21% Impervious Runoff Depth=2.27"Subcatchment P2: P2 Flow Length=306' Tc=28.8 min CN=92 Runoff=5.44 cfs 0.681 af Runoff Area=56,054 sf 68.76% Impervious Runoff Depth=2.00"Subcatchment P3: P3 Flow Length=413' Tc=86.7 min CN=89 Runoff=0.94 cfs 0.214 af Runoff Area=18,774 sf 27.29% Impervious Runoff Depth=0.87"Subcatchment P4: P4 Flow Length=285' Tc=20.7 min CN=72 Runoff=0.27 cfs 0.031 af Runoff Area=18,293 sf 32.62% Impervious Runoff Depth=0.93"Subcatchment P5: P5 Flow Length=324' Tc=18.1 min CN=73 Runoff=0.29 cfs 0.032 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=0.78"Subcatchment P6: P6 Flow Length=452' Tc=79.9 min CN=70 Runoff=0.31 cfs 0.076 af Runoff Area=2,432 sf 0.00% Impervious Runoff Depth=0.93"Subcatchment P7: P7 Tc=6.0 min CN=73 Runoff=0.06 cfs 0.004 af Peak Elev=73.93' Storage=2,421 cf Inflow=4.45 cfs 0.894 afPond EP1*: EP1* Primary=3.87 cfs 0.884 af Secondary=0.44 cfs 0.010 af Outflow=4.31 cfs 0.894 af Peak Elev=74.72' Storage=15,744 cf Inflow=5.44 cfs 0.681 afPond PP1: PP1 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' Outflow=3.81 cfs 0.680 af Inflow=3.87 cfs 0.884 afLink DP1*: DP1* Primary=3.87 cfs 0.884 af Inflow=0.45 cfs 0.014 afLink DP2*: DP2* Primary=0.45 cfs 0.014 af Inflow=0.60 cfs 0.140 afLink DP3*: DP3* Primary=0.60 cfs 0.140 af Total Runoff Area = 8.213 ac Runoff Volume = 1.198 af Average Runoff Depth = 1.75" 43.40% Pervious = 3.564 ac 56.60% Impervious = 4.649 ac Proposed Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,762 sf 58.66% Impervious Runoff Depth=3.12"Subcatchment P1: P1 (DP4*) Flow Length=406' Tc=62.4 min CN=83 Runoff=1.74 cfs 0.321 af Runoff Area=157,251 sf 75.21% Impervious Runoff Depth=4.03"Subcatchment P2: P2 Flow Length=306' Tc=28.8 min CN=92 Runoff=9.44 cfs 1.213 af Runoff Area=56,054 sf 68.76% Impervious Runoff Depth=3.71"Subcatchment P3: P3 Flow Length=413' Tc=86.7 min CN=89 Runoff=1.72 cfs 0.398 af Runoff Area=18,774 sf 27.29% Impervious Runoff Depth=2.15"Subcatchment P4: P4 Flow Length=285' Tc=20.7 min CN=72 Runoff=0.71 cfs 0.077 af Runoff Area=18,293 sf 32.62% Impervious Runoff Depth=2.23"Subcatchment P5: P5 Flow Length=324' Tc=18.1 min CN=73 Runoff=0.76 cfs 0.078 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=1.99"Subcatchment P6: P6 Flow Length=452' Tc=79.9 min CN=70 Runoff=0.87 cfs 0.195 af Runoff Area=2,432 sf 0.00% Impervious Runoff Depth=2.23"Subcatchment P7: P7 Tc=6.0 min CN=73 Runoff=0.15 cfs 0.010 af Peak Elev=74.03' Storage=3,027 cf Inflow=8.14 cfs 1.609 afPond EP1*: EP1* Primary=4.61 cfs 1.404 af Secondary=3.49 cfs 0.205 af Outflow=8.10 cfs 1.609 af Peak Elev=75.03' Storage=19,319 cf Inflow=9.44 cfs 1.213 afPond PP1: PP1 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' Outflow=7.00 cfs 1.211 af Inflow=4.61 cfs 1.404 afLink DP1*: DP1* Primary=4.61 cfs 1.404 af Inflow=3.51 cfs 0.216 afLink DP2*: DP2* Primary=3.51 cfs 0.216 af Inflow=1.66 cfs 0.351 afLink DP3*: DP3* Primary=1.66 cfs 0.351 af Total Runoff Area = 8.213 ac Runoff Volume = 2.293 af Average Runoff Depth = 3.35" 43.40% Pervious = 3.564 ac 56.60% Impervious = 4.649 ac Proposed Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,762 sf 58.66% Impervious Runoff Depth=4.17"Subcatchment P1: P1 (DP4*) Flow Length=406' Tc=62.4 min CN=83 Runoff=2.31 cfs 0.428 af Runoff Area=157,251 sf 75.21% Impervious Runoff Depth=5.15"Subcatchment P2: P2 Flow Length=306' Tc=28.8 min CN=92 Runoff=11.90 cfs 1.549 af Runoff Area=56,054 sf 68.76% Impervious Runoff Depth=4.81"Subcatchment P3: P3 Flow Length=413' Tc=86.7 min CN=89 Runoff=2.21 cfs 0.516 af Runoff Area=18,774 sf 27.29% Impervious Runoff Depth=3.06"Subcatchment P4: P4 Flow Length=285' Tc=20.7 min CN=72 Runoff=1.02 cfs 0.110 af Runoff Area=18,293 sf 32.62% Impervious Runoff Depth=3.16"Subcatchment P5: P5 Flow Length=324' Tc=18.1 min CN=73 Runoff=1.09 cfs 0.110 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=2.87"Subcatchment P6: P6 Flow Length=452' Tc=79.9 min CN=70 Runoff=1.29 cfs 0.281 af Runoff Area=2,432 sf 0.00% Impervious Runoff Depth=3.16"Subcatchment P7: P7 Tc=6.0 min CN=73 Runoff=0.21 cfs 0.015 af Peak Elev=74.07' Storage=3,347 cf Inflow=10.40 cfs 2.063 afPond EP1*: EP1* Primary=4.95 cfs 1.694 af Secondary=5.40 cfs 0.370 af Outflow=10.35 cfs 2.063 af Peak Elev=75.20' Storage=21,423 cf Inflow=11.90 cfs 1.549 afPond PP1: PP1 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' Outflow=8.93 cfs 1.547 af Inflow=4.95 cfs 1.694 afLink DP1*: DP1* Primary=4.95 cfs 1.694 af Inflow=5.43 cfs 0.384 afLink DP2*: DP2* Primary=5.43 cfs 0.384 af Inflow=2.43 cfs 0.501 afLink DP3*: DP3* Primary=2.43 cfs 0.501 af Total Runoff Area = 8.213 ac Runoff Volume = 3.009 af Average Runoff Depth = 4.40" 43.40% Pervious = 3.564 ac 56.60% Impervious = 4.649 ac Proposed Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,762 sf 58.66% Impervious Runoff Depth=4.94"Subcatchment P1: P1 (DP4*) Flow Length=406' Tc=62.4 min CN=83 Runoff=2.73 cfs 0.508 af Runoff Area=157,251 sf 75.21% Impervious Runoff Depth=5.97"Subcatchment P2: P2 Flow Length=306' Tc=28.8 min CN=92 Runoff=13.69 cfs 1.795 af Runoff Area=56,054 sf 68.76% Impervious Runoff Depth=5.62"Subcatchment P3: P3 Flow Length=413' Tc=86.7 min CN=89 Runoff=2.57 cfs 0.603 af Runoff Area=18,774 sf 27.29% Impervious Runoff Depth=3.75"Subcatchment P4: P4 Flow Length=285' Tc=20.7 min CN=72 Runoff=1.26 cfs 0.135 af Runoff Area=18,293 sf 32.62% Impervious Runoff Depth=3.86"Subcatchment P5: P5 Flow Length=324' Tc=18.1 min CN=73 Runoff=1.34 cfs 0.135 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=3.54"Subcatchment P6: P6 Flow Length=452' Tc=79.9 min CN=70 Runoff=1.60 cfs 0.347 af Runoff Area=2,432 sf 0.00% Impervious Runoff Depth=3.86"Subcatchment P7: P7 Tc=6.0 min CN=73 Runoff=0.25 cfs 0.018 af Peak Elev=74.10' Storage=3,575 cf Inflow=12.00 cfs 2.396 afPond EP1*: EP1* Primary=5.18 cfs 1.896 af Secondary=6.77 cfs 0.500 af Outflow=11.95 cfs 2.396 af Peak Elev=75.32' Storage=22,942 cf Inflow=13.69 cfs 1.795 afPond PP1: PP1 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' Outflow=10.29 cfs 1.793 af Inflow=5.18 cfs 1.896 afLink DP1*: DP1* Primary=5.18 cfs 1.896 af Inflow=6.81 cfs 0.518 afLink DP2*: DP2* Primary=6.81 cfs 0.518 af Inflow=3.01 cfs 0.617 afLink DP3*: DP3* Primary=3.01 cfs 0.617 af Total Runoff Area = 8.213 ac Runoff Volume = 3.541 af Average Runoff Depth = 5.17" 43.40% Pervious = 3.564 ac 56.60% Impervious = 4.649 ac Proposed Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=53,762 sf 58.66% Impervious Runoff Depth=5.82"Subcatchment P1: P1 (DP4*) Flow Length=406' Tc=62.4 min CN=83 Runoff=3.20 cfs 0.599 af Runoff Area=157,251 sf 75.21% Impervious Runoff Depth=6.89"Subcatchment P2: P2 Flow Length=306' Tc=28.8 min CN=92 Runoff=15.68 cfs 2.071 af Runoff Area=56,054 sf 68.76% Impervious Runoff Depth=6.53"Subcatchment P3: P3 Flow Length=413' Tc=86.7 min CN=89 Runoff=2.97 cfs 0.700 af Runoff Area=18,774 sf 27.29% Impervious Runoff Depth=4.55"Subcatchment P4: P4 Flow Length=285' Tc=20.7 min CN=72 Runoff=1.53 cfs 0.164 af Runoff Area=18,293 sf 32.62% Impervious Runoff Depth=4.67"Subcatchment P5: P5 Flow Length=324' Tc=18.1 min CN=73 Runoff=1.62 cfs 0.163 af Runoff Area=51,192 sf 5.97% Impervious Runoff Depth=4.33"Subcatchment P6: P6 Flow Length=452' Tc=79.9 min CN=70 Runoff=1.97 cfs 0.424 af Runoff Area=2,432 sf 0.00% Impervious Runoff Depth=4.67"Subcatchment P7: P7 Tc=6.0 min CN=73 Runoff=0.31 cfs 0.022 af Peak Elev=74.12' Storage=3,819 cf Inflow=13.76 cfs 2.770 afPond EP1*: EP1* Primary=5.41 cfs 2.115 af Secondary=8.31 cfs 0.655 af Outflow=13.71 cfs 2.770 af Peak Elev=75.45' Storage=24,655 cf Inflow=15.68 cfs 2.071 afPond PP1: PP1 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' Outflow=11.77 cfs 2.070 af Inflow=5.41 cfs 2.115 afLink DP1*: DP1* Primary=5.41 cfs 2.115 af Inflow=8.34 cfs 0.677 afLink DP2*: DP2* Primary=8.34 cfs 0.677 af Inflow=3.68 cfs 0.751 afLink DP3*: DP3* Primary=3.68 cfs 0.751 af Total Runoff Area = 8.213 ac Runoff Volume = 4.143 af Average Runoff Depth = 6.05" 43.40% Pervious = 3.564 ac 56.60% Impervious = 4.649 ac Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 (DP4*) Runoff = 0.85 cfs @ 12.83 hrs, Volume= 0.158 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 749 71 >75% Grass cover, Good, HSG B/D 3,886 74 >75% Grass cover, Good, HSG C 23,131 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 7,507 98 Paved parking, HSG B/D 901 98 Paved parking, HSG C 4,313 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 11,978 66 Woods, Good, HSG B/D 1,297 70 Woods, Good, HSG C 53,762 83 Weighted Average 22,223 41.34% Pervious Area 31,539 58.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 30 0.0900 0.06 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 15.3 70 0.0086 0.08 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 2.1 113 0.0035 0.89 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 37.1 193 0.0003 0.09 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 62.4 406 Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP4*) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=53,762 sf Runoff Volume=0.158 af Runoff Depth=1.54" Flow Length=406' Tc=62.4 min CN=83 0.85 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 5.44 cfs @ 12.38 hrs, Volume= 0.681 af, Depth= 2.27" Routed to Pond PP1 : PP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 6,844 71 >75% Grass cover, Good, HSG B/D 24,117 74 >75% Grass cover, Good, HSG C 2,187 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 2,619 98 Paved parking, HSG B/D 113,459 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 11 66 Woods, Good, HSG B/D 8,014 70 Woods, Good, HSG C 157,251 92 Weighted Average 38,986 24.79% Pervious Area 118,265 75.