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HomeMy WebLinkAbout22-22P Hartford Truck Site Plan TOWN OF SOUTH WINDSOR PLANNING &ZONING COMMISSION APPLICATION FORM Application Number: Official Receipt Date: VPC Application #: APPLICANT: McGuire Road Associates, LLC PROJECT NAME: Hartford Truck Equipment - Storage Building and Building Expansion COMPLETE LOCATION OF PROPERTY: 542 King Street and 45 & 95 John Fitch Boulevard OWNER OF RECORD ON LAND RECORDS: McGuire Road Associates, LLC OWNER ADDRESS: 111 Farm Brook Lane, South Windsor, CT 06074 GIS PIN # 50400542, 47700045,47700095 ZONE GC NAME, ADDRESS, TELEPHONE &EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Peter DeMallie, Design Professionals, Inc., 21 Jeffrey Drive, South Windsor CT (860) 291-8755; PDeMallie@designprofessionalsinc.com Estimated presentation time: 15 min. THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table (Public Hearing and Certificate of Mailing Required) ® Site Plan of Development ❑ New Modification Buildings) Sq Ft 45,000 new storage building ❑ General Plan of Development 10,000 sf building expansion ❑ Earth Filling(Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑Zoning ❑ Subdivision -Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing Required) for ❑ Temporary and Conditional Permit Renewal for ❑ Detached In Law Apartment or❑ Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) for ❑ Other (explain in detail) PLEASE NOTE: An Application Pending Sign is required to be posted on the property for all applications ten(101 ys prior to being heard by the Commission. Sign tore of Applicant Signs 4 eto f Property Owner d Print Name of Applicant Print Name of Property Owner Revised 2/26/2021 i TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT McGuire Road Associates, LLC PROJECT NAME Hartford Truck Equipment- Storage Building and Building Expansion This checklist must be signed by plan preparer(P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items B-11 required where appropriate. Check mark for each item supplied. 1. On each sheet for plans or maps, title block with the following information: a. Name, address and telephone of applicant. d b. Name, address and telephone number of Land Surveyor or Professional Engineer. c. Name of Development. d. Date when drawings were made. 2. Key Map: An overall map drawn to a scale of I. inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. J a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. b. Outline of buildings. n/a c. Layout of streets. J d. Surrounding property boundaries-within 500 feet. J e. Names of abutting property owners. n/a f. Proposed open spaces and recreation areas. V g. Driveway cuts on abutting properties and any properties across from proposed site. J h. Distance to and name of nearest intersection street. n/a 3. Architectural Elevations: See attached checklist for Architecture and Design Review. i 4. Plot Flan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24"x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: ✓ a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. n/a. b. Proposed streets and street lines with center line station, curve data, and parking spaces. ✓ c. Building lines in accordance with zoning regulations. d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). J e. Easements, noting grantors, grantees,and purpose must be shown in table format, e.g. below Grantor Grantee Type of Date Filed Voi/Pg Easement ✓ f. Names of abutting property owners. n/a g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency.. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. ✓ h. All open space or other common or public land uses shall be indicated. ✓ i. A-2 certification; P.E./L.S. Seal. ✓ 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition.to the requirements of the plot plans show the following: i ✓ a. All existing and proposed buildings. ✓ b. Curb Lines and pavement width, sidewalks. n/a c. Existing and proposed sanitary sewers. ✓ d. Existing and proposed water and-all existing utilities. 2 e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. V _ f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land,the contours shall be one- foot intervals and spot elevations. V g . Regulated wetlands and 100-year floodplain or note that none are present. h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches,within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. n/a i.. Connections of all springs into proposed storm drainage system as needed. n/a j. Location and indications of existing brook channels, and 100-year flood limits. J k. A-2 &T-2 Certification; P.E& L.S. Seals. 6. Landscaping plan ✓ 7. Drainage calculations: -Zero Runoff Increase per attached guidelines. 8. Traffic Report: 9. Site Lighting Plan n/a 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: n/a a. Layout of streets in sections coordinated by stations with the profile. n/a b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. c. Sight line at driveway&street intersections. 3 n/a d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. Na e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and slopes of pipes. Na f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. ✓ g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. n/a h. Profiles shall show all sanitary sewer lines and manholes, including elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. i n/a 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. n/a 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. wze--- C/r3 /za-2z PLAN AEPARER (P.E.JL.S.) DATE February 2002; Rev. 4-04 4 NAME: Hartford Truck Equipment LOCATION: 45 & 95 John Fitch Boulevard and 542 King Street TYPE OF PROJECT: Site Plan Modification - building expansion, new storage building and outdoor storage ARCHITECTURAL AND DESIGN REVIEW COMMITTEE CHECKLIST The following items must be submitted, in accordance with Section 9.1 of the Zoning Regulations at the time of a site plan application for an industrial or commercial building, or high density housing. 1. Site plan of the property (per Section 8 of the Zoning Regulations) 2. Architectural elevations of the proposed buildings 3. Types, styles and colors of building materials, exterior facades and facing, and fenestrations (samples suggested) 4. Special architectural features (if applicable) 5. Colors, materials, and location of lighting b. Design of signs 7. Mechanical hardware proposed on or around the building and roof, including trash compactor, and auxiliary storage areas 8. Landscape plan indicating location, types, sizes, and quantities of proposed plant materials 9. Lighting Plans (per Section 17.22.1.A.1-4 Submission requirements) All of the above-required information/materials have been provided. 6 -- Signature Date Please be aware that missing information or incomplete information may result in a delay in action by the Committee on this application. Revised December 20, 2000 —� ------ "" McGuire Road Associates, LLC wIII Farm Brook Lane South Windsor,CT. 06074 At McGuire.Road.Associates@gmail.com McGuire Road Associates, LLC hereby authorizes Peter R. DeMallie of Design Professionals, Inc. to act as our agent and to execute on our behalf any and all land use applications associated with our properties on King Street and John Fitch Boulevard in South Windsor, Connecticut. Sincerely, Blake Brannon, Member 12/jz�21 McGuire Road Associates, LLC ©···esignrofessionalsesign rofessionals · · · esign rofessionals N/F 500' ABUTTERS PARCEL ID STREET ADDRESS OWNER 1620 105 BURNHAM STREET TOWN OF EAST HARTFORD 1621 107 BURNHAM STREET CHAN ERNESTO CALVERT & LOUISE P 1622 149 BURNHAM STREET P & Z ELLINGTON ROAD REALTY LLC 1623 157 BURNHGAM STREET P & Z ELLINGTON ROAD REALTY LLC 4074 400 ELLINGTON ROAD MUMFORD CHARLES R SR 4075 405 ELLINGTON ROAD P & Z ELLINGTON ROAD REALTY LLC 15600060 60 BURNHAM STREET TRUTH BAPTIST CHURCH OF - 15600080 60 BURNHAM STREET TRUTH BAPTIST CHURCH OF - 15600096 96 BURNHAM STREET SZUKI GEORGE H & CYNTHIA V 15600096 96 BURNHAM STREET SZUKI GEORGE H & CYNTHIA V 15600150 150 BURNHAM STREET KIDS-5 LLC 15600160 160 BURNHAM STREET CONN STATE OF 15600210 210 BURNHAM STREET CURRENT RESIDENT 30300104 104 ELLINGTON ROAD CURRENT RESIDENT 30300112 112 ELLINGTON ROAD CURRENT RESIDENT 30300125 125 ELLINGTON ROAD