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 29 0.0862 0.06 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 16.7 71 0.0070 0.07 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 4.2 206 0.0267 0.82 Shallow Concentrated Flow, Grass Shallow Flow Woodland Kv= 5.0 fps 28.8 306 Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=157,251 sf Runoff Volume=0.681 af Runoff Depth=2.27" Flow Length=306' Tc=28.8 min CN=92 5.44 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.94 cfs @ 13.19 hrs, Volume= 0.214 af, Depth= 2.00" Routed to Pond EP1* : EP1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 13,070 71 >75% Grass cover, Good, HSG B/D 591 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 0 98 Paved parking, HSG B * 12,798 98 Paved parking, HSG B/D 25,742 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 0 55 Woods, Good, HSG B * 3,818 66 Woods, Good, HSG B/D 35 70 Woods, Good, HSG C 56,054 89 Weighted Average 17,514 31.24% Pervious Area 38,540 68.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 68.3 100 0.0046 0.02 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 18.4 313 0.0032 0.28 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 86.7 413 Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=56,054 sf Runoff Volume=0.214 af Runoff Depth=2.00" Flow Length=413' Tc=86.7 min CN=89 0.94 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 0.27 cfs @ 12.31 hrs, Volume= 0.031 af, Depth= 0.87" Routed to Link DP3* : DP3* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 630 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 0 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,124 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 7,037 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 5,983 70 Woods, Good, HSG C 18,774 72 Weighted Average 13,650 72.71% Pervious Area 5,124 27.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 20 0.1591 0.19 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 16.6 55 0.0478 0.06 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.6 25 0.0066 0.66 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 1.8 185 0.0068 1.67 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 20.7 285 Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=18,774 sf Runoff Volume=0.031 af Runoff Depth=0.87" Flow Length=285' Tc=20.7 min CN=72 0.27 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 0.29 cfs @ 12.27 hrs, Volume= 0.032 af, Depth= 0.93" Routed to Link DP3* : DP3* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 3,623 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 186 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 5,968 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 0 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 4,890 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 3,626 70 Woods, Good, HSG C 18,293 73 Weighted Average 12,325 67.38% Pervious Area 5,968 32.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 65 0.0871 0.07 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 0.7 35 0.0113 0.87 Sheet Flow, Impervious Sheet Flow Smooth surfaces n= 0.011 P2= 3.11" 2.5 224 0.0055 1.51 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 18.1 324 Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=18,293 sf Runoff Volume=0.032 af Runoff Depth=0.93" Flow Length=324' Tc=18.1 min CN=73 0.29 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P6: P6 Runoff = 0.31 cfs @ 13.22 hrs, Volume= 0.076 af, Depth= 0.78" Routed to Link DP3* : DP3* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description 1,285 61 >75% Grass cover, Good, HSG B * 20 71 >75% Grass cover, Good, HSG B/D 3,754 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG A 2,999 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 55 98 Paved parking, HSG C 0 30 Woods, Good, HSG A 5,069 55 Woods, Good, HSG B * 9,032 66 Woods, Good, HSG B/D 28,978 70 Woods, Good, HSG C 51,192 70 Weighted Average 48,138 94.03% Pervious Area 3,054 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 66.0 100 0.0050 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 10.8 205 0.0040 0.32 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 2.1 49 0.0058 0.38 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 1.0 98 0.0069 1.69 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 79.9 452 Total Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=51,192 sf Runoff Volume=0.076 af Runoff Depth=0.78" Flow Length=452' Tc=79.9 min CN=70 0.31 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 0.06 cfs @ 12.10 hrs, Volume= 0.004 af, Depth= 0.93" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.11" Area (sf) CN Description * 313 70 >75% Grass cover, Good, HSG B/D 2,119 74 >75% Grass cover, Good, HSG C 2,432 73 Weighted Average 2,432 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2-Year Rainfall=3.11" Runoff Area=2,432 sf Runoff Volume=0.004 af Runoff Depth=0.93" Tc=6.0 min CN=73 0.06 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond EP1*: EP1* Inflow Area = 4.897 ac, 73.51% Impervious, Inflow Depth > 2.19" for 2-Year event Inflow = 4.45 cfs @ 12.70 hrs, Volume= 0.894 af Outflow = 4.31 cfs @ 12.82 hrs, Volume= 0.894 af, Atten= 3%, Lag= 7.5 min Primary = 3.87 cfs @ 12.82 hrs, Volume= 0.884 af Routed to Link DP1* : DP1* Secondary = 0.44 cfs @ 12.82 hrs, Volume= 0.010 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 73.93' @ 12.82 hrs Surf.Area= 5,826 sf Storage= 2,421 cf Plug-Flow detention time= 10.1 min calculated for 0.894 af (100% of inflow) Center-of-Mass det. time= 10.1 min ( 896.1 - 886.0 ) Volume Invert Avail.Storage Storage Description #1 72.98' 26,597 cf Swale (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 72.98 5 0 0 5 73.00 408 3 3 408 74.00 6,458 2,830 2,833 6,461 75.00 47,348 23,764 26,597 47,356 Device Routing Invert Outlet Devices #1 Primary 72.98'30.0" Round RCP_Round 30" L= 47.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 72.98' / 72.79' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Secondary 73.90'30.0' long + 10.0 '/' SideZ x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.87 cfs @ 12.82 hrs HW=73.93' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 30" (Barrel Controls 3.87 cfs @ 3.34 fps) Secondary OutFlow Max=0.44 cfs @ 12.82 hrs HW=73.93' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.44 cfs @ 0.44 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond EP1*: EP1* Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=4.897 ac Peak Elev=73.93' Storage=2,421 cf 4.45 cfs 4.31 cfs 3.87 cfs 0.44 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PP1: PP1 Inflow Area = 3.610 ac, 75.21% Impervious, Inflow Depth = 2.27" for 2-Year event Inflow = 5.44 cfs @ 12.38 hrs, Volume= 0.681 af Outflow = 3.81 cfs @ 12.65 hrs, Volume= 0.680 af, Atten= 30%, Lag= 15.6 min Primary = 3.81 cfs @ 12.65 hrs, Volume= 0.680 af Routed to Pond EP1* : EP1* Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Starting Elev= 74.00' Surf.Area= 8,585 sf Storage= 8,785 cf Peak Elev= 74.72' @ 12.65 hrs Surf.Area= 10,835 sf Storage= 15,744 cf (6,959 cf above start) Plug-Flow detention time= 227.5 min calculated for 0.478 af (70% of inflow) Center-of-Mass det. time= 65.7 min ( 885.7 - 819.9 ) Volume Invert Avail.Storage Storage Description #1 72.00' 32,752 cf Pond 1 (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 72.00 2,385 0 0 73.00 3,300 2,843 2,843 74.00 8,585 5,943 8,785 75.00 11,725 10,155 18,940 76.00 15,899 13,812 32,752 Device Routing Invert Outlet Devices #1 Primary 74.00'18.0" Round Culvert X 2.00 L= 19.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 74.00' / 73.80' S= 0.0105 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=3.81 cfs @ 12.65 hrs HW=74.72' TW=73.89' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.81 cfs @ 3.35 fps) Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: PP1 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=3.610 ac Peak Elev=74.72' Storage=15,744 cf 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' 5.44 cfs 3.81 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1*: DP1* Inflow Area = 4.897 ac, 73.51% Impervious, Inflow Depth > 2.17" for 2-Year event Inflow = 3.87 cfs @ 12.82 hrs, Volume= 0.884 af Primary = 3.87 cfs @ 12.82 hrs, Volume= 0.884 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=4.897 ac 3.87 cfs 3.87 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2*: DP2* Inflow Area = 0.056 ac, 0.00% Impervious, Inflow Depth = 3.11" for 2-Year event Inflow = 0.45 cfs @ 12.82 hrs, Volume= 0.014 af Primary = 0.45 cfs @ 12.82 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.056 ac 0.45 cfs 0.45 cfs Proposed Conditions Type III 24-hr 2-Year Rainfall=3.11"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3*: DP3* Inflow Area = 2.026 ac, 16.03% Impervious, Inflow Depth = 0.83" for 2-Year event Inflow = 0.60 cfs @ 12.31 hrs, Volume= 0.140 af Primary = 0.60 cfs @ 12.31 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.026 ac 0.60 cfs 0.60 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP4*) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.94" Runoff Area=53,762 sf Runoff Volume=0.321 af Runoff Depth=3.12" Flow Length=406' Tc=62.4 min CN=83 1.74 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-Year Rainfall=4.94" Runoff Area=157,251 sf Runoff Volume=1.213 af Runoff Depth=4.03" Flow Length=306' Tc=28.8 min CN=92 9.44 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=4.94" Runoff Area=56,054 sf Runoff Volume=0.398 af Runoff Depth=3.71" Flow Length=413' Tc=86.7 min CN=89 1.72 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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-Year Rainfall=4.94" Runoff Area=18,774 sf Runoff Volume=0.077 af Runoff Depth=2.15" Flow Length=285' Tc=20.7 min CN=72 0.71 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 10-Year Rainfall=4.94" Runoff Area=18,293 sf Runoff Volume=0.078 af Runoff Depth=2.23" Flow Length=324' Tc=18.1 min CN=73 0.76 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-Year Rainfall=4.94" Runoff Area=51,192 sf Runoff Volume=0.195 af Runoff Depth=1.99" Flow Length=452' Tc=79.9 min CN=70 0.87 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10-Year Rainfall=4.94" Runoff Area=2,432 sf Runoff Volume=0.010 af Runoff Depth=2.23" Tc=6.0 min CN=73 0.15 cfs Pond EP1*: EP1* Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.897 ac Peak Elev=74.03' Storage=3,027 cf 8.14 cfs 8.10 cfs 4.61 cfs 3.49 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: PP1 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.610 ac Peak Elev=75.03' Storage=19,319 cf 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' 9.44 cfs 7.00 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=4.897 ac 4.61 cfs 4.61 cfs Proposed Conditions Type III 24-hr 10-Year Rainfall=4.94"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.056 ac 3.51 cfs 3.51 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=2.026 ac 1.66 cfs 1.66 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP4*) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 25-Year Rainfall=6.08" Runoff Area=53,762 sf Runoff Volume=0.428 af Runoff Depth=4.17" Flow Length=406' Tc=62.4 min CN=83 2.31 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-Year Rainfall=6.08" Runoff Area=157,251 sf Runoff Volume=1.549 af Runoff Depth=5.15" Flow Length=306' Tc=28.8 min CN=92 11.90 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 25-Year Rainfall=6.08" Runoff Area=56,054 sf Runoff Volume=0.516 af Runoff Depth=4.81" Flow Length=413' Tc=86.7 min CN=89 2.21 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=6.08" Runoff Area=18,774 sf Runoff Volume=0.110 af Runoff Depth=3.06" Flow Length=285' Tc=20.7 min CN=72 1.02 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=6.08" Runoff Area=18,293 sf Runoff Volume=0.110 af Runoff Depth=3.16" Flow Length=324' Tc=18.1 min CN=73 1.09 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=6.08" Runoff Area=51,192 sf Runoff Volume=0.281 af Runoff Depth=2.87" Flow Length=452' Tc=79.9 min CN=70 1.29 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25-Year Rainfall=6.08" Runoff Area=2,432 sf Runoff Volume=0.015 af Runoff Depth=3.16" Tc=6.0 min CN=73 0.21 cfs Pond EP1*: EP1* Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.897 ac Peak Elev=74.07' Storage=3,347 cf 10.40 cfs 10.35 cfs 4.95 cfs5.40 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: PP1 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.610 ac Peak Elev=75.20' Storage=21,423 cf 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' 11.90 cfs 8.93 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=4.897 ac 4.95 cfs 4.95 cfs Proposed Conditions Type III 24-hr 25-Year Rainfall=6.08"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=0.056 ac 5.43 cfs 5.43 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=2.026 ac 2.43 cfs 2.43 cfs Proposed Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP4*) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 50-Year Rainfall=6.91" Runoff Area=53,762 sf Runoff Volume=0.508 af Runoff Depth=4.94" Flow Length=406' Tc=62.4 min CN=83 2.73 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-Year Rainfall=6.91" Runoff Area=157,251 sf Runoff Volume=1.795 af Runoff Depth=5.97" Flow Length=306' Tc=28.8 min CN=92 13.69 cfs Proposed Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 50-Year Rainfall=6.91" Runoff Area=56,054 sf Runoff Volume=0.603 af Runoff Depth=5.62" Flow Length=413' Tc=86.7 min CN=89 2.57 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 50-Year Rainfall=6.91" Runoff Area=18,774 sf Runoff Volume=0.135 af Runoff Depth=3.75" Flow Length=285' Tc=20.7 min CN=72 1.26 cfs Proposed Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 50-Year Rainfall=6.91" Runoff Area=18,293 sf Runoff Volume=0.135 af Runoff Depth=3.86" Flow Length=324' Tc=18.1 min CN=73 1.34 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 50-Year Rainfall=6.91" Runoff Area=51,192 sf Runoff Volume=0.347 af Runoff Depth=3.54" Flow Length=452' Tc=79.9 min CN=70 1.60 cfs Proposed Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50-Year Rainfall=6.91" Runoff Area=2,432 sf Runoff Volume=0.018 af Runoff Depth=3.86" Tc=6.0 min CN=73 0.25 cfs Pond EP1*: EP1* Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.897 ac Peak Elev=74.10' Storage=3,575 cf 12.00 cfs 11.95 cfs 5.18 cfs 6.77 cfs Proposed Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 43HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: PP1 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.610 ac Peak Elev=75.32' Storage=22,942 cf 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' 13.69 cfs 10.29 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=4.897 ac 5.18 cfs 5.18 cfs Proposed Conditions Type III 24-hr 50-Year Rainfall=6.91"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 44HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=0.056 ac 6.81 cfs 6.81 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.026 ac 3.01 cfs 3.01 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 45HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP4*) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.84" Runoff Area=53,762 sf Runoff Volume=0.599 af Runoff Depth=5.82" Flow Length=406' Tc=62.4 min CN=83 3.20 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.84" Runoff Area=157,251 sf Runoff Volume=2.071 af Runoff Depth=6.89" Flow Length=306' Tc=28.8 min CN=92 15.68 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 46HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.84" Runoff Area=56,054 sf Runoff Volume=0.700 af Runoff Depth=6.53" Flow Length=413' Tc=86.7 min CN=89 2.97 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.84" Runoff Area=18,774 sf Runoff Volume=0.164 af Runoff Depth=4.55" Flow Length=285' Tc=20.7 min CN=72 1.53 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 47HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.84" Runoff Area=18,293 sf Runoff Volume=0.163 af Runoff Depth=4.67" Flow Length=324' Tc=18.1 min CN=73 1.62 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 100-Year Rainfall=7.84" Runoff Area=51,192 sf Runoff Volume=0.424 af Runoff Depth=4.33" Flow Length=452' Tc=79.9 min CN=70 1.97 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 48HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-Year Rainfall=7.84" Runoff Area=2,432 sf Runoff Volume=0.022 af Runoff Depth=4.67" Tc=6.0 min CN=73 0.31 cfs Pond EP1*: EP1* Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.897 ac Peak Elev=74.12' Storage=3,819 cf 13.76 cfs 13.71 cfs 5.41 cfs 8.31 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 49HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: PP1 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.610 ac Peak Elev=75.45' Storage=24,655 cf 18.0" Round Culvert x 2.00 n=0.013 L=19.0' S=0.0105 '/' 15.68 cfs 11.77 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=4.897 ac 5.41 cfs 5.41 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 50HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=0.056 ac 8.34 cfs 8.34 cfs Link DP3*: DP3* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=2.026 ac 3.68 cfs 3.68 cfs Proposed Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 51HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond EP1*: EP1* Inflow Area = 4.897 ac, 73.51% Impervious, Inflow Depth = 6.79" for 100-Year event Inflow = 13.76 cfs @ 12.65 hrs, Volume= 2.770 af Outflow = 13.71 cfs @ 12.69 hrs, Volume= 2.770 af, Atten= 0%, Lag= 2.5 min Primary = 5.41 cfs @ 12.69 hrs, Volume= 2.115 af Routed to Link DP1* : DP1* Secondary = 8.31 cfs @ 12.69 hrs, Volume= 0.655 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 74.12' @ 12.69 hrs Surf.Area= 9,494 sf Storage= 3,819 cf Plug-Flow detention time= 7.8 min calculated for 2.770 af (100% of inflow) Center-of-Mass det. time= 7.7 min ( 846.7 - 838.9 ) Volume Invert Avail.Storage Storage Description #1 72.98' 26,597 cf Swale (Pyramidal) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 72.98 5 0 0 5 73.00 408 3 3 408 74.00 6,458 2,830 2,833 6,461 75.00 47,348 23,764 26,597 47,356 Device Routing Invert Outlet Devices #1 Primary 72.98'30.0" Round RCP_Round 30" L= 47.