ARG STWINCT001 LLC 47700005 5 JOHN FITCH BLVD ALLIANCE ENERGY CORP 47700013 13 JOHN FITCH BLVD CARON DAVID 47700019 19 JOHN FITCH BLVD 19 JOHN FITCH BOULEVARD II LLC 47700037 37 JOHN FITCH BLVD DBB MANAGEMENT LLC 47700059 59 JOHN FITCH BLVD CHURILO PETER 47700073 73 JOHN FITCH BLVD CHURILO PETER 47700084 84 JOHN FITCH BLVD TONYS TURTLE GAS LLC 47700090 90 JOHN FITCH BLVD GILL JASON 47700098 98 JOHN FITCH BLVD CONN STATE OF 47700116 116 JOHN FITCH BLVD CONN STATE OF 47700120 120 JOHN FITCH BLVD CONN STATE OF 50400469 469 KING STREET KELLEY BRITTANY 50400476 476 KING STREET GRAHAM BRIAN T & 50400479 479 KING STREET LIVINGSTON STEPHEN P & KIMBERLY 50400485 485 KING STREET MARSH STEVEN J 50400486 486 KING STREET SHELDON DAVID B & ELAINE R 50400491 491 KING STREET SOUTH WINDSOR TOWN OF 50400492 492 KING STREET MURPHY SHANNON 50400499 499 KING STREET TEDONE TAMARA 50400500 500 KING STREET CALABRESE MARK 50400509 509 KING STREET RUSSAK WALTER O 50400510 510 KING STREET UCCELLO ROBERT A & JESSICA 50400511 511 KING STREET RUSSAK WALTER O & 50400529 529 KING STREET BALTZ FRANK R & 50400545 545 KING STREET RUSSAK ROBERT 50400561 561 KING STREET RUSSO THOMAS J & BEATA 50400574 574 KING STREET ST JARRE STEVEN J 50400583 583 KING STREET RUSSAK MURIEL 50400588 588 KING STREET COLTON LISA A 50400593 593 KING STREET RIOUX NICOLE & DAVID 50400596 596 KING STREET VAZQUEZ EDWIN & NELIDA 50400599 599 KING STREET GALUSKA MICHAEL E 50400606 606 KING STREET BRENNAN JUSTINE 50400611 611 KING STREET AHLEMEYER WILLIAM F & 50400624 624 KING STREET WAINIKIEWICZ MARGARET L/U 54900244 244 MAIN STREET JONES ROBERT E JR & 58500020 20 MCGUIRE ROAD RAMIREZ PEDRO R 58500036 36 MCGUIRE ROAD DBB MANAGEMENT LLC 58500037 37 MCGUIRE ROAD SUNDERLAND EDWARD T III 58500059 59 MCGUIRE ROAD MCGUIRE ROAD ASSOCIATES LLC 58500067 67 MCGUIRE ROAD DBB MANAGEMENT LLC 84100039 39 SPIELMAN ROAD DUNTZ KATHY L 84100075 75 SPIELMAN ROAD TONUCCI RICHARD L & BERNICE A 84100083 83 SPIELMAN ROAD TONUCCI RICHARD L & BERNICE A 84100108 108 SPIELMAN ROAD LATORRE EDA © · · · esign rofessionals © · · · esign rofessionals © · · · esign rofessionals © · · · esign rofessionals © · · · esign rofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · ©···esignrofessionals ©···esignrofessionalsSTAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. 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 1200MM (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 DETAIL2 Not to Scale TREE WRAPPING DETAIL5Not to Scale TREE STAKING DETAIL (3" CAL. OR SMALLER)4 Not to Scale TREE STAKING DETAIL (LARGER THAN 3" CAL.)3Not to Scale SOIL IMPROVEMENT DETAIL1 ©···esignrofessionals1" = 10' BUFFER CROSS SECTION 22 1" = 10' BUFFER CROSS SECTION 11 1" = 100' KEY MAP3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.1 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 0.5 0.7 0.6 0.6 0.6 0.6 0.6 0.5 0.5 0.5 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 1.0 1.2 1.0 0.9 0.9 1.0 1.1 0.9 0.8 0.7 0.9 0.5 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.5 1.1 1.8 2.2 1.5 1.0 1.1 1.6 2.3 1.5 1.1 0.8 0.9 0.6 0.2 0.0 0.0 0.0 0.0 0.1 0.3 0.6 1.2 1.9 2.2 1.6 1.1 1.2 1.8 3.2 2.0 1.1 0.7 0.7 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.6 0.9 1.1 1.2 1.2 1.1 1.1 1.2 1.6 1.3 1.0 0.7 0.9 0.7 0.5 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.6 0.8 1.0 1.0 1.0 1.0 1.0 0.9 1.2 0.9 0.8 0.7 1.1 1.2 0.8 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.7 1.0 1.2 1.1 1.1 1.1 1.0 1.0 1.1 0.8 0.7 0.7 1.2 1.7 0.4 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.8 1.5 1.9 1.5 1.3 1.2 1.3 1.3 1.3 1.1 0.8 0.8 1.0 1.1 0.6 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.9 1.7 3.3 2.2 1.4 1.1 1.5 2.2 2.2 1.5 0.9 0.7 0.7 0.6 0.2 0.1 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.9 1.2 1.9 1.5 1.4 1.2 1.5 2.0 2.0 1.4 0.8 0.7 0.7 0.5 0.4 0.3 0.2 0.3 0.1 0.0 0.0 0.0 0.0 0.1 0.3 0.5 0.8 1.0 1.5 1.2 1.2 1.2 1.2 1.3 1.3 1.2 0.9 0.7 0.5 0.5 0.2 0.3 0.1 0.0 0.0 0.0 0.0 0.1 0.3 0.5 0.9 1.1 1.5 1.2 1.2 1.2 1.2 1.3 1.1 1.0 0.9 0.9 0.8 0.5 0.1 0.0 0.0 0.0 0.0 0.1 0.3 0.6 1.1 1.5 1.9 1.5 1.3 1.3 1.4 1.5 1.3 1.1 1.0 1.1 0.8 0.0 0.4 0.1 0.0 0.0 0.0 0.0 0.1 0.3 0.6 1.2 2.1 2.6 1.8 1.2 1.3 1.9 2.9 1.8 1.4 0.9 0.9 0.5 0.3 0.3 0.1 0.0 0.0 0.0 0.1 0.2 0.3 0.7 1.1 1.5 1.7 1.5 1.3 1.4 1.8 3.1 2.0 1.3 0.9 0.9 0.3 0.4 0.3 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.7 0.9 1.1 1.2 1.2 1.2 1.3 1.4 1.7 1.4 1.3 1.0 1.2 0.6 0.4 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.7 1.0 1.2 1.2 1.2 1.2 1.2 1.2 1.5 1.2 1.1 1.1 1.4 0.4 0.3 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.8 1.4 1.8 1.6 1.4 1.3 1.3 1.4 1.6 1.3 1.2 1.1 1.2 0.4 0.2 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.8 1.7 2.5 2.2 1.5 1.2 1.5 2.1 2.3 1.7 1.2 1.1 1.3 0.4 0.2 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.9 1.3 1.9 1.6 1.4 1.2 1.6 2.2 2.3 1.7 1.2 1.2 1.7 0.5 0.2 0.0 0.0 0.0 0.0 0.1 0.3 0.5 0.8 1.0 1.5 1.2 1.2 1.2 1.3 1.4 1.5 1.4 1.2 1.1 1.2 0.4 0.2 0.0 0.0 0.0 0.0 0.1 0.3 0.5 0.8 1.0 1.5 1.2 1.2 1.2 1.2 1.4 1.2 1.2 1.1 1.1 1.0 0.3 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.5 1.1 1.4 1.9 1.4 1.3 1.3 1.4 1.4 1.4 1.2 1.1 1.3 1.1 0.3 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.5 1.2 2.1 3.1 1.9 1.3 1.3 1.8 2.6 1.9 1.5 1.1 1.1 0.8 0.0 0.5 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.6 1.1 1.5 1.9 1.6 1.3 1.4 1.9 3.2 2.2 1.4 1.0 1.0 0.5 0.4 0.3 0.1 0.0 0.0 0.0 0.0 0.2 0.3 0.4 0.7 0.9 1.1 1.3 1.2 1.3 1.3 1.4 1.8 1.5 1.3 1.1 1.3 0.7 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.2 0.4 0.4 0.5 0.5 0.4 0.5 0.7 0.9 1.1 1.2 1.2 1.2 1.2 1.2 1.5 1.2 1.1 1.1 1.4 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.9 1.3 1.3 0.8 0.5 0.6 0.9 1.3 1.5 1.4 1.3 1.3 1.3 1.4 1.6 1.3 1.1 1.0 1.1 0.5 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.3 2.6 1.9 1.0 0.8 0.8 1.1 1.7 2.6 2.2 1.5 1.2 1.5 2.0 2.3 1.7 1.3 1.0 1.2 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.4 1.5 1.7 2.1 1.9 1.5 1.2 1.5 2.2 2.7 1.8 1.2 1.1 1.4 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 2.4 1.6 1.3 1.5 1.3 1.3 1.3 1.4 1.5 1.6 1.4 1.2 1.0 1.0 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 2.5 1.7 1.3 1.5 1.2 1.2 1.2 1.3 1.3 1.3 1.2 1.1 1.1 0.9 0.5 0.2 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.7 1.6 1.9 1.4 1.3 1.3 1.4 1.4 1.3 1.2 1.1 1.3 1.1 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.9 1.4 2.2 3.3 1.9 1.4 1.3 1.8 2.2 1.8 1.5 1.2 1.1 0.8 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.7 1.2 1.7 2.4 1.8 1.3 1.3 1.9 3.1 2.3 1.5 1.1 1.1 0.5 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.2 1.4 1.3 1.3 1.3 1.5 1.8 1.5 1.4 1.2 1.5 0.8 0.6 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.9 1.0 1.2 1.2 1.2 1.2 1.1 1.3 1.1 1.1 1.2 1.6 0.8 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 1.1 1.3 1.3 1.3 1.4 1.3 1.1 1.0 0.8 1.0 1.2 1.8 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 1.4 2.2 2.1 1.4 1.4 1.4 1.2 0.9 0.8 0.9 1.3 2.4 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 1.3 2.0 1.9 1.4 1.0 2.1 1.5 1.1 0.9 1.0 1.3 2.5 0.5 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.8 1.1 1.0 1.0 0.9 0.9 1.2 1.2 1.3 1.2 1.3 1.8 0.4 0.6 0.5 0.2 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.4 0.6 0.5 0.5 0.5 0.4 0.4 0.8 1.1 0.9 0.8 1.0 0.2 0.3 0.3 0.2 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.3 0.4 0.5 0.5 0.5 0.4 0.1 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.1 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 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.250.250.25 0.25 0.25 0.25 0.250.25 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 0.250.250.25 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 0.250.25 0.25 0.25 0.25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 11 1 1 1 1 11 1 11 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 B @ 25' B @ 25' B @ 25' B @ 25' B @ 25' B @ 25' B @ 19' B @ 19' A @ 25' B @ 25' D @ 18' D @ 18' D @ 18' D @ 18' D @ 18' D @ 18' D @ 18' D @ 18' D @ 18' E @ 25'E @ 25'E @ 25' E @ 25'E @ 25' E @ 25' E @ 25'E @ 25' E @ 25'E @ 25' E @ 25' E @ 25' E @ 25' E @ 25'E @ 25' A @ 25' C @ 25' C @ 25'D @ 18' B @ 25' B @ 25' B @ 17.5'©···esignrofessionals ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale VAN ACCESSIBLE PARKING SPACE4 Not to Scale ACCESSIBLE PARKING SIGN3 “ ” · ·” ·“” · · · Not to Scale PARALLEL SIDEWALK RAMP3 ©···esignrofessionalsNot to Scale BITUMINOUS CONCRETE PAVEMENT SECTION2 Not to Scale BITUMINOUS CONCRETE SIDEWALK SECTION3Not to Scale BITUMINOUS CONCRETE LIP CURB1 Not to Scale ELECTRIC TRENCH SECTION5 Not to Scale WATER TRENCH SECTION6 Not to Scale STORM SEWER TRENCH SECTION7 Not to Scale SANITARY LATERAL CONNECTION TO MANHOLE9 Not to Scale SANITARY MANHOLE10 Not to Scale SANITARY SEWER TRENCH SECTION11 Not to Scale BUILDING SEWER12 Not to Scale MONOLITHIC CONCRETE WALK AND CURB4 Not to Scale DRIP EDGE STONE SPLASH STRIP8 ©···esignrofessionalsNot to Scale STORM DRAIN MANHOLE7 Not to Scale MANHOLE FRAME AND COVER8 Not to Scale TYPE C & CL CATCH BASIN3 Not to Scale CLEAN OUT1 Not to Scale CATCH BASIN TRAP HOOD2 Not to Scale TYPE C & CL CATCH BASIN - TYPE II4 Not to Scale GEOMATRIX SYSTEMS GST STANDARD CHAMBER DETAIL9 Not to Scale DUPLEX SANITARY PUMP DETAIL10 Not to Scale 1,250 GALLON SEPTIC TANK5 Not to Scale CONCRETE DISTRIBUTION BOX6 ©···esignrofessionalsNot to Scale OUTLET CONTROL STRUCTURE 1 Not to Scale YARD DRAIN2 Not to Scale UNDERGROUND STORMWATER CHAMBERS3 ISOLATION ROW INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE OPTIONAL INSPECTION PORT END CAP COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 5' (1.5 m) MIN WIDE SC-310 CHAMBERSTORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES 12" (300 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP PART #: SC310EPE12B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD 18" (450 mm) MIN* 8' (2.4 m) MAX 6" (150 mm) MIN D C B A 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) MIN51" (1295 mm)6" (150 mm) MIN 30" (762 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PERIMETER STONE (SEE NOTE 5) SC-740 END CAP SUBGRADE SOILS (SEE NOTE 4) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) D esignrofessionals©····· · · esignrofessionals©····· · · 6/10/2022 11:13 AM Y:\2021 Projects\21-44_Hartford Truck, South Windsor, CT\21-44_Drawings\21-44_Cd\21-44_Plan Elev.dwg Copyright c 2021 Capital Studio Architects, LLC project no.scalecheckeddrawn1379 MAIN STREET EAST HARTFORD CT. 06108CAPITAL STUDIOa r c h i t e c t sL L C860.289.3262fax 860.289.3163no.Storage Building forHARTFORDTRUCKEQUIPMENT45 & 95 John FitchBlvd.South Windsor, Ct.datedescriptionrevisionsGeneral Renovations for PROJECT NAME, City, CT | CSA Project XX-XX: sheet 21-44_Plan ElevdatePROPOSEDPLAN &ELEVATIONSA-1.0 123456789106/10/2022 11:14 AM Y:\2021 Projects\21-44_Hartford Truck, South Windsor, CT\21-44_Drawings\21-44_Cd\21-44_Plan Elev.dwg Copyright c 2021 Capital Studio Architects, LLC project no.scalecheckeddrawn1379 MAIN STREET EAST HARTFORD CT. 06108CAPITAL STUDIOa r c h i t e c t sL L C860.289.3262fax 860.289.3163no.Proposed BuildingAdditionHARTFORDTRUCKEQUIPMENT45 & 95 John FitchBlvd.South Windsor, Ct.datedescriptionrevisionsGeneral Renovations for PROJECT NAME, City, CT | CSA Project XX-XX: sheet 21-44_Plan ElevdatePROPOSEDPLAN &ELEVATIONSA-1.0 Stormwater Management Report Hartford Truck Equipment 45, 95 John Fitch Boulevard & 542 King Street South Windsor, Connecticut Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 June 13, 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 Hartford Truck Equipment, Inc. (current site occupant and affiliate of property owner McGuire Road Associates, LLC) is proposing site improvements to a tract of land comprised of three properties located at 45 & 95 John Fitch Boulevard, & 542 King Street, South Windsor, Connecticut. The properties are referenced on the Town of South Windsor Tax Assessors map as GIS#:47700045, 47700095, & 50400542 respectively. The proposed site improvements will include the construction of a new 45,000+ SF storage building and a 10,000+ 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 15.54 acres. 8.20+ acres of this area are proposed to be disturbed during construction. For more information, please refer to the plans entitled “Hartford Truck Equipment ~ Site Plan Modification ~ 45, 95 John Fitch Boulevard & 542 King Street ~ South Windsor, CT ~ GIS#: 50400542, 47700095, & 47700045” prepared by Design Professionals, Inc., and dated June 13, 2021, as amended. Pre-Development Site Conditions Apart from the existing develop area to be modified for the building addition, the existing surficial characteristics of the area to be improved can be primarily classified as undisturbed meadow area with some grass and woodland areas around the site boundary. Review of offsite topology indicated that the site currently accepts runoff from some of its southerly property abutters today. A ridgeline spanning south-west to north-east across the site’s midsection was also identified as the main drainage divide on the property. Offsite runoff from the property’s southerly abutters and the portion of the site east of the drainage divide, drain to an existing catch basin onsite. Collected stormwater it is then conveyed to an existing Catch Basin in King Street via a 42” RCP culvert. The portion of the site to the west of the drainage divide flows overland to this same catch basin. The catchbasin in King Street was selected as the design point for our drainage analysis. This catch basin ultimately drains to The Podunk River and is a part of local basin ID 4004-00-2-R1. 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. 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. Peak rates of stormwater runoff were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. Rainfall data from NOAA Atlas 14 Point Frequency Estimates was used to generate storm conditions. NOAA Atlas 14 rainfall data is included in Appendix D for reference. For more information, please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. Page 3 Post-Development Site Conditions The proposed site improvements will include the construction of a new 45,000+ SF storage building and a 10,000+ 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. An existing surface infiltration basin and new proposed underground infiltration system were design 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. Percolation test were conducted to determine the infiltration rate on site. Percolation test results indicated that the subsurface soil condition achieved an average perc rate of ~0.9 In/min or 54 in/hr. An infiltration rate of 27in/hr was used for the HydroCAD model for both infiltration areas considering a factor of safety of 2. 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 – Existing CB in King Street Pre 4.12 13.42 20.47 25.94 32.32 Post 3.77 13.38 20.47 25.67 32.31 As seen in the table above, 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. 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 Stormtech Isolator rows will also be utilized to address water quality for all other areas draining to one of the proposed underground chamber systems and the two catchbasin to be located in the norther truck parking access drive. The number of isolator rows provided will be more than adequate to treat the required water quality flow rate based on the determined water quality flow and manufacture specs for Page 4 treated flow rate per chamber. The required water quality flow was also calculated considering recommended equations provided in the 2004 Connecticut Stormwater Quality Manual. Water Quality Flow calculations and isolation chamber specs 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 E2 E2 E3 E3 DP1 DP1 (Existing Condition) Routing Diagram for 2482.H - HydroCAD Prepared by Design Professionals, Inc. , Printed 6/13/2022 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Condition Type III 24-hr 2-yr 24 hr Rainfall=3.08"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=241,775 sf 8.69% Impervious Runoff Depth=0.33"Subcatchment E1: E1 Flow Length=735' Tc=32.2 min CN=59 Runoff=0.68 cfs 0.153 af Runoff Area=395,349 sf 28.72% Impervious Runoff Depth=0.71"Subcatchment E2: E2 Flow Length=936' Tc=53.4 min CN=69 Runoff=2.74 cfs 0.539 af Runoff Area=111,153 sf 35.12% Impervious Runoff Depth=0.96"Subcatchment E3: E3 Flow Length=1,158' Tc=19.7 min CN=74 Runoff=1.81 cfs 0.204 af Inflow=4.12 cfs 0.896 afLink DP1: DP1 (Existing Condition) Primary=4.12 cfs 0.896 af Total Runoff Area = 17.178 ac Runoff Volume = 0.896 af Average Runoff Depth = 0.63" 76.80% Pervious = 13.193 ac 23.20% Impervious = 3.985 