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 72.98' / 72.79' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Secondary 73.90'30.0' long + 10.0 '/' SideZ x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.41 cfs @ 12.69 hrs HW=74.12' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 30" (Barrel Controls 5.41 cfs @ 3.62 fps) Secondary OutFlow Max=8.30 cfs @ 12.69 hrs HW=74.12' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 8.30 cfs @ 1.15 fps) Summary for Pond PP1: PP1 Inflow Area = 3.610 ac, 75.21% Impervious, Inflow Depth = 6.89" for 100-Year event Inflow = 15.68 cfs @ 12.38 hrs, Volume= 2.071 af Outflow = 11.77 cfs @ 12.60 hrs, Volume= 2.070 af, Atten= 25%, Lag= 13.1 min Primary = 11.77 cfs @ 12.60 hrs, Volume= 2.070 af Routed to Pond EP1* : EP1* Proposed Conditions Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. Page 52HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Starting Elev= 74.00' Surf.Area= 8,585 sf Storage= 8,785 cf Peak Elev= 75.45' @ 12.60 hrs Surf.Area= 13,608 sf Storage= 24,655 cf (15,870 cf above start) Plug-Flow detention time= 121.9 min calculated for 1.868 af (90% of inflow) Center-of-Mass det. time= 42.9 min ( 833.6 - 790.8 ) Volume Invert Avail.Storage Storage Description #1 72.00' 32,752 cf Pond 1 (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 72.00 2,385 0 0 73.00 3,300 2,843 2,843 74.00 8,585 5,943 8,785 75.00 11,725 10,155 18,940 76.00 15,899 13,812 32,752 Device Routing Invert Outlet Devices #1 Primary 74.00'18.0" Round Culvert X 2.00 L= 19.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 74.00' / 73.80' S= 0.0105 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=11.77 cfs @ 12.60 hrs HW=75.45' TW=74.12' (Dynamic Tailwater) 1=Culvert (Barrel Controls 11.77 cfs @ 4.29 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 September 23, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 Map Unit Descriptions..........................................................................................8 State of Connecticut........................................................................................10 13—Walpole sandy loam, 0 to 3 percent slopes.........................................10 23A—Sudbury sandy loam, 0 to 5 percent slopes......................................11 36A—Windsor loamy sand, 0 to 3 percent slopes......................................13 36B—Windsor loamy sand, 3 to 8 percent slopes......................................14 306—Udorthents-Urban land complex........................................................15 307—Urban land.........................................................................................17 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................18 Soil Information for All Uses...............................................................................20 Soil Properties and Qualities..............................................................................20 Soil Qualities and Features.............................................................................20 Hydrologic Soil Group.................................................................................20 References............................................................................................................25 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 6 Custom Soil Resource Report Soil Map 46 3 3 5 0 0 46 3 3 6 0 0 46 3 3 7 0 0 46 3 3 8 0 0 46 3 3 9 0 0 46 3 4 0 0 0 46 3 4 1 0 0 46 3 3 6 0 0 46 3 3 7 0 0 46 3 3 8 0 0 46 3 3 9 0 0 46 3 4 0 0 0 46 3 4 1 0 0 46 3 4 2 0 0 699200 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 699200 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 41° 50' 4'' N 72 ° 3 6 ' 7 ' ' W 41° 50' 4'' N 72 ° 3 5 ' 2 0 ' ' W 41° 49' 41'' N 72 ° 3 6 ' 7 ' ' W 41° 49' 41'' N 72 ° 3 5 ' 2 0 ' ' W N 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: 1:5,020 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 21, Sep 7, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Oct 24, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes 25.4 40.8% 23A Sudbury sandy loam, 0 to 5 percent slopes 1.0 1.6% 36A Windsor loamy sand, 0 to 3 percent slopes 2.6 4.2% 36B Windsor loamy sand, 3 to 8 percent slopes 1.8 2.8% 306 Udorthents-Urban land complex 1.8 2.9% 307 Urban land 0.0 0.0% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 29.6 47.6% Totals for Area of Interest 62.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not Custom Soil Resource Report 8 mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 State of Connecticut 13—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,020 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Walpole and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform:Depressions, outwash plains, outwash terraces, depressions, deltas Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe - 0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg - 7 to 21 inches: sandy loam BC - 21 to 25 inches: gravelly sandy loam C - 25 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 4 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 10 Minor Components Sudbury Percent of map unit:10 percent Landform:Outwash plains, deltas, terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Scarboro Percent of map unit:10 percent Landform:Outwash plains, deltas, outwash terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 23A—Sudbury sandy loam, 0 to 5 percent slopes Map Unit Setting National map unit symbol: 9lkv 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 Sudbury and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sudbury Setting Landform:Terraces, outwash plains Down-slope shape:Concave Across-slope shape:Linear Parent material:Sandy and gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 5 inches: sandy loam Bw1 - 5 to 17 inches: gravelly sandy loam Bw2 - 17 to 25 inches: sandy loam 2C - 25 to 60 inches: stratified gravel to sand Custom Soil Resource Report 11 Properties and qualities Slope:0 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:About 18 to 36 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Agawam Percent of map unit:5 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Terraces, outwash plains, kames Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Ninigret Percent of map unit:5 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Terraces, outwash plains Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Walpole Percent of map unit:2 percent Landform:Drainageways on terraces, depressions on terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 12 36A—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash plains, outwash terraces, deltas, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Custom Soil Resource Report 13 Hydric soil rating: No Minor Components Deerfield, loamy sand Percent of map unit:10 percent Landform:Deltas, terraces, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit:5 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No 36B—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Dunes, outwash plains, deltas, outwash terraces Landform position (three-dimensional):Tread, riser Down-slope shape:Convex, linear Across-slope shape:Convex, linear Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material Custom Soil Resource Report 14 A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley, loamy sand Percent of map unit:10 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Deltas, terraces, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Custom Soil Resource Report 15 Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear Parent material:Drift Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:8 percent Hydric soil rating: No Custom Soil Resource Report 16 Udorthents, wet substratum Percent of map unit:5 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Hydric soil rating: No 307—Urban land Map Unit Setting National map unit symbol: 9lmh Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Udorthents, wet substratum Percent of map unit:10 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Unnamed, undisturbed soils Percent of map unit:10 percent Hydric soil rating: No Custom Soil Resource Report 17 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 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 Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Kame terraces, outwash plains, moraines, kames, outwash terraces Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: 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 17 to 39 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Custom Soil Resource Report 18 Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash plains, outwash terraces, eskers, kames, moraines 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 Agawam Percent of map unit:5 percent Landform:Kame terraces, outwash plains, outwash terraces, moraines, kames 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 Tisbury Percent of map unit:3 percent Landform:Outwash terraces, valley trains, deltas, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 19 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 20 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 21 22 Custom Soil Resource Report Map—Hydrologic Soil Group 46 3 3 5 0 0 46 3 3 6 0 0 46 3 3 7 0 0 46 3 3 8 0 0 46 3 3 9 0 0 46 3 4 0 0 0 46 3 4 1 0 0 46 3 3 6 0 0 46 3 3 7 0 0 46 3 3 8 0 0 46 3 3 9 0 0 46 3 4 0 0 0 46 3 4 1 0 0 46 3 4 2 0 0 699200 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 699200 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 41° 50' 4'' N 72 ° 3 6 ' 7 ' ' W 41° 50' 4'' N 72 ° 3 5 ' 2 0 ' ' W 41° 49' 41'' N 72 ° 3 6 ' 7 ' ' W 41° 49' 41'' N 72 ° 3 5 ' 2 0 ' ' W N 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: 1:5,020 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 21, Sep 7, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Oct 24, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 23 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes B/D 25.4 40.8% 23A Sudbury sandy loam, 0 to 5 percent slopes B 1.0 1.6% 36A Windsor loamy sand, 0 to 3 percent slopes A 2.6 4.2% 36B Windsor loamy sand, 3 to 8 percent slopes A 1.8 2.8% 306 Udorthents-Urban land complex B 1.8 2.9% 307 Urban land D 0.0 0.0% 701A Ninigret fine sandy loam, 0 to 3 percent slopes C 29.6 47.6% Totals for Area of Interest 62.2 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 24 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 25 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 26 APPENDIX D NOAA Rainfall Data 9/7/22, 1:28 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8322&lon=-72.5990&data=intensity&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8322°, Longitude: -72.599° Elevation: 73.05 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.04 (3.13‑5.21) 4.90 (3.79‑6.31) 6.29 (4.86‑8.14) 7.44 (5.72‑9.68) 9.04 (6.73‑12.3) 10.2 (7.48‑14.2) 11.5 (8.15‑16.6) 12.9 (8.68‑19.1) 14.9 (9.68‑22.9) 16.6 (10.5‑26.0) 10-min 2.86 (2.22‑3.68) 3.47 (2.69‑4.47) 4.46 (3.44‑5.77) 5.27 (4.05‑6.86) 6.40 (4.76‑8.71) 7.25 (5.29‑10.1) 8.14 (5.78‑11.8) 9.14 (6.15‑13.5) 10.6 (6.85‑16.2) 11.8 (7.45‑18.4) 15-min 2.24 (1.74‑2.89) 2.72 (2.11‑3.50) 3.50 (2.70‑4.52) 4.14 (3.18‑5.38) 5.02 (3.74‑6.84) 5.68 (4.15‑7.92) 6.38 (4.53‑9.23) 7.17 (4.82‑10.6) 8.30 (5.38‑12.7) 9.22 (5.84‑14.4) 30-min 1.51 (1.17‑1.94) 1.83 (1.42‑2.36) 2.36 (1.82‑3.05) 2.80 (2.15‑3.64) 3.40 (2.53‑4.63) 3.86 (2.81‑5.36) 4.33 (3.07‑6.26) 4.87 (3.27‑7.20) 5.63 (3.65‑8.63) 6.26 (3.96‑9.80) 60-min 0.944 (0.732‑1.22) 1.15 (0.891‑1.48) 1.48 (1.15‑1.92) 1.76 (1.35‑2.29) 2.15 (1.60‑2.92) 2.43 (1.78‑3.39) 2.74 (1.94‑3.95) 3.08 (2.07‑4.55) 3.56 (2.31‑5.46) 3.96 (2.50‑6.19) 2-hr 0.611 (0.476‑0.782) 0.739 (0.576‑0.947) 0.948 (0.738‑1.22) 1.12 (0.868‑1.45) 1.36 (1.02‑1.85) 1.54 (1.13‑2.14) 1.73 (1.24‑2.50) 1.96 (1.32‑2.88) 2.29 (1.49‑3.49) 2.57 (1.63‑4.00) 3-hr 0.469 (0.367‑0.598) 0.567 (0.443‑0.724) 0.727 (0.566‑0.931) 0.859 (0.666‑1.11) 1.04 (0.785‑1.41) 1.18 (0.870‑1.63) 1.32 (0.954‑1.92) 1.50 (1.01‑2.20) 1.77 (1.15‑2.68) 2.00 (1.27‑3.09) 6-hr 0.294 (0.232‑0.373) 0.357 (0.281‑0.453) 0.460 (0.361‑0.586) 0.545 (0.425‑0.698) 0.662 (0.502‑0.893) 0.749 (0.557‑1.03) 0.843 (0.612‑1.22) 0.959 (0.651‑1.40) 1.14 (0.743‑1.72) 1.29 (0.825‑1.99) 12-hr 0.178 (0.141‑0.225) 0.219 (0.173‑0.276) 0.284 (0.224‑0.360) 0.339 (0.266‑0.432) 0.414 (0.315‑0.555) 0.469 (0.351‑0.645) 0.530 (0.387‑0.762) 0.605 (0.412‑0.876) 0.723 (0.473‑1.08) 0.824 (0.528‑1.26) 24-hr 0.104 (0.083‑0.131) 0.130 (0.103‑0.163) 0.171 (0.136‑0.216) 0.206 (0.162‑0.260) 0.253 (0.194‑0.338) 0.288 (0.217‑0.395) 0.327 (0.241‑0.469) 0.376 (0.256‑0.541) 0.454 (0.298‑0.676) 0.522 (0.335‑0.793) 2-day 0.059 (0.047‑0.073) 0.074 (0.059‑0.092) 0.099 (0.079‑0.124) 0.120 (0.095‑0.151) 0.149 (0.115‑0.198) 0.170 (0.129‑0.232) 0.193 (0.144‑0.278) 0.224 (0.154‑0.321) 0.275 (0.181‑0.408) 0.321 (0.207‑0.484) 3-day 0.043 (0.034‑0.053) 0.054 (0.043‑0.067) 0.072 (0.058‑0.090) 0.088 (0.070‑0.110) 0.109 (0.084‑0.144) 0.124 (0.095‑0.169) 0.141 (0.106‑0.203) 0.164 (0.113‑0.234) 0.202 (0.133‑0.299) 0.237 (0.153‑0.355) 4-day 0.034 (0.028‑0.042) 0.043 (0.035‑0.054) 0.058 (0.047‑0.072) 0.070 (0.056‑0.088) 0.087 (0.068‑0.116) 0.099 (0.076‑0.135) 0.113 (0.085‑0.162) 0.132 (0.090‑0.187) 0.162 (0.107‑0.238) 0.189 (0.122‑0.284) 7-day 0.023 (0.019‑0.029) 0.029 (0.024‑0.036) 0.039 (0.031‑0.048) 0.046 (0.037‑0.058) 0.057 (0.045‑0.075) 0.065 (0.050‑0.088) 0.074 (0.055‑0.105) 0.086 (0.059‑0.121) 0.105 (0.069‑0.153) 0.122 (0.079‑0.181) 10-day 0.019 (0.015‑0.023) 0.023 (0.019‑0.028) 0.030 (0.024‑0.037) 0.036 (0.029‑0.045) 0.044 (0.034‑0.058) 0.050 (0.038‑0.067) 0.056 (0.042‑0.079) 0.065 (0.045‑0.091) 0.078 (0.052‑0.114) 0.091 (0.059‑0.134) 20-day 0.014 (0.011‑0.017) 0.016 (0.013‑0.019) 0.020 (0.016‑0.024) 0.023 (0.018‑0.028) 0.027 (0.021‑0.035) 0.030 (0.023‑0.040) 0.033 (0.025‑0.046) 0.038 (0.026‑0.052) 0.044 (0.029‑0.063) 0.049 (0.032‑0.073) 30-day 0.011 (0.009‑0.014) 0.013 (0.011‑0.016) 0.016 (0.013‑0.019) 0.018 (0.014‑0.022) 0.021 (0.016‑0.026) 0.023 (0.017‑0.030) 0.025 (0.018‑0.034) 0.028 (0.019‑0.038) 0.031 (0.021‑0.045) 0.034 (0.022‑0.050) 45-day 0.010 (0.008‑0.012) 0.011 (0.009‑0.013) 0.012 (0.010‑0.015) 0.014 (0.011‑0.017) 0.016 (0.012‑0.020) 0.017 (0.013‑0.023) 0.019 (0.014‑0.025) 0.021 (0.014‑0.028) 0.023 (0.015‑0.032) 0.024 (0.016‑0.036) 60-day 0.008 (0.007‑0.010) 0.009 (0.008‑0.011) 0.011 (0.009‑0.013) 0.012 (0.010‑0.014) 0.013 (0.010‑0.017) 0.015 (0.011‑0.019) 0.016 (0.012‑0.021) 0.017 (0.012‑0.023) 0.018 (0.012‑0.026) 0.019 (0.013‑0.028) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 9/7/22, 1:28 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8322&lon=-72.5990&data=intensity&units=english&series=pds 2/4 Back to Top Maps & aerials Small scale terrain 9/7/22, 1:28 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8322&lon=-72.5990&data=intensity&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 9/7/22, 1:28 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8322&lon=-72.5990&data=intensity&units=english&series=pds 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 9/7/22, 1:27 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8322&lon=-72.5990&data=depth&units=english&series=pds#table 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8322°, Longitude: -72.599° Elevation: 73.05 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.337 (0.261‑0.434) 0.408 (0.316‑0.526) 0.524 (0.405‑0.678) 0.620 (0.477‑0.807) 0.753 (0.561‑1.02) 0.853 (0.623‑1.19) 0.958 (0.679‑1.38) 1.08 (0.723‑1.59) 1.25 (0.807‑1.91) 1.38 (0.876‑2.17) 10-min 0.477 (0.370‑0.614) 0.578 (0.448‑0.745) 0.743 (0.574‑0.961) 0.879 (0.675‑1.14) 1.07 (0.794‑1.45) 1.21 (0.881‑1.68) 1.36 (0.963‑1.96) 1.52 (1.02‑2.25) 1.76 (1.14‑2.70) 1.96 (1.24‑3.07) 15-min 0.561 (0.436‑0.723) 0.680 (0.527‑0.876) 0.874 (0.676‑1.13) 1.03 (0.794‑1.35) 1.25 (0.934‑1.71) 1.42 (1.04‑1.98) 1.60 (1.13‑2.31) 1.79 (1.21‑2.65) 2.08 (1.34‑3.18) 2.31 (1.46‑3.61) 30-min 0.753 (0.584‑0.969) 0.914 (0.709‑1.18) 1.18 (0.910‑1.52) 1.40 (1.07‑1.82) 1.70 (1.27‑2.32) 1.93 (1.41‑2.68) 2.17 (1.54‑3.13) 2.43 (1.64‑3.60) 2.82 (1.83‑4.32) 3.13 (1.98‑4.90) 60-min 0.944 (0.732‑1.22) 1.15 (0.891‑1.48) 1.48 (1.15‑1.92) 1.76 (1.35‑2.29) 2.15 (1.60‑2.92) 2.43 (1.78‑3.39) 2.74 (1.94‑3.95) 3.08 (2.07‑4.55) 3.56 (2.31‑5.46) 3.96 (2.50‑6.19) 2-hr 1.22 (0.953‑1.56) 1.48 (1.15‑1.89) 1.90 (1.48‑2.44) 2.25 (1.74‑2.90) 2.73 (2.04‑3.70) 3.08 (2.27‑4.28) 3.46 (2.48‑5.01) 3.91 (2.64‑5.75) 4.58 (2.98‑6.98) 5.15 (3.27‑8.00) 3-hr 1.41 (1.10‑1.80) 1.70 (1.33‑2.17) 2.18 (1.70‑2.80) 2.58 (2.00‑3.33) 3.13 (2.36‑4.24) 3.54 (2.61‑4.90) 3.98 (2.87‑5.75) 4.51 (3.05‑6.60) 5.31 (3.45‑8.06) 5.99 (3.81‑9.28) 6-hr 1.76 (1.39‑2.24) 2.14 (1.68‑2.72) 2.75 (2.16‑3.51) 3.26 (2.54‑4.18) 3.97 (3.00‑5.35) 4.48 (3.34‑6.19) 5.05 (3.67‑7.28) 5.75 (3.90‑8.37) 6.82 (4.45‑10.3) 7.75 (4.94‑11.9) 12-hr 2.15 (1.70‑2.71) 2.63 (2.08‑3.32) 3.43 (2.70‑4.34) 4.08 (3.20‑5.20) 4.99 (3.80‑6.69) 5.66 (4.23‑7.77) 6.38 (4.66‑9.18) 7.29 (4.96‑10.6) 8.71 (5.70‑13.0) 9.93 (6.36‑15.2) 24-hr 2.50 (1.99‑3.14) 3.11 (2.48‑3.90) 4.11 (3.26‑5.17) 4.94 (3.89‑6.25) 6.08 (4.66‑8.12) 6.91 (5.21‑9.48) 7.84 (5.78‑11.3) 9.01 (6.15‑13.0) 10.9 (7.15‑16.2) 12.5 (8.04‑19.0) 2-day 2.82 (2.26‑3.51) 3.56 (2.85‑4.43) 4.76 (3.80‑5.96) 5.77 (4.57‑7.26) 7.15 (5.52‑9.53) 8.15 (6.19‑11.2) 9.28 (6.91‑13.3) 10.8 (7.37‑15.4) 13.2 (8.70‑19.6) 15.4 (9.92‑23.2) 3-day 3.07 (2.47‑3.81) 3.88 (3.12‑4.82) 5.21 (4.17‑6.49) 6.31 (5.02‑7.91) 7.82 (6.07‑10.4) 8.92 (6.81‑12.2) 10.2 (7.61‑14.6) 11.8 (8.11‑16.9) 14.6 (9.61‑21.5) 17.0 (11.0‑25.6) 4-day 3.29 (2.66‑4.08) 4.16 (3.35‑5.15) 5.57 (4.47‑6.93) 6.75 (5.38‑8.44) 8.36 (6.50‑11.1) 9.53 (7.29‑13.0) 10.9 (8.14‑15.6) 12.6 (8.68‑18.0) 15.6 (10.3‑22.9) 18.2 (11.7‑27.2) 7-day 3.91 (3.17‑4.82) 4.88 (3.95‑6.02) 6.48 (5.22‑8.01) 7.80 (6.25‑9.70) 9.61 (7.50‑12.7) 10.9 (8.38‑14.8) 12.4 (9.32‑17.6) 14.4 (9.92‑20.3) 17.6 (11.6‑25.7) 20.4 (13.2‑30.5) 10-day 4.53 (3.68‑5.57) 5.56 (4.52‑6.84) 7.25 (5.86‑8.94) 8.65 (6.95‑10.7) 10.6 (8.25‑13.8) 12.0 (9.18‑16.1) 13.5 (10.1‑19.1) 15.6 (10.8‑21.9) 18.8 (12.5‑27.4) 21.7 (14.1‑32.2) 20-day 6.53 (5.34‑7.97) 7.62 (6.22‑9.31) 9.40 (7.65‑11.5) 10.9 (8.80‑13.4) 12.9 (10.1‑16.7) 14.4 (11.0‑19.1) 16.0 (11.9‑22.1) 18.0 (12.5‑25.2) 21.1 (14.0‑30.4) 23.6 (15.4‑34.9) 30-day 8.24 (6.76‑10.0) 9.36 (7.67‑11.4) 11.2 (9.13‑13.7) 12.7 (10.3‑15.6) 14.8 (11.6‑18.9) 16.3 (12.5‑21.4) 18.0 (13.3‑24.4) 19.8 (13.9‑27.6) 22.6 (15.1‑32.4) 24.8 (16.1‑36.4) 45-day 10.4 (8.57‑12.6) 11.6 (9.50‑14.0) 13.4 (11.0‑16.3) 15.0 (12.2‑18.3) 17.1 (13.4‑21.7) 18.8 (14.4‑24.3) 20.5 (15.1‑27.3) 22.2 (15.6‑30.6) 24.5 (16.4‑35.0) 26.3 (17.1‑38.4) 60-day 12.2 (10.1‑14.8) 13.4 (11.1‑16.2) 15.4 (12.6‑18.6) 17.0 (13.9‑20.7) 19.2 (15.1‑24.2) 20.9 (16.0‑26.9) 22.6 (16.6‑29.9) 24.2 (17.0‑33.3) 26.2 (17.7‑37.4) 27.7 (18.1‑40.3) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 9/7/22, 1:27 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8322&lon=-72.5990&data=depth&units=english&series=pds#table 2/4 Back to Top Maps & aerials Small scale terrain 9/7/22, 1:27 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8322&lon=-72.5990&data=depth&units=english&series=pds#table 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 9/7/22, 1:27 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8322&lon=-72.5990&data=depth&units=english&series=pds#table 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi APPENDIX E Storm Sewer Analysis APPENDIX F Water Quality Flow Calculations and Data 444 Nutmeg Road – DPI Project No.:2509.P October 3, 2022 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: Drainage Area P6 to West Basin P2 Impervious 2.01 Pervious 0.92 Total Area 2.93 % Impervious 68.60% Water Quality Volume (WQV) = (1”) (R)(A)/12, where: R = unitless volumetric runoff coefficient = 0.05 + 0.009(I), where: I = percent impervious cover of drainage area = 68.60% R = 0.05 + 0.009(I) R = 0.05 + 0.009(68.60) R = 0.667 A = drainage area in acres = 2.93 acres WQV = (1”)(R)(A acres)/12 inches per foot WQV = (1”)(0.667)(2.93 acres)/12 inches per foot WQV = 0.163 acre-feet required = 7,094.15 cft Proposed BMP The proposed water quality basin and forebay are proposed to provide 8,785 cft (below basin outlet FE-3 & FE-5 @ Elev. 74.0) and 1,837 cft (below forebay spillways) of water quality storage, respectively. The forebays will provide storage for more than 10% of the determined water quality volume draining to the basin. The forebays in combination with the proposed wet pool of the water quality basin will provide a total water quality storage volume of 10,595 cft of storage; more than 100% of the water quality volume. Water quality basin and forebay stage storage reports are included as a part of this appendix. Type III 24-hr 100-Year Rainfall=7.84"2509.P HydroCAD Printed 10/3/2022Prepared by Design Professionals, Inc. HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond PP1: PP1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.00 2,385 0 72.05 2,431 120 72.10 2,476 243 72.15 2,522 368 72.20 2,568 495 72.25 2,614 625 72.30 2,659 757 72.35 2,705 891 72.40 2,751 1,027 72.45 2,797 1,166 72.50 2,843 1,307 72.55 2,888 1,450 72.60 2,934 1,596 72.65 2,980 1,744 72.70 3,026 1,894 72.75 3,071 2,046 72.80 3,117 2,201 72.85 3,163 2,358 72.90 3,209 2,517 72.95 3,254 2,679 73.00 3,300 2,843 73.05 3,564 3,014 73.10 3,828 3,199 73.15 4,093 3,397 73.20 4,357 3,608 73.25 4,621 3,833 73.30 4,885 4,070 73.35 5,150 4,321 73.40 5,414 4,585 73.45 5,678 4,863 73.50 5,943 5,153 73.55 6,207 5,457 73.60 6,471 5,774 73.65 6,735 6,104 73.70 7,000 6,447 73.75 7,264 6,804 73.80 7,528 7,174 73.85 7,792 7,557 73.90 8,057 7,953 73.95 8,321 8,362 74.00 8,585 8,785 74.05 8,742 9,218 74.10 8,899 9,659 74.15 9,056 10,108 74.20 9,213 10,565 74.25 9,370 11,029 74.30 9,527 11,502 74.35 9,684 11,982 74.40 9,841 12,470 74.45 9,998 12,966 74.50 10,155 13,470 74.55 10,312 13,982 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 74.60 10,469 14,501 74.65 10,626 15,029 74.70 10,783 15,564 74.75 10,940 16,107 74.80 11,097 16,658 74.85 11,254 17,217 74.90 11,411 17,783 74.95 11,568 18,358 75.00 11,725 18,940 75.05 11,934 19,531 75.10 12,142 20,133 75.15 12,351 20,746 75.20 12,560 21,368 75.25 12,769 22,002 75.30 12,977 22,645 75.35 13,186 23,299 75.40 13,395 23,964 75.45 13,603 24,639 75.50 13,812 25,324 75.55 14,021 26,020 75.60 14,229 26,726 75.65 14,438 27,443 75.70 14,647 28,170 75.75 14,856 28,908 75.80 15,064 29,656 75.85 15,273 30,414 75.90 15,482 31,183 75.95 15,690 31,962 76.00 15,899 32,752 APPENDIX G Drainage Area Maps N U T M E G R O A D N O R T H GOVERNORS HIGHWAY © ··· es i g n ro f e s s i o n a l s N U T M E G R O A D N O R T H GOVERNORS HIGHWAY © ··· es i g n ro f e s s i o n a l s 400 528 381 381 381 444 359 401 410 381 401 401 540 330 401 525 359 381 µ1 inch = 127 feet The information on this map is from a computer database accessed using a Geographic Information System (GIS). This is not a surveyproduct. The data provided on this map are provided for informationaland planning purposes only. The Town makes no claims or guaranteesabout the accuracy or currency of the contents of this map and expresslydisclaims liability for errors and omissions in its contents. Unauthorizedattempts to modify any information shown on this map or utilize thismap for other than its intended purposes are prohibited. Each user of thismap is responsible for determining its suitability for his or her intendeduse or purpose. In no event will the Town of South Windsor be liable forany damages, including loss of data, lost profits, business interruption,loss of business information or other pecuniary loss that might arise fromthe use of this map or the information it contains. TALBOT LN GOVERNORSHWY NUTMEG RD S3 530 25 400 441 310 475 528 455 310 584 550 310 319 564 345 310 310 381 310 330 310287 550 381 560 345 596 381 310310 310310 444 359 310 570 310 310 310 401 345 310 310 310 401401 310 540 330 330 525 431 310 576 359 381 470 345 310 µ1 inch = 200 feet The information on this map is from a computer database accessed using a Geographic Information System (GIS). This is not a surveyproduct. The data provided on this map are provided for informationaland planning purposes only. The Town makes no claims or guaranteesabout the accuracy or currency of the contents of this map and expresslydisclaims liability for errors and omissions in its contents. Unauthorizedattempts to modify any information shown on this map or utilize thismap for other than its intended purposes are prohibited. Each user of thismap is responsible for determining its suitability for his or her intendeduse or purpose. In no event will the Town of South Windsor be liable forany damages, including loss of data, lost profits, business interruption,loss of business information or other pecuniary loss that might arise fromthe use of this map or the information it contains. Area To Be Altered Appl# 22-36PPrime Materials Recovery444 Nutmeg Rd North µ1 inch = 125 feet The information on this map is from a computer database accessed using a Geographic Information System (GIS). This is not a surveyproduct. The data provided on this map are provided for informationaland planning purposes only. The Town makes no claims or guaranteesabout the accuracy or currency of the contents of this map and expresslydisclaims liability for errors and omissions in its contents. Unauthorizedattempts to modify any information shown on this map or utilize thismap for other than its intended purposes are prohibited. Each user of thismap is responsible for determining its suitability for his or her intendeduse or purpose. In no event will the Town of South Windsor be liable forany damages, including loss of data, lost profits, business interruption,loss of business information or other pecuniary loss that might arise fromthe use of this map or the information it contains. Appl #22-36P TALBOT LN GOVERNORSHWY NUTMEG RD S3 530 25 50 400 290 441 310 475 528 455 310 584 550 310 319 564 345 310 310 381 310 330 310287 550 381 560 345 596 381 310310 310310 444 359 310 570 310 310 310 310 401 345 310 310 310 401401 310 540 330 330 608 525 431 310 576 359 381 470 345 310 µ1 inch = 213 feet The information on this map is from a computer database accessed using a Geographic Information System (GIS). This is not a surveyproduct. The data provided on this map are provided for informationaland planning purposes only. The Town makes no claims or guaranteesabout the accuracy or currency of the contents of this map and expresslydisclaims liability for errors and omissions in its contents. Unauthorizedattempts to modify any information shown on this map or utilize thismap for other than its intended purposes are prohibited. Each user of thismap is responsible for determining its suitability for his or her intendeduse or purpose. In no event will the Town of South Windsor be liable forany damages, including loss of data, lost profits, business interruption,loss of business information or other pecuniary loss that might arise fromthe use of this map or the information it contains. Appl #22-36PPrime Materials Recovery Inc444 Nutmeg Rd North Area proposed to be developed To: Design Professionals Jeffrey Dr. South Windsor, CT 06074 From: Jeffrey H. Folger – Environmental Planner, Town of South Windsor Date: October 