ac Existing Condition Type III 24-hr 10-yr 24 hr Rainfall=4.88"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=241,775 sf 8.69% Impervious Runoff Depth=1.17"Subcatchment E1: E1 Flow Length=735' Tc=32.2 min CN=59 Runoff=3.63 cfs 0.540 af Runoff Area=395,349 sf 28.72% Impervious Runoff Depth=1.87"Subcatchment E2: E2 Flow Length=936' Tc=53.4 min CN=69 Runoff=8.14 cfs 1.415 af Runoff Area=111,153 sf 35.12% Impervious Runoff Depth=2.27"Subcatchment E3: E3 Flow Length=1,158' Tc=19.7 min CN=74 Runoff=4.56 cfs 0.482 af Inflow=13.42 cfs 2.437 afLink DP1: DP1 (Existing Condition) Primary=13.42 cfs 2.437 af Total Runoff Area = 17.178 ac Runoff Volume = 2.437 af Average Runoff Depth = 1.70" 76.80% Pervious = 13.193 ac 23.20% Impervious = 3.985 ac Existing Condition Type III 24-hr 25-yr 24 hr Rainfall=6.01"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=241,775 sf 8.69% Impervious Runoff Depth=1.85"Subcatchment E1: E1 Flow Length=735' Tc=32.2 min CN=59 Runoff=6.14 cfs 0.853 af Runoff Area=395,349 sf 28.72% Impervious Runoff Depth=2.72"Subcatchment E2: E2 Flow Length=936' Tc=53.4 min CN=69 Runoff=12.07 cfs 2.057 af Runoff Area=111,153 sf 35.12% Impervious Runoff Depth=3.19"Subcatchment E3: E3 Flow Length=1,158' Tc=19.7 min CN=74 Runoff=6.47 cfs 0.679 af Inflow=20.47 cfs 3.590 afLink DP1: DP1 (Existing Condition) Primary=20.47 cfs 3.590 af Total Runoff Area = 17.178 ac Runoff Volume = 3.590 af Average Runoff Depth = 2.51" 76.80% Pervious = 13.193 ac 23.20% Impervious = 3.985 ac Existing Condition Type III 24-hr 50-yr 24 hr Rainfall=6.83"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=241,775 sf 8.69% Impervious Runoff Depth=2.39"Subcatchment E1: E1 Flow Length=735' Tc=32.2 min CN=59 Runoff=8.15 cfs 1.105 af Runoff Area=395,349 sf 28.72% Impervious Runoff Depth=3.38"Subcatchment E2: E2 Flow Length=936' Tc=53.4 min CN=69 Runoff=15.07 cfs 2.553 af Runoff Area=111,153 sf 35.12% Impervious Runoff Depth=3.89"Subcatchment E3: E3 Flow Length=1,158' Tc=19.7 min CN=74 Runoff=7.90 cfs 0.828 af Inflow=25.94 cfs 4.486 afLink DP1: DP1 (Existing Condition) Primary=25.94 cfs 4.486 af Total Runoff Area = 17.178 ac Runoff Volume = 4.486 af Average Runoff Depth = 3.13" 76.80% Pervious = 13.193 ac 23.20% Impervious = 3.985 ac Existing Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=241,775 sf 8.69% Impervious Runoff Depth=3.04"Subcatchment E1: E1 Flow Length=735' Tc=32.2 min CN=59 Runoff=10.54 cfs 1.406 af Runoff Area=395,349 sf 28.72% Impervious Runoff Depth=4.14"Subcatchment E2: E2 Flow Length=936' Tc=53.4 min CN=69 Runoff=18.54 cfs 3.130 af Runoff Area=111,153 sf 35.12% Impervious Runoff Depth=4.70"Subcatchment E3: E3 Flow Length=1,158' Tc=19.7 min CN=74 Runoff=9.53 cfs 1.000 af Inflow=32.32 cfs 5.535 afLink DP1: DP1 (Existing Condition) Primary=32.32 cfs 5.535 af Total Runoff Area = 17.178 ac Runoff Volume = 5.535 af Average Runoff Depth = 3.87" 76.80% Pervious = 13.193 ac 23.20% Impervious = 3.985 ac Existing Condition Type III 24-hr 2-yr 24 hr Rainfall=3.08"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 Runoff = 0.68 cfs @ 12.64 hrs, Volume= 0.153 af, Depth= 0.33" Routed to Link DP1 : DP1 (Existing Condition) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr 24 hr Rainfall=3.08" Area (sf) CN Description 19,452 39 >75% Grass cover, Good, HSG A 5,573 61 >75% Grass cover, Good, HSG B * 21,019 98 IMPERVIOUS 1,467 30 Meadow, non-grazed, HSG A 170,002 58 Meadow, non-grazed, HSG B 29 71 Meadow, non-grazed, HSG C 2,314 78 Meadow, non-grazed, HSG D 4,974 30 Woods, Good, HSG A 14,843 55 Woods, Good, HSG B 1,962 70 Woods, Good, HSG C 140 77 Woods, Good, HSG D 241,775 59 Weighted Average 220,756 91.31% Pervious Area 21,019 8.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 100 0.0520 0.11 Sheet Flow, Woods SF Woods: Light underbrush n= 0.400 P2= 3.08" 17.3 635 0.0150 0.61 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.2 735 Total Summary for Subcatchment E2: E2 Runoff = 2.74 cfs @ 12.82 hrs, Volume= 0.539 af, Depth= 0.71" Routed to Link DP1 : DP1 (Existing Condition) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr 24 hr Rainfall=3.08" Area (sf) CN Description 44,072 61 >75% Grass cover, Good, HSG B * 113,537 98 IMPERVIOUS 165,668 58 Meadow, non-grazed, HSG B 72,072 55 Woods, Good, HSG B 395,349 69 Weighted Average 281,812 71.28% Pervious Area 113,537 28.72% Impervious Area Existing Condition Type III 24-hr 2-yr 24 hr Rainfall=3.08"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.6 100 0.0080 0.05 Sheet Flow, Woods SF Woods: Light underbrush n= 0.400 P2= 3.08" 21.1 491 0.0060 0.39 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 0.7 345 0.0050 8.01 77.07 Pipe Channel, 42IN RCP 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.012 Concrete pipe, finished 53.4 936 Total Summary for Subcatchment E3: E3 Runoff = 1.81 cfs @ 12.30 hrs, Volume= 0.204 af, Depth= 0.96" Routed to Link DP1 : DP1 (Existing Condition) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr 24 hr Rainfall=3.08" Area (sf) CN Description 20,028 61 >75% Grass cover, Good, HSG B 144 80 >75% Grass cover, Good, HSG D * 39,039 98 IMPERVIOUS 22,144 58 Meadow, non-grazed, HSG B 4,229 78 Meadow, non-grazed, HSG D 18,305 55 Woods, Good, HSG B 7,264 77 Woods, Good, HSG D 111,153 74 Weighted Average 72,114 64.88% Pervious Area 39,039 35.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 100 0.0250 0.13 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.08" 4.7 1,008 0.0310 3.57 Shallow Concentrated Flow, Paved SCF Paved Kv= 20.3 fps 0.7 50 0.0310 1.23 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 1.0 Direct Entry, Pipe flow to Design Point (approx) 19.7 1,158 Total Summary for Link DP1: DP1 (Existing Condition) Inflow Area = 17.178 ac, 23.20% Impervious, Inflow Depth = 0.63" for 2-yr 24 hr event Inflow = 4.12 cfs @ 12.67 hrs, Volume= 0.896 af Primary = 4.12 cfs @ 12.67 hrs, Volume= 0.896 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Existing Condition Type III 24-hr 10-yr 24 hr Rainfall=4.88"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 10-yr 24 hr Rainfall=4.88" Runoff Area=241,775 sf Runoff Volume=0.540 af Runoff Depth=1.17" Flow Length=735' Tc=32.2 min CN=59 3.63 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr 24 hr Rainfall=4.88" Runoff Area=395,349 sf Runoff Volume=1.415 af Runoff Depth=1.87" Flow Length=936' Tc=53.4 min CN=69 8.14 cfs Existing Condition Type III 24-hr 10-yr 24 hr Rainfall=4.88"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 10-yr 24 hr Rainfall=4.88" Runoff Area=111,153 sf Runoff Volume=0.482 af Runoff Depth=2.27" Flow Length=1,158' Tc=19.7 min CN=74 4.56 cfs Link DP1: DP1 (Existing Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=17.178 ac 13.42 cfs 13.42 cfs Existing Condition Type III 24-hr 25-yr 24 hr Rainfall=6.01"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 25-yr 24 hr Rainfall=6.01" Runoff Area=241,775 sf Runoff Volume=0.853 af Runoff Depth=1.85" Flow Length=735' Tc=32.2 min CN=59 6.14 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr 24 hr Rainfall=6.01" Runoff Area=395,349 sf Runoff Volume=2.057 af Runoff Depth=2.72" Flow Length=936' Tc=53.4 min CN=69 12.07 cfs Existing Condition Type III 24-hr 25-yr 24 hr Rainfall=6.01"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 25-yr 24 hr Rainfall=6.01" Runoff Area=111,153 sf Runoff Volume=0.679 af Runoff Depth=3.19" Flow Length=1,158' Tc=19.7 min CN=74 6.47 cfs Link DP1: DP1 (Existing Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=17.178 ac 20.47 cfs 20.47 cfs Existing Condition Type III 24-hr 50-yr 24 hr Rainfall=6.83"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr 24 hr Rainfall=6.83" Runoff Area=241,775 sf Runoff Volume=1.105 af Runoff Depth=2.39" Flow Length=735' Tc=32.2 min CN=59 8.15 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr 24 hr Rainfall=6.83" Runoff Area=395,349 sf Runoff Volume=2.553 af Runoff Depth=3.38" Flow Length=936' Tc=53.4 min CN=69 15.07 cfs Existing Condition Type III 24-hr 50-yr 24 hr Rainfall=6.83"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr 24 hr Rainfall=6.83" Runoff Area=111,153 sf Runoff Volume=0.828 af Runoff Depth=3.89" Flow Length=1,158' Tc=19.7 min CN=74 7.90 cfs Link DP1: DP1 (Existing Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=17.178 ac 25.94 cfs 25.94 cfs Existing Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr 24 hr Rainfall=7.75" Runoff Area=241,775 sf Runoff Volume=1.406 af Runoff Depth=3.04" Flow Length=735' Tc=32.2 min CN=59 10.54 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr 24 hr Rainfall=7.75" Runoff Area=395,349 sf Runoff Volume=3.130 af Runoff Depth=4.14" Flow Length=936' Tc=53.4 min CN=69 18.54 cfs Existing Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr 24 hr Rainfall=7.75" Runoff Area=111,153 sf Runoff Volume=1.000 af Runoff Depth=4.70" Flow Length=1,158' Tc=19.7 min CN=74 9.53 cfs Link DP1: DP1 (Existing Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=17.178 ac 32.32 cfs 32.32 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P1 P1 P2 P2 P3 P3 P4 P4 PP1 Infiltration Basin PP2 Stormtech SC-740 UGC DP1* DP1* (Proposed Condition) Routing Diagram for 2482.H - HydroCAD Prepared by Design Professionals, Inc. , Printed 6/13/2022 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Condition Type III 24-hr 2-yr 24 hr Rainfall=3.08"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=100,066 sf 20.78% Impervious Runoff Depth=0.47"Subcatchment P1: P1 Flow Length=642' Tc=17.2 min CN=63 Runoff=0.61 cfs 0.089 af Runoff Area=252,718 sf 44.93% Impervious Runoff Depth=1.07"Subcatchment P2: P2 Flow Length=351' Slope=0.0080 '/' Tc=42.0 min CN=76 Runoff=3.34 cfs 0.517 af Runoff Area=383,881 sf 83.39% Impervious Runoff Depth=2.24"Subcatchment P3: P3 Tc=20.0 min CN=92 Runoff=15.31 cfs 1.643 af Runoff Area=121,706 sf 36.85% Impervious Runoff Depth=1.01"Subcatchment P4: P4 Tc=8.0 min CN=75 Runoff=2.93 cfs 0.236 af Peak Elev=46.71' Storage=1,016 cf Inflow=2.93 cfs 0.236 afPond PP1: Infiltration Basin Outflow=1.93 cfs 0.236 af Peak Elev=44.63' Storage=3,855 cf Inflow=15.31 cfs 1.643 afPond PP2: Stormtech SC-740 UGC Discarded=10.71 cfs 1.643 af Primary=0.00 cfs 0.000 af Outflow=10.72 cfs 1.643 af Inflow=3.77 cfs 0.606 afLink DP1*: DP1* (Proposed Condition) Primary=3.77 cfs 0.606 af Total Runoff Area = 19.705 ac Runoff Volume = 2.485 af Average Runoff Depth = 1.51" 41.83% Pervious = 8.243 ac 58.17% Impervious = 11.462 ac Proposed Condition Type III 24-hr 10-yr 24 hr Rainfall=4.88"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=100,066 sf 20.78% Impervious Runoff Depth=1.43"Subcatchment P1: P1 Flow Length=642' Tc=17.2 min CN=63 Runoff=2.54 cfs 0.274 af Runoff Area=252,718 sf 44.93% Impervious Runoff Depth=2.44"Subcatchment P2: P2 Flow Length=351' Slope=0.0080 '/' Tc=42.0 min CN=76 Runoff=7.92 cfs 1.178 af Runoff Area=383,881 sf 83.39% Impervious Runoff Depth=3.97"Subcatchment P3: P3 Tc=20.0 min CN=92 Runoff=26.49 cfs 2.917 af Runoff Area=121,706 sf 36.85% Impervious Runoff Depth=2.35"Subcatchment P4: P4 Tc=8.0 min CN=75 Runoff=7.13 cfs 0.548 af Peak Elev=47.23' Storage=3,801 cf Inflow=7.13 cfs 0.548 afPond PP1: Infiltration Basin Outflow=3.19 cfs 0.548 af Peak Elev=45.53' Storage=16,407 cf Inflow=26.49 cfs 2.917 afPond PP2: Stormtech SC-740 UGC Discarded=11.01 cfs 2.752 af Primary=3.95 cfs 0.165 af Outflow=14.96 cfs 2.917 af Inflow=13.38 cfs 1.618 afLink DP1*: DP1* (Proposed Condition) Primary=13.38 cfs 1.618 af Total Runoff Area = 19.705 ac Runoff Volume = 4.917 af Average Runoff Depth = 2.99" 41.83% Pervious = 8.243 ac 58.17% Impervious = 11.462 ac Proposed Condition Type III 24-hr 25-yr 24 hr Rainfall=6.01"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=100,066 sf 20.78% Impervious Runoff Depth=2.18"Subcatchment P1: P1 Flow Length=642' Tc=17.2 min CN=63 Runoff=4.05 cfs 0.418 af Runoff Area=252,718 sf 44.93% Impervious Runoff Depth=3.39"Subcatchment P2: P2 Flow Length=351' Slope=0.0080 '/' Tc=42.0 min CN=76 Runoff=11.07 cfs 1.638 af Runoff Area=383,881 sf 83.39% Impervious Runoff Depth=5.08"Subcatchment P3: P3 Tc=20.0 min CN=92 Runoff=33.44 cfs 3.730 af Runoff Area=121,706 sf 36.85% Impervious Runoff Depth=3.29"Subcatchment P4: P4 Tc=8.0 min CN=75 Runoff=10.01 cfs 0.766 af Peak Elev=47.51' Storage=7,124 cf Inflow=10.01 cfs 0.766 afPond PP1: Infiltration Basin Outflow=3.19 cfs 0.766 af Peak Elev=46.14' Storage=24,081 cf Inflow=33.44 cfs 3.730 afPond PP2: Stormtech SC-740 UGC Discarded=11.21 cfs 3.347 af Primary=7.11 cfs 0.384 af Outflow=18.31 cfs 3.730 af Inflow=20.47 cfs 2.440 afLink DP1*: DP1* (Proposed Condition) Primary=20.47 cfs 2.440 af Total Runoff Area = 19.705 ac Runoff Volume = 6.553 af Average Runoff Depth = 3.99" 41.83% Pervious = 8.243 ac 58.17% Impervious = 11.462 ac Proposed Condition Type III 24-hr 50-yr 24 hr Rainfall=6.83"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=100,066 sf 20.78% Impervious Runoff Depth=2.77"Subcatchment P1: P1 Flow Length=642' Tc=17.2 min CN=63 Runoff=5.23 cfs 0.531 af Runoff Area=252,718 sf 44.93% Impervious Runoff Depth=4.11"Subcatchment P2: P2 Flow Length=351' Slope=0.0080 '/' Tc=42.0 min CN=76 Runoff=13.41 cfs 1.985 af Runoff Area=383,881 sf 83.39% Impervious Runoff Depth=5.89"Subcatchment P3: P3 Tc=20.0 min CN=92 Runoff=38.45 cfs 4.323 af Runoff Area=121,706 sf 36.85% Impervious Runoff Depth=4.00"Subcatchment P4: P4 Tc=8.0 min CN=75 Runoff=12.17 cfs 0.931 af Peak Elev=47.69' Storage=9,926 cf Inflow=12.17 cfs 0.931 afPond PP1: Infiltration Basin Outflow=3.19 cfs 0.931 af Peak Elev=46.66' Storage=29,850 cf Inflow=38.45 cfs 4.323 afPond PP2: Stormtech SC-740 UGC Discarded=11.38 cfs 3.757 af Primary=9.38 cfs 0.567 af Outflow=20.75 cfs 4.323 af Inflow=25.67 cfs 3.083 afLink DP1*: DP1* (Proposed Condition) Primary=25.67 cfs 3.083 af Total Runoff Area = 19.705 ac Runoff Volume = 7.771 af Average Runoff Depth = 4.73" 41.83% Pervious = 8.243 ac 58.17% Impervious = 11.462 ac Proposed Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=100,066 sf 20.78% Impervious Runoff Depth=3.47"Subcatchment P1: P1 Flow Length=642' Tc=17.2 min CN=63 Runoff=6.62 cfs 0.665 af Runoff Area=252,718 sf 44.93% Impervious Runoff Depth=4.93"Subcatchment P2: P2 Flow Length=351' Slope=0.0080 '/' Tc=42.0 min CN=76 Runoff=16.07 cfs 2.384 af Runoff Area=383,881 sf 83.39% Impervious Runoff Depth=6.80"Subcatchment P3: P3 Tc=20.0 min CN=92 Runoff=44.05 cfs 4.991 af Runoff Area=121,706 sf 36.85% Impervious Runoff Depth=4.82"Subcatchment P4: P4 Tc=8.0 min CN=75 Runoff=14.61 cfs 1.121 af Peak Elev=47.87' Storage=13,346 cf Inflow=14.61 cfs 1.121 afPond PP1: Infiltration Basin Outflow=3.19 cfs 1.121 af Peak Elev=47.44' Storage=35,782 cf Inflow=44.05 cfs 4.991 afPond PP2: Stormtech SC-740 UGC Discarded=11.63 cfs 4.193 af Primary=12.61 cfs 0.798 af Outflow=24.25 cfs 4.991 af Inflow=32.31 cfs 3.847 afLink DP1*: DP1* (Proposed Condition) Primary=32.31 cfs 3.847 af Total Runoff Area = 19.705 ac Runoff Volume = 9.161 af Average Runoff Depth = 5.58" 41.83% Pervious = 8.243 ac 58.17% Impervious = 11.462 ac Proposed Condition Type III 24-hr 2-yr 24 hr Rainfall=3.08"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 Runoff = 0.61 cfs @ 12.33 hrs, Volume= 0.089 af, Depth= 0.47" Routed to Link DP1* : DP1* (Proposed Condition) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr 24 hr Rainfall=3.08" Area (sf) CN Description 23,422 39 >75% Grass cover, Good, HSG A 43,628 61 >75% Grass cover, Good, HSG B 636 74 >75% Grass cover, Good, HSG C * 20,798 98 IMPERVIOUS 45 30 Meadow, non-grazed, HSG A 2,031 58 Meadow, non-grazed, HSG B 14 71 Meadow, non-grazed, HSG C 2,448 30 Woods, Good, HSG A 5,704 55 Woods, Good, HSG B 1,340 70 Woods, Good, HSG C 100,066 63 Weighted Average 79,268 79.22% Pervious Area 20,798 20.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 100 0.0271 0.13 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.08" 4.3 542 0.0200 2.12 Shallow Concentrated Flow, Woodland SCF Grassed Waterway Kv= 15.0 fps 17.2 642 Total Summary for Subcatchment P2: P2 Runoff = 3.34 cfs @ 12.62 hrs, Volume= 0.517 af, Depth= 1.07" Routed to Link DP1* : DP1* (Proposed Condition) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr 24 hr Rainfall=3.08" Area (sf) CN Description 80,731 61 >75% Grass cover, Good, HSG B * 113,537 98 IMPERVIOUS 3,913 58 Meadow, non-grazed, HSG B 54,537 55 Woods, Good, HSG B 252,718 76 Weighted Average 139,181 55.07% Pervious Area 113,537 44.93% Impervious Area Proposed Condition Type III 24-hr 2-yr 24 hr Rainfall=3.08"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.6 100 0.0080 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.08" 9.4 251 0.0080 0.45 Shallow Concentrated Flow, Woodland Woodland Kv= 5.0 fps 1.0 Direct Entry, Pipe flow to Design Point (approx) 42.0 351 Total Summary for Subcatchment P3: P3 Runoff = 15.31 cfs @ 12.27 hrs, Volume= 1.643 af, Depth= 2.24" Routed to Pond PP2 : Stormtech SC-740 UGC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr 24 hr Rainfall=3.08" Area (sf) CN Description 39,771 61 >75% Grass cover, Good, HSG B 6,221 80 >75% Grass cover, Good, HSG D * 320,105 98 IMPERVIOUS 17,575 55 Woods, Good, HSG B 209 77 Woods, Good, HSG D 383,881 92 Weighted Average 63,776 16.61% Pervious Area 320,105 83.