12, 2022 Re: Appl. #22-36P - Review of the proposed the Prime Materials Recovery site plan. Plans dated 10/03/22. I have reviewed the proposed plan with the following initial comments: Please add additional silt fencing along the southeast and east portions of the work area. The southeast corner of the proposed building is shown to be three feet away from the limit of clearing. I don’t believe that this distance will allow for the passage of construction equipment and still maintain the integrity of the limit of clearing. Please relocate the building a suitable distance away from the limit of clearing to allow for the passage of construction equipment. cc. Dir. of Planning Inland Wetland/Conservation Commission Town Engineer To: Design Professionals Jeffrey Dr. South Windsor, CT 06074 From: Jeffrey H. Folger – Environmental Planner, Town of South Windsor Date: October 12, 2022 Re: Appl. #22-36P - Review of the proposed the Prime Materials Recovery site plan. Plans dated 10/03/22. I have reviewed the proposed plan with the following initial comments: A site visit revealed that miscellaneous pieces of equipment are presently parked within the area proposed for development. These vehicles are in various states of repair. There appears to be no thought or plan on how to contain automotive fluids from seeping into the soil on the site. Additionally, there is a fueling tank in the northwestern portion of the current site. There does not appear to be any structure present that would contain any inadvertent spillage from this area. The site plan must include a comprehensive plan for storage and containment of equipment with the potential to pollute ground and surface water on the site. cc. Dir. of Planning Inland Wetland/Conservation Commission Town Engineer M E M O R A N D U M To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger – Environmental Planner/Conservation Officer Date: October 13, 2022 Re: Appl. #22-36P Review of the proposed Prime Materials Recovery – 444 Nutmeg Rd. Plans dated 10/03/22. The application is to seek approvals and create a additional storage building; on a 36 acre site. The project will consist of a 29,600 sqft industrial building, parking, stormwater and associated utilities. Stormwater is proposed to be directed onto surface retention ponds. Proposed activities include 80 linear feet of direct wetland disturbance and 28,594sqft (0.65ac) within the Upland Review Area (URA). Site: The portion of the site involved is located in the Bancroft/Stoughton Brook watershed. The site is comprised of two lots totaling 36.36 acres. The total impervious coverage on the site will equal 23%. The site was originally approved for a metal recycling facility in 2009. A portion of the site to be developed is level and has been utilized as a miscellaneous equipment parking area since 2012. The vacant parcel at 410 Nutmeg will also be incorporated into the developed area. Rain water currently infiltrates into the soil on the majority of the site, although the high-water table present precludes deep infiltration. A man-made drainage ditch was constructed along the southern boundary of the developed portion of the site in 2009 to direct runoff to two retention basins along Nutmeg Rd, which discharge to a 24” culvert underneath Nutmeg Rd. The wetlands on the site would be characterized as an intermittent watercourse, shallow marsh and a forested wetland. Wetland flagging shown on the plan appears to be accurate. The forested area in the eastern portion is a mix of various hardwood species including swamp white oak, red maple, and black gum. The understory is moderate with sweet pepperbush and blueberry present. The wetland portion occurs in the center of the stand with a forested buffer of between 80 to 150 feet present to the west. The forested area adjacent to the wetland provides considerable shade to the wetland which prevents desiccation of the wetland due to evaporation. The soils are homogeneous medium grain sands with very little moisture holding capacity. Main functions of this wetland are groundwater recharge and wildlife habitat. The intermittent watercourse (ditch) functions as a transport device for runoff, and exfiltration of groundwater. Residence time within the ditch is extended by the presence of stone berms located along its reach. The southern portion of the site sheet flows into this structure. Impacts: The soils listed on the site report are Ninigret Fine Sandy Loam, 0 to 3% slope, and Windsor Sandy Loam 0 to 3% slope and Walpole Sandy Loam (wetland soil). Perimeter erosion controls will be adequate to contain sediments from construction activities on the flat portion of the site. Dust control will be essential during construction. Wetland Impact: The majority of the wetlands on the site will not be impacted by the proposed site alterations. The eastern eighty feet of the ditch is proposed to be re-graded to accommodate a rip-rap outlet from the new basins. Stormwater: The stormwater management upgrade consists of two additional retention basins to receive and treat runoff from the proposed building. I have requested that the eastern portion of the ditch be enlarged to create its own discreet basin to increase pollutant renovation from runoff from the existing paved area. This will result in an increase in the overall direct disturbance numbers. Current Site Conditions: Currently this portion of the site contains an assortment of machinery in various stages of repair ranging from operational, to under repair, to questionable if it ever run again. These are currently parked on sand. The potential for automotive fluids escaping unchecked into the soil is high. Additionally, there is a refueling tank located in the northwest corner of the site that has no spill containment capability. I have recommended that a portion of the overall site be designed to accommodate these machines with the capability to contain escaping fluids and a site be designated as a refueling area installed with all appropriate spill safeguards. Mitigation: The expansion of the stormwater system to contain and treat existing and proposed impervious surfaces will adequately compensate for the alteration of the existing ditch. es i g n ro f e s s i o n a l s © ··· esign rofessionals · · · esign rofessionals 30 TALBOT LANE MCCARTHY TALBOT REALTY LLC 88900030 596 GOVERNORS HIGHWAY BUTLER DERRICK J & CARINA L 36900596 519 NUTMEG ROAD ELECTRO-METHODS INC 65100519 441 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900441 431 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900431 300 GOVERNORS HIGHWAY ELECTRON TECHNOLOGIES CORPORATIO 36900300 551 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900551 359 GOVERNORS HIGHWAY HAGELIN ASSOCIATES LLC 36900359 330 NUTMEG ROAD NUTMEG ROAD ASSOCIATES LLC 65100330 400 GOVERNORS HIGHWAY MARCO ENTERPRISE MANAGEMENT LLLP 36900400 345 NUTMEG ROAD NUTMEG PROPERTIES OF CT LLC 65100345 584 GOVERNORS HIGHWAY RONDINONE STEVEN 36900584 301 GOVERNORS HIGHWAY MACYS LOGISTICS LLC 36900301 560 NUTMEG ROAD 560 NUTMEG ROAD NORTH LLC 65100560 540 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100540 550 GOVERNORS HIGHWAY RULNICK MARTIN 36900550 455 GOVERNORS HIGHWAY RYAN KATHLEEN T 36900455 330 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900330 576 GOVERNORS HIGHWAY JE SHEPARD COMPANY 36900576 528 NUTMEG ROAD JE SHEPARD COMPANY 65100528 550 FOSTER ROAD JE SHEPARD COMPANY 33300550 381 GOVERNORS HIGHWAY RSS REAL ESTATE LLC 36900381 401 GOVERNORS HIGHWAY RSS REAL ESTATE LLC 36900401 560 GOVERNORS HIGHWAY SNUCK ANTHONY G L/U 36900560 555 NUTMEG ROAD 555 NUTMEG RD NO REALTY LLC 65100555 570 GOVERNORS HIGHWAY JONES WILLIAM &36900570 475 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900475 20 BAKER LANE TEMPLE BETH HILLEL 7100020 5 TALBOT LANE UW VINTAGE LANE II LLC 88900005 25 TALBOT LANE UW VINTAGE LANE II LLC 88900025 470 GOVERNORS HIGHWAY RYCONN PROPERTIES LLC 36900470 L0031 NUTMEG ROAD MACY'S RETAIL HOLDINGS LLC 6510L0031 es i g n ro f e s s i o n a l s © ··· N U T M E G R O A D N O R T H GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· N U T M E G R O A D N O R T H GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· N U T M E G R O A D N O R T H GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· · · · ’ · · · · ’ · GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· STAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. TREES WHOSE NORTH ORIENTATION IS NOT CHANGED FROM THE NURSERY DO NOT NEED TO BE WRAPPED EXCEPT TREES WITH VERY THIN BARK, SUCH AS RED MAPLE, SHOULD BE WRAPPED IF APPROVED BY THE LANDSCAPE ARCHITECT. TREE WRAP SHOULD BE INSTALLED AT TIME OF PLANTING AND BE REMOVED WHEN DIRECTED BY THE LANDSCAPE ARCHITECT, OPTION 2 APPLY THE PLASTIC SHEETING LOOSELY AROUND THE TRUNK TO LEAVE A 12MM (0.5") GAP BETWEEN THE TRUNK AND THE SHEETING. BUT NO LATER THAN 12 MONTHS AFTER PLANTING. OPTION 1 BIO-DEGRADABLE PLASTIC TAPE TWO-WALLED PLASTIC SHEETING OR TREE SHELTER MATERIAL APPLIED FROM TRUNK FLARE TO FIRST BRANCH BREATHABLE FABRIC TREE WRAP APPLIED FROM TRUNK FLARE TO FIRST BRANCH. WRAP PAPER FROM THE BOTTOM UP WITH SUFFICIENT OVERLAP TO COVER ALL BARK. BIO-DEGRADABLE PLASTIC TAPE WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. OUTSIDE THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). NOTE: ALL STAKES SHALL BE DRIVEN 12 0 0 M M ( 4 ' ) 13MM (0.5") DIAMETER PLASTIC HOSE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. 