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment P4: P4 Runoff = 2.93 cfs @ 12.12 hrs, Volume= 0.236 af, Depth= 1.01" Routed to Pond PP1 : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Type III 24-hr 2-yr 24 hr Rainfall=3.08" Area (sf) CN Description 76,856 61 >75% Grass cover, Good, HSG B * 44,850 98 IMPERVIOUS 121,706 75 Weighted Average 76,856 63.15% Pervious Area 44,850 36.85% Impervious Area Proposed Condition Type III 24-hr 2-yr 24 hr Rainfall=3.08"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Pond PP1: Infiltration Basin *No infiltration accounted for in Volume #2 Inflow Area = 2.794 ac, 36.85% Impervious, Inflow Depth = 1.01" for 2-yr 24 hr event Inflow = 2.93 cfs @ 12.12 hrs, Volume= 0.236 af Outflow = 1.93 cfs @ 12.25 hrs, Volume= 0.236 af, Atten= 34%, Lag= 7.8 min Discarded = 1.93 cfs @ 12.25 hrs, Volume= 0.236 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Peak Elev= 46.71' @ 12.25 hrs Surf.Area= 3,087 sf Storage= 1,016 cf Plug-Flow detention time= 4.1 min calculated for 0.236 af (100% of inflow) Center-of-Mass det. time= 4.1 min ( 867.1 - 863.0 ) Volume Invert Avail.Storage Storage Description #1 46.00' 2,189 cf Custom Stage Data (Conic) Listed below (Recalc) #2 47.00' 77,493 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 79,682 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 46.00 277 0 0 277 47.00 5,101 2,189 2,189 5,104 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 47.00 5,101 0 0 48.00 22,964 14,033 14,033 49.00 27,625 25,295 39,327 50.00 48,707 38,166 77,493 Device Routing Invert Outlet Devices #1 Discarded 46.00'27.000 in/hr Exfiltration over Wetted area Discarded OutFlow Max=1.93 cfs @ 12.25 hrs HW=46.71' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.93 cfs) Summary for Pond PP2: Stormtech SC-740 UGC Top of Pond 47.6 Proposed Condition Type III 24-hr 2-yr 24 hr Rainfall=3.08"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Inflow Area = 8.813 ac, 83.39% Impervious, Inflow Depth = 2.24" for 2-yr 24 hr event Inflow = 15.31 cfs @ 12.27 hrs, Volume= 1.643 af Outflow = 10.72 cfs @ 12.47 hrs, Volume= 1.643 af, Atten= 30%, Lag= 12.3 min Discarded = 10.71 cfs @ 12.47 hrs, Volume= 1.643 af Primary = 0.00 cfs @ 12.47 hrs, Volume= 0.000 af Routed to Link DP1* : DP1* (Proposed Condition) Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Peak Elev= 44.63' @ 12.47 hrs Surf.Area= 16,865 sf Storage= 3,855 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.5 min ( 813.7 - 812.1 ) Volume Invert Avail.Storage Storage Description #1A 44.10' 14,790 cf 115.50'W x 146.02'L x 3.50'H Field A 59,027 cf Overall - 22,051 cf Embedded = 36,976 cf x 40.0% Voids #2A 44.60' 22,051 cf ADS_StormTech SC-740 +Cap x 480 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 480 Chambers in 24 Rows 36,842 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 44.10'27.000 in/hr Exfiltration over Wetted area #2 Primary 44.61'24.0" Round Culvert L= 29.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 44.61' / 44.32' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf #3 Device 2 44.61'34.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 45.55'21.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 2 46.40'12.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=10.71 cfs @ 12.47 hrs HW=44.63' (Free Discharge) 1=Exfiltration (Exfiltration Controls 10.71 cfs) Primary OutFlow Max=0.00 cfs @ 12.47 hrs HW=44.63' (Free Discharge) 2=Culvert (Barrel Controls 0.00 cfs @ 0.63 fps) 3=Orifice/Grate (Passes 0.00 cfs of 0.03 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate ( Controls 0.00 cfs) Proposed Condition Type III 24-hr 2-yr 24 hr Rainfall=3.08"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1*: DP1* (Proposed Condition) Inflow Area = 16.912 ac, 61.69% Impervious, Inflow Depth = 0.43" for 2-yr 24 hr event Inflow = 3.77 cfs @ 12.58 hrs, Volume= 0.606 af Primary = 3.77 cfs @ 12.58 hrs, Volume= 0.606 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Proposed Condition Type III 24-hr 10-yr 24 hr Rainfall=4.88"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-yr 24 hr Rainfall=4.88" Runoff Area=100,066 sf Runoff Volume=0.274 af Runoff Depth=1.43" Flow Length=642' Tc=17.2 min CN=63 2.54 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr 24 hr Rainfall=4.88" Runoff Area=252,718 sf Runoff Volume=1.178 af Runoff Depth=2.44" Flow Length=351' Slope=0.0080 '/' Tc=42.0 min CN=76 7.92 cfs Proposed Condition Type III 24-hr 10-yr 24 hr Rainfall=4.88"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 10-yr 24 hr Rainfall=4.88" Runoff Area=383,881 sf Runoff Volume=2.917 af Runoff Depth=3.97" Tc=20.0 min CN=92 26.49 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 10-yr 24 hr Rainfall=4.88" Runoff Area=121,706 sf Runoff Volume=0.548 af Runoff Depth=2.35" Tc=8.0 min CN=75 7.13 cfs Proposed Condition Type III 24-hr 10-yr 24 hr Rainfall=4.88"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: Infiltration Basin Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.794 ac Peak Elev=47.23' Storage=3,801 cf 7.13 cfs 3.19 cfs Pond PP2: Stormtech SC-740 UGC Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.813 ac Peak Elev=45.53' Storage=16,407 cf 26.49 cfs 14.96 cfs 11.01 cfs 3.95 cfs Proposed Condition Type III 24-hr 10-yr 24 hr Rainfall=4.88"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1*: DP1* (Proposed Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=16.912 ac 13.38 cfs 13.38 cfs Proposed Condition Type III 24-hr 25-yr 24 hr Rainfall=6.01"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25-yr 24 hr Rainfall=6.01" Runoff Area=100,066 sf Runoff Volume=0.418 af Runoff Depth=2.18" Flow Length=642' Tc=17.2 min CN=63 4.05 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr 24 hr Rainfall=6.01" Runoff Area=252,718 sf Runoff Volume=1.638 af Runoff Depth=3.39" Flow Length=351' Slope=0.0080 '/' Tc=42.0 min CN=76 11.07 cfs Proposed Condition Type III 24-hr 25-yr 24 hr Rainfall=6.01"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-yr 24 hr Rainfall=6.01" Runoff Area=383,881 sf Runoff Volume=3.730 af Runoff Depth=5.08" Tc=20.0 min CN=92 33.44 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr 24 hr Rainfall=6.01" Runoff Area=121,706 sf Runoff Volume=0.766 af Runoff Depth=3.29" Tc=8.0 min CN=75 10.01 cfs Proposed Condition Type III 24-hr 25-yr 24 hr Rainfall=6.01"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: Infiltration Basin Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.794 ac Peak Elev=47.51' Storage=7,124 cf 10.01 cfs 3.19 cfs Pond PP2: Stormtech SC-740 UGC Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.813 ac Peak Elev=46.14' Storage=24,081 cf 33.44 cfs 18.31 cfs 11.21 cfs 7.11 cfs Proposed Condition Type III 24-hr 25-yr 24 hr Rainfall=6.01"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1*: DP1* (Proposed Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=16.912 ac 20.47 cfs 20.47 cfs Proposed Condition Type III 24-hr 50-yr 24 hr Rainfall=6.83"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 50-yr 24 hr Rainfall=6.83" Runoff Area=100,066 sf Runoff Volume=0.531 af Runoff Depth=2.77" Flow Length=642' Tc=17.2 min CN=63 5.23 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr 24 hr Rainfall=6.83" Runoff Area=252,718 sf Runoff Volume=1.985 af Runoff Depth=4.11" Flow Length=351' Slope=0.0080 '/' Tc=42.0 min CN=76 13.41 cfs Proposed Condition Type III 24-hr 50-yr 24 hr Rainfall=6.83"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 50-yr 24 hr Rainfall=6.83" Runoff Area=383,881 sf Runoff Volume=4.323 af Runoff Depth=5.89" Tc=20.0 min CN=92 38.45 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr 24 hr Rainfall=6.83" Runoff Area=121,706 sf Runoff Volume=0.931 af Runoff Depth=4.00" Tc=8.0 min CN=75 12.17 cfs Proposed Condition Type III 24-hr 50-yr 24 hr Rainfall=6.83"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: Infiltration Basin Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.794 ac Peak Elev=47.69' Storage=9,926 cf 12.17 cfs 3.19 cfs Pond PP2: Stormtech SC-740 UGC Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.813 ac Peak Elev=46.66' Storage=29,850 cf 38.45 cfs 20.75 cfs 11.38 cfs 9.38 cfs Proposed Condition Type III 24-hr 50-yr 24 hr Rainfall=6.83"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1*: DP1* (Proposed Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=16.912 ac 25.67 cfs 25.67 cfs Proposed Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100-yr 24 hr Rainfall=7.75" Runoff Area=100,066 sf Runoff Volume=0.665 af Runoff Depth=3.47" Flow Length=642' Tc=17.2 min CN=63 6.62 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr 24 hr Rainfall=7.75" Runoff Area=252,718 sf Runoff Volume=2.384 af Runoff Depth=4.93" Flow Length=351' Slope=0.0080 '/' Tc=42.0 min CN=76 16.07 cfs Proposed Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-yr 24 hr Rainfall=7.75" Runoff Area=383,881 sf Runoff Volume=4.991 af Runoff Depth=6.80" Tc=20.0 min CN=92 44.05 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr 24 hr Rainfall=7.75" Runoff Area=121,706 sf Runoff Volume=1.121 af Runoff Depth=4.82" Tc=8.0 min CN=75 14.61 cfs Proposed Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: Infiltration Basin Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.794 ac Peak Elev=47.87' Storage=13,346 cf 14.61 cfs 3.19 cfs Pond PP2: Stormtech SC-740 UGC Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)45 40 35 30 25 20 15 10 5 0 Inflow Area=8.813 ac Peak Elev=47.44' Storage=35,782 cf 44.05 cfs 24.25 cfs 11.63 cfs 12.61 cfs Proposed Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1*: DP1* (Proposed Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=16.912 ac 32.31 cfs 32.31 cfs Proposed Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PP1: Infiltration Basin *No infiltration accounted for in Volume #2 Inflow Area = 2.794 ac, 36.85% Impervious, Inflow Depth = 4.82" for 100-yr 24 hr event Inflow = 14.61 cfs @ 12.11 hrs, Volume= 1.121 af Outflow = 3.19 cfs @ 11.97 hrs, Volume= 1.121 af, Atten= 78%, Lag= 0.0 min Discarded = 3.19 cfs @ 11.97 hrs, Volume= 1.121 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Peak Elev= 47.87' @ 12.56 hrs Surf.Area= 5,101 sf Storage= 13,346 cf Plug-Flow detention time= 26.9 min calculated for 1.121 af (100% of inflow) Center-of-Mass det. time= 26.9 min ( 844.2 - 817.3 ) Volume Invert Avail.Storage Storage Description #1 46.00' 2,189 cf Custom Stage Data (Conic) Listed below (Recalc) #2 47.00' 77,493 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 79,682 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 46.00 277 0 0 277 47.00 5,101 2,189 2,189 5,104 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 47.00 5,101 0 0 48.00 22,964 14,033 14,033 49.00 27,625 25,295 39,327 50.00 48,707 38,166 77,493 Device Routing Invert Outlet Devices #1 Discarded 46.00'27.000 in/hr Exfiltration over Wetted area Discarded OutFlow Max=3.19 cfs @ 11.97 hrs HW=47.05' (Free Discharge) 1=Exfiltration (Exfiltration Controls 3.19 cfs) Summary for Pond PP2: Stormtech SC-740 UGC Top of Pond 47.6 Inflow Area = 8.813 ac, 83.39% Impervious, Inflow Depth = 6.80" for 100-yr 24 hr event Inflow = 44.05 cfs @ 12.26 hrs, Volume= 4.991 af Outflow = 24.25 cfs @ 12.56 hrs, Volume= 4.991 af, Atten= 45%, Lag= 17.6 min Discarded = 11.63 cfs @ 12.56 hrs, Volume= 4.193 af Primary = 12.61 cfs @ 12.56 hrs, Volume= 0.798 af Routed to Link DP1* : DP1* (Proposed Condition) Proposed Condition Type III 24-hr 100-yr 24 hr Rainfall=7.75"2482.H - HydroCAD Printed 6/13/2022Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs Peak Elev= 47.44' @ 12.56 hrs Surf.Area= 16,865 sf Storage= 35,782 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 9.7 min ( 792.7 - 782.9 ) Volume Invert Avail.Storage Storage Description #1A 44.10' 14,790 cf 115.50'W x 146.02'L x 3.50'H Field A 59,027 cf Overall - 22,051 cf Embedded = 36,976 cf x 40.0% Voids #2A 44.60' 22,051 cf ADS_StormTech SC-740 +Cap x 480 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 480 Chambers in 24 Rows 36,842 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 44.10'27.000 in/hr Exfiltration over Wetted area #2 Primary 44.61'24.0" Round Culvert L= 29.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 44.61' / 44.32' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf #3 Device 2 44.61'34.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 45.55'21.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 2 46.40'12.0" W x 4.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=11.63 cfs @ 12.56 hrs HW=47.44' (Free Discharge) 1=Exfiltration (Exfiltration Controls 11.63 cfs) Primary OutFlow Max=12.60 cfs @ 12.56 hrs HW=47.44' (Free Discharge) 2=Culvert (Passes 12.60 cfs of 19.84 cfs potential flow) 3=Orifice/Grate (Orifice Controls 7.42 cfs @ 7.86 fps) 4=Orifice/Grate (Orifice Controls 3.68 cfs @ 6.32 fps) 5=Orifice/Grate (Orifice Controls 1.50 cfs @ 4.49 fps) APPENDIX C NRCS Soil Map & Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of ConnecticutNatural Resources Conservation Service December 21, 2021 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 36A—Windsor loamy sand, 0 to 3 percent slopes......................................10 36B—Windsor loamy sand, 3 to 8 percent slopes.......................................11 306—Udorthents-Urban land complex........................................................12 307—Urban land.........................................................................................14 308—Udorthents, smoothed.......................................................................15 Soil Information for All Uses...............................................................................17 Soil Properties and Qualities..............................................................................17 Soil Qualities and Features.............................................................................17 Hydrologic Soil Group.................................................................................17 References............................................................................................................22 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 46300904630180463027046303604630450463054046306304630720463009046301804630270463036046304504630540463063046307204630810697520 697610 697700 697790 697880 697970 697520 697610 697700 697790 697880 697970 698060 41° 48' 16'' N 72° 37' 21'' W41° 48' 16'' N72° 36' 57'' W41° 47' 52'' N 72° 37' 21'' W41° 47' 52'' N 72° 36' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,540 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 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—Aug 29, 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 36A Windsor loamy sand, 0 to 3 percent slopes 4.5 13.7% 36B Windsor loamy sand, 3 to 8 percent slopes 0.4 1.2% 306 Udorthents-Urban land complex 20.1 61.3% 307 Urban land 7.4 22.6% 308 Udorthents, smoothed 0.4 1.2% Totals for Area of Interest 32.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate Custom Soil Resource Report 8 pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 State of Connecticut 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 Hydric soil rating: No Custom Soil Resource Report 10 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 A - 1 to 3 inches: loamy sand Custom Soil Resource Report 11 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 Mean annual air temperature: 45 to 55 degrees F Custom Soil Resource Report 12 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 Udorthents, wet substratum Percent of map unit:5 percent Custom Soil Resource Report 13 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 14 308—Udorthents, smoothed Map Unit Setting National map unit symbol: 9lmj Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear 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 35 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately 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 24 to 54 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Hydric soil rating: No Minor Components Udorthents, wet substratum Percent of map unit:7 percent Hydric soil rating: No Custom Soil Resource Report 15 Unnamed, undisturbed soils Percent of map unit:7 percent Hydric soil rating: No Urban land Percent of map unit:5 percent Hydric soil rating: No Rock outcrop Percent of map unit:1 percent Hydric soil rating: No Custom Soil Resource Report 16 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. 