2"x2"X8' HARDWOOD STAKES OR OTHER APPROVED STAKE MATERIAL. PAINT TOP 6" OF STAKES ORANGE FOR VISIBILITY. 13MM (1/2") DIAMETER PLASTIC HOSE WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR-QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). ALL STAKES SHALL BE DRIVEN OUTSIDE INSTALL THREE GUY WIRES PER TREE, SPACED EVENLY AROUND THE TRUNK. PLASTIC FLAGGING OR OTHER VISUAL MARKER ON EACH WIRE. OPTIONAL METAL DRIVE ANCHORS, INSTALLED PER MANUFACTURERS DIRECTIONS. 750MM (30") LONG WOOD STAKE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. TURNBUCKLES FOR TREES OVER 150MM (6") CALIPER. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale TREE WRAPPING DETAIL5 Not to Scale TREE STAKING DETAIL (3" CAL. OR SMALLER)3 Not to Scale TREE STAKING DETAIL (LARGER THAN 3" CAL.)4 Not to Scale SOIL IMPROVEMENT DETAIL2 GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ··· 1" = 10' BUFFER CROSS SECTION 1 1" = 50' KEY MAP2 GOVERNORS HIGHWAY 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.2 0.2 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.7 0.9 0.9 0.9 0.8 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.6 1.0 1.4 1.3 1.3 1.5 1.0 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.6 0.9 1.0 1.1 1.0 1.0 0.9 0.7 0.4 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.7 0.7 0.7 0.8 0.8 0.9 1.2 1.5 0.7 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.8 0.8 0.6 0.6 0.6 0.8 1.1 1.3 0.8 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 1.2 0.9 0.6 0.5 0.5 0.6 0.7 0.7 0.6 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 1.0 0.9 0.7 0.7 0.6 0.5 0.4 0.4 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.6 0.6 0.8 1.0 0.8 0.5 0.3 0.3 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.4 0.6 1.2 1.4 1.0 0.7 0.5 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.4 0.9 1.3 1.2 1.0 0.9 0.8 0.5 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.7 1.1 1.2 1.3 1.6 1.1 0.7 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.7 1.1 1.3 1.3 1.5 1.0 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.7 1.2 1.2 1.3 1.3 0.8 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.8 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 0.9 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.1 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.1 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.1 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.1 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 1.1 1.0 0.6 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 1.4 0.8 0.7 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 0.6 0.6 0.9 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.5 0.8 1.2 0.9 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.5 0.8 1.1 0.9 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.5 1.3 0.9 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.9 0.7 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.6 1.0 0.9 1.0 1.0 0.9 1.0 0.7 0.8 0.5 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.5 0.6 0.6 0.6 0.6 0.5 0.4 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 B @ 20' B @ 20' B @ 20' B @ 20' B @ 20'B @ 20'B @ 20'B @ 20' A @ 25' A @ 25' A @ 25' A @ 25' A @ 25' A @ 25' B @ 18' B @ 18' B @ 18' B @ 18' es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· “ ” · ·” ·“” · · · es i g n ro f e s s i o n a l s © ··· Not to Scale PAVED LEAK OFF5 Not to Scale CONCRETE DOCK APRON1 Not to Scale BITUMINOUS CONCRETE HEAVY DUTY PAVEMENT2 Not to Scale BITUMINOUS SIDEWALK SECTION4 Not to Scale MONOLITHIC CONCRETE CURB & WALK3 Not to Scale BITUMINOUS CONCRETE LIP CURB6 Not to Scale PRECAST CONCRETE CURB7 Not to Scale ELECTRIC TRENCH SECTION9 Not to Scale WATER TRENCH SECTION12 Not to Scale SANITARY MANHOLE13 Not to Scale SANITARY SEWER TRENCH SECTION14 Not to Scale STORM SEWER TRENCH SECTION8 Not to Scale STORM & SEWER CROSSING CONCRETE ENCASEMENT11 Not to Scale RIPRAP APRON SECTION VIEW10 es i g n ro f e s s i o n a l s © ··· Not to Scale TYPE C & CL CATCH BASIN1 Not to Scale FLARED END TRASH GUARD2 Not to Scale CATCH BASIN TRAP HOOD3 Not to Scale REINFORCED CONCRETE PIPE FLARED END5 Not to Scale HDPE FLARED END WITH CONCRETE ANCHORING6 Not to Scale EMERGENCY SPILLWAY4 Not to Scale GRAVEL PAVEMENT SECTION7 Not to Scale EV CHARGING STATION LAYOUT8 50000 77.86 cor fnd 50001 88.59 tow 50002 80.08 tow 50003 77.88 cor fnd 50004 77.85 inv 6in p v c 50005 77.85 inv 6in p v c 50006 79.51 cor fnd 50007 80.26 cor fnd N U T M E G R O A D N O R T H GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ···· · · · GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ···· · · · GOVERNORS HIGHWAY es i g n ro f e s s i o n a l s © ···· · · · A-101 AR C H I T E C T W I L L B E A R N O R E S P O N S I B I L I T Y SCALE JOB NO. DRAWN CHECKED DATE SH E E T T I T L E JO B N A M E DE S I G N S I N C O R P O R A T E D H E R E I N , A S A N IN S T R U M E N T O F P R O F E S S I O N A L SE R V I C E S , I S T H E P R O P E R T Y O F T H E WH O L E O R I N P A R T , F O R A N Y O T H E R CO R P O R A T I O N O T H E R T H A N T H A T NA M E D H E R E O N W I T H O U T T H E W R I T T E N SO L E L Y A T T H E U S E R ' S R I S K A N D T H E PR O J E C T O R B Y A N Y O T H E R P E R S O N , O R TH I S D O C U M E N T , T H E I D E A S A N D AR I S I N G O U T O F S U C H U S E . AU T H O R I Z A T I O N O F T H E A R C H I T E C T . AR C H I T E C T , A N D I S N O T T O B E U S E D , I N AN Y S U C H U N A U T H O R I Z E D U S E W I L L B E FL B A r c h i t e c t u r e & P l a n n i n g , I n c . (8 6 0 ) 5 6 8 - 4 0 3 0 19 S i l v e r L a n e Ea s t H a r t f o r d C T 0 6 1 1 8 fa x : ( 8 6 0 ) 5 6 8 - 5 1 2 9 e- m a i l : f l b @ f l b a r c h . c o m we b : w w w . f l b a r c h . c o m P: \ 2 0 0 9 7 . 2 0 A n s a l d i - P r i m e M a t e r i a l s R e c o v e r y \ A - X X X _ _ Z . d w g , A - 1 0 1 , 1 0 / 3 / 2 0 2 2 1 1 : 3 5 : 3 4 A M , DW G T o P D F . p c 3 A-201 AR C H I T E C T W I L L B E A R N O R E S P O N S I B I L I T Y SCALE JOB NO. DRAWN CHECKED DATE SH E E T T I T L E JO B N A M E DE S I G N S I N C O R P O R A T E D H E R E I N , A S A N IN S T R U M E N T O F P R O F E S S I O N A L SE R V I C E S , I S T H E P R O P E R T Y O F T H E WH O L E O R I N P A R T , F O R A N Y O T H E R CO R P O R A T I O N O T H E R T H A N T H A T NA M E D H E R E O N W I T H O U T T H E W R I T T E N SO L E L Y A T T H E U S E R ' S R I S K A N D T H E PR O J E C T O R B Y A N Y O T H E R P E R S O N , O R TH I S D O C U M E N T , T H E I D E A S A N D AR I S I N G O U T O F S U C H U S E . AU T H O R I Z A T I O N O F T H E A R C H I T E C T . AR C H I T E C T , A N D I S N O T T O B E U S E D , I N AN Y S U C H U N A U T H O R I Z E D U S E W I L L B E FL B A r c h i t e c t u r e & P l a n n i n g , I n c . (8 6 0 ) 5 6 8 - 4 0 3 0 19 S i l v e r L a n e Ea s t H a r t f o r d C T 0 6 1 1 8 fa x : ( 8 6 0 ) 5 6 8 - 5 1 2 9 e- m a i l : f l b @ f l b a r c h . c o m we b : w w w . f l b a r c h . c o m P: \ 2 0 0 9 7 . 2 0 A n s a l d i - P r i m e M a t e r i a l s R e c o v e r y \ A - X X X _ _ Z . d w g , A - 2 0 1 , 1 0 / 3 / 2 0 2 2 1 1 : 3 6 : 0 5 A M , DW G T o P D F . p c 3 SPILL PREVENTION CONTROL & COUNTERMEASURE PLAN (SPCC) G & S Scrap Metal 444 Nutmeg Road North South Windsor, Connecticut 06074 October 27, 2022 Prepared By: Environmental Services, Inc. 90 Brookfield Street South Windsor, Connecticut 06074 ESI Project No. 2022-0984 i TABLE OF CONTENTS Page # 1.0 INTRODUCTION 1 1.1 Purpose 1 1.2 Applicability 2 1.2.1 Definition of a Spill 3 1.2.2 Overview of Federal and State Spill Regulations 3 2.0 PLAN ADMINISTRATION 4 2.1 Designated Person 4 2.2 Management Approval 4 2.3 Self-Certification 5 2.4 Location of SPCC Plan 5 2.5 Plan Review 5 2.6 Cross Reference with SPCC Regulations 7 2.7 Conformance with Applicable SPCC Requirements 8 3.0 FACILITY INFORMATION 8 3.1 Location & Activities 8 3.2 Site Drainage and Topography 9 3.3 Description of Oil Storage Containers 10 3.4 Spill History 11 4.0 DISCHARGE PREVENTION 11 4.1 Potential for Equipment Failure & Secondary Containment Measures 11 5.0 SPILL RESPONSE & REPORTING PROCEDURES 12 5.1 Discharge Response 12 5.2 Response to a Minor Release 14 5.3 Response to a Major Release 14 5.4 Emergency Contacts & Telephone Numbers 15 5.4.1 DeSiato Facility Contacts 15 5.4.2 Local, State & Federal Contacts 15 5.4.3 Licensed Spill Response Contractor 16 5.5 Discharge Notification 16 5.5.1 CTDEEP Reporting 16 5.5.2 Federal Reporting 17 ii TABLE OF CONTENTS (continued) Page # 6.0 INSPECTIONS, TESTS AND RECORDS 18 6.1 Inspections & Tests 18 6.2 Recordkeeping 18 7.0 PERSONNEL TRAINING AND DISCHARGE PREVENTION PROCEDURES 19 8.0 SECURITY 20 Tables TABLE 1 SPCC CROSS-REFERENCE 7 Appendices Appendix 1 Site Location Plan & Site Plans Appendix 2 Plan Review Log Appendix 3 Discharge Notification Form Appendix 4 Inspection Records Appendix 5 Training Log