17 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 18 19 Custom Soil Resource Report Map—Hydrologic Soil Group 46300904630180463027046303604630450463054046306304630720463009046301804630270463036046304504630540463063046307204630810697520 697610 697700 697790 697880 697970 697520 697610 697700 697790 697880 697970 698060 41° 48' 16'' N 72° 37' 21'' W41° 48' 16'' N72° 36' 57'' W41° 47' 52'' N 72° 37' 21'' W41° 47' 52'' N 72° 36' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,540 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut 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—Aug 29, 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 20 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 36A Windsor loamy sand, 0 to 3 percent slopes A 4.5 13.7% 36B Windsor loamy sand, 3 to 8 percent slopes A 0.4 1.2% 306 Udorthents-Urban land complex B 20.1 61.3% 307 Urban land D 7.4 22.6% 308 Udorthents, smoothed C 0.4 1.2% Totals for Area of Interest 32.8 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 21 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 22 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 23 APPENDIX D NOAA Rainfall Data 12/15/21, 10:48 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8019&lon=-72.6202&data=intensity&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8019°, Longitude: -72.6202° Elevation: 54.7 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.01 (3.14‑5.11) 4.87 (3.82‑6.22) 6.28 (4.90‑8.03) 7.44 (5.77‑9.58) 9.04 (6.78‑12.2) 10.2 (7.54‑14.1) 11.5 (8.21‑16.5) 12.9 (8.72‑19.0) 15.0 (9.71‑22.8) 16.6 (10.5‑25.9) 10-min 2.84 (2.23‑3.62) 3.45 (2.70‑4.40) 4.44 (3.47‑5.69) 5.27 (4.09‑6.78) 6.40 (4.80‑8.63) 7.25 (5.33‑10.0) 8.15 (5.81‑11.7) 9.16 (6.17‑13.5) 10.6 (6.87‑16.2) 11.8 (7.46‑18.3) 15-min 2.23 (1.75‑2.84) 2.71 (2.12‑3.45) 3.49 (2.72‑4.46) 4.13 (3.20‑5.32) 5.02 (3.76‑6.77) 5.69 (4.18‑7.85) 6.39 (4.56‑9.17) 7.18 (4.84‑10.6) 8.31 (5.39‑12.7) 9.24 (5.85‑14.4) 30-min 1.49 (1.17‑1.90) 1.82 (1.42‑2.32) 2.34 (1.83‑3.00) 2.78 (2.16‑3.58) 3.39 (2.54‑4.57) 3.85 (2.82‑5.31) 4.32 (3.08‑6.20) 4.86 (3.28‑7.14) 5.62 (3.65‑8.57) 6.25 (3.96‑9.73) 60-min 0.936 (0.733‑1.19) 1.14 (0.893‑1.45) 1.48 (1.15‑1.89) 1.75 (1.36‑2.26) 2.13 (1.60‑2.88) 2.42 (1.78‑3.34) 2.72 (1.94‑3.91) 3.06 (2.07‑4.50) 3.55 (2.30‑5.40) 3.94 (2.49‑6.14) 2-hr 0.608 (0.479‑0.769) 0.736 (0.580‑0.932) 0.946 (0.742‑1.20) 1.12 (0.874‑1.43) 1.36 (1.03‑1.83) 1.54 (1.14‑2.12) 1.73 (1.25‑2.48) 1.96 (1.32‑2.86) 2.29 (1.49‑3.47) 2.57 (1.63‑3.98) 3-hr 0.466 (0.369‑0.588) 0.564 (0.446‑0.713) 0.725 (0.570‑0.919) 0.858 (0.671‑1.09) 1.04 (0.790‑1.40) 1.18 (0.875‑1.62) 1.32 (0.958‑1.90) 1.50 (1.02‑2.18) 1.77 (1.15‑2.67) 1.99 (1.27‑3.07) 6-hr 0.292 (0.232‑0.366) 0.355 (0.282‑0.445) 0.457 (0.362‑0.576) 0.542 (0.427‑0.687) 0.659 (0.503‑0.879) 0.745 (0.558‑1.02) 0.839 (0.612‑1.20) 0.954 (0.649‑1.38) 1.13 (0.739‑1.70) 1.29 (0.820‑1.97) 12-hr 0.176 (0.141‑0.220) 0.216 (0.173‑0.269) 0.281 (0.224‑0.352) 0.335 (0.265‑0.422) 0.409 (0.314‑0.543) 0.464 (0.349‑0.632) 0.523 (0.384‑0.746) 0.598 (0.408‑0.859) 0.713 (0.467‑1.06) 0.812 (0.520‑1.24) 24-hr 0.103 (0.083‑0.128) 0.128 (0.103‑0.159) 0.169 (0.136‑0.211) 0.203 (0.162‑0.255) 0.250 (0.194‑0.331) 0.285 (0.216‑0.387) 0.323 (0.239‑0.460) 0.371 (0.254‑0.531) 0.448 (0.295‑0.664) 0.516 (0.331‑0.779) 2-day 0.058 (0.047‑0.072) 0.074 (0.060‑0.091) 0.099 (0.080‑0.122) 0.120 (0.096‑0.149) 0.148 (0.116‑0.196) 0.169 (0.129‑0.230) 0.192 (0.144‑0.275) 0.224 (0.154‑0.318) 0.275 (0.181‑0.405) 0.321 (0.206‑0.481) 3-day 0.042 (0.034‑0.052) 0.054 (0.044‑0.066) 0.072 (0.058‑0.089) 0.087 (0.070‑0.108) 0.108 (0.085‑0.143) 0.123 (0.095‑0.167) 0.141 (0.106‑0.201) 0.164 (0.113‑0.232) 0.202 (0.133‑0.297) 0.237 (0.153‑0.354) 4-day 0.034 (0.028‑0.042) 0.043 (0.035‑0.053) 0.058 (0.047‑0.071) 0.070 (0.056‑0.086) 0.087 (0.068‑0.114) 0.099 (0.076‑0.133) 0.112 (0.085‑0.160) 0.131 (0.090‑0.185) 0.162 (0.107‑0.236) 0.189 (0.122‑0.282) 7-day 0.023 (0.019‑0.028) 0.029 (0.023‑0.035) 0.038 (0.031‑0.046) 0.046 (0.037‑0.056) 0.056 (0.044‑0.074) 0.064 (0.050‑0.086) 0.073 (0.055‑0.103) 0.085 (0.059‑0.119) 0.104 (0.069‑0.151) 0.121 (0.078‑0.179) 10-day 0.019 (0.015‑0.022) 0.023 (0.019‑0.028) 0.030 (0.024‑0.036) 0.035 (0.029‑0.043) 0.043 (0.034‑0.056) 0.049 (0.038‑0.065) 0.056 (0.042‑0.078) 0.064 (0.044‑0.089) 0.077 (0.051‑0.112) 0.089 (0.058‑0.132) 20-day 0.013 (0.011‑0.016) 0.016 (0.013‑0.019) 0.019 (0.016‑0.023) 0.022 (0.018‑0.027) 0.026 (0.021‑0.034) 0.030 (0.023‑0.039) 0.033 (0.025‑0.045) 0.037 (0.026‑0.051) 0.043 (0.029‑0.062) 0.048 (0.032‑0.071) 30-day 0.011 (0.009‑0.013) 0.013 (0.011‑0.015) 0.015 (0.013‑0.018) 0.017 (0.014‑0.021) 0.020 (0.016‑0.026) 0.022 (0.017‑0.029) 0.025 (0.018‑0.033) 0.027 (0.019‑0.037) 0.031 (0.021‑0.044) 0.034 (0.022‑0.049) 45-day 0.009 (0.008‑0.011) 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 (0.013‑0.022) 0.019 (0.014‑0.025) 0.020 (0.014‑0.028) 0.022 (0.015‑0.032) 0.024 (0.016‑0.035) 60-day 0.008 (0.007‑0.010) 0.009 (0.008‑0.011) 0.010 (0.009‑0.013) 0.012 (0.010‑0.014) 0.013 (0.010‑0.016) 0.014 (0.011‑0.018) 0.015 (0.011‑0.020) 0.017 (0.012‑0.023) 0.018 (0.012‑0.025) 0.019 (0.012‑0.028) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 12/15/21, 10:47 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8019&lon=-72.6202&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8019°, Longitude: -72.6202° Elevation: 54.7 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.334 (0.262‑0.426) 0.406 (0.318‑0.518) 0.523 (0.408‑0.669) 0.620 (0.481‑0.798) 0.753 (0.565‑1.02) 0.854 (0.628‑1.18) 0.959 (0.684‑1.38) 1.08 (0.727‑1.58) 1.25 (0.809‑1.90) 1.39 (0.877‑2.16) 10-min 0.474 (0.371‑0.604) 0.575 (0.450‑0.733) 0.740 (0.578‑0.949) 0.878 (0.681‑1.13) 1.07 (0.800‑1.44) 1.21 (0.889‑1.67) 1.36 (0.968‑1.95) 1.53 (1.03‑2.24) 1.77 (1.15‑2.69) 1.96 (1.24‑3.06) 15-min 0.557 (0.437‑0.710) 0.677 (0.530‑0.863) 0.872 (0.681‑1.12) 1.03 (0.801‑1.33) 1.25 (0.941‑1.69) 1.42 (1.05‑1.96) 1.60 (1.14‑2.29) 1.80 (1.21‑2.64) 2.08 (1.35‑3.17) 2.31 (1.46‑3.60) 30-min 0.747 (0.585‑0.951) 0.908 (0.711‑1.16) 1.17 (0.915‑1.50) 1.39 (1.08‑1.79) 1.70 (1.27‑2.29) 1.92 (1.41‑2.65) 2.16 (1.54‑3.10) 2.43 (1.64‑3.57) 2.81 (1.82‑4.29) 3.13 (1.98‑4.87) 60-min 0.936 (0.733‑1.19) 1.14 (0.893‑1.45) 1.48 (1.15‑1.89) 1.75 (1.36‑2.26) 2.13 (1.60‑2.88) 2.42 (1.78‑3.34) 2.72 (1.94‑3.91) 3.06 (2.07‑4.50) 3.55 (2.30‑5.40) 3.94 (2.49‑6.14) 2-hr 1.22 (0.958‑1.54) 1.47 (1.16‑1.87) 1.89 (1.49‑2.41) 2.24 (1.75‑2.87) 2.72 (2.06‑3.66) 3.08 (2.28‑4.24) 3.46 (2.49‑4.97) 3.91 (2.65‑5.71) 4.58 (2.98‑6.94) 5.14 (3.26‑7.96) 3-hr 1.40 (1.11‑1.77) 1.70 (1.34‑2.14) 2.18 (1.71‑2.76) 2.58 (2.02‑3.29) 3.13 (2.37‑4.19) 3.53 (2.63‑4.86) 3.97 (2.88‑5.70) 4.50 (3.05‑6.55) 5.30 (3.45‑8.01) 5.99 (3.81‑9.22) 6-hr 1.75 (1.39‑2.19) 2.12 (1.69‑2.67) 2.74 (2.17‑3.45) 3.25 (2.56‑4.11) 3.94 (3.01‑5.27) 4.46 (3.34‑6.11) 5.02 (3.66‑7.19) 5.71 (3.89‑8.27) 6.78 (4.43‑10.2) 7.69 (4.91‑11.8) 12-hr 2.12 (1.70‑2.65) 2.60 (2.08‑3.25) 3.39 (2.70‑4.24) 4.04 (3.20‑5.08) 4.93 (3.79‑6.55) 5.59 (4.21‑7.61) 6.31 (4.63‑8.99) 7.20 (4.92‑10.4) 8.59 (5.63‑12.8) 9.79 (6.26‑14.9) 24-hr 2.47 (1.99‑3.06) 3.08 (2.48‑3.81) 4.06 (3.26‑5.06) 4.88 (3.89‑6.11) 6.01 (4.65‑7.95) 6.83 (5.19‑9.29) 7.75 (5.74‑11.0) 8.91 (6.10‑12.7) 10.8 (7.07‑15.9) 12.4 (7.95‑18.7) 2-day 2.80 (2.27‑3.44) 3.53 (2.86‑4.35) 4.74 (3.82‑5.86) 5.74 (4.60‑7.14) 7.12 (5.55‑9.40) 8.11 (6.21‑11.0) 9.24 (6.93‑13.2) 10.7 (7.37‑15.3) 13.2 (8.70‑19.4) 15.4 (9.91‑23.1) 3-day 3.04 (2.48‑3.73) 3.86 (3.13‑4.73) 5.18 (4.19‑6.38) 6.28 (5.05‑7.78) 7.79 (6.10‑10.3) 8.89 (6.83‑12.0) 10.1 (7.63‑14.5) 11.8 (8.12‑16.7) 14.6 (9.61‑21.4) 17.0 (11.0‑25.5) 4-day 3.26 (2.66‑3.99) 4.12 (3.36‑5.05) 5.53 (4.49‑6.80) 6.70 (5.40‑8.28) 8.31 (6.52‑10.9) 9.47 (7.30‑12.8) 10.8 (8.15‑15.4) 12.6 (8.66‑17.8) 15.5 (10.3‑22.7) 18.2 (11.7‑27.1) 7-day 3.85 (3.16‑4.68) 4.81 (3.94‑5.86) 6.39 (5.21‑7.81) 7.69 (6.23‑9.46) 9.49 (7.47‑12.4) 10.8 (8.34‑14.5) 12.3 (9.26‑17.3) 14.2 (9.83‑20.0) 17.4 (11.5‑25.3) 20.3 (13.1‑30.0) 10-day 4.45 (3.66‑5.40) 5.47 (4.49‑6.64) 7.13 (5.83‑8.68) 8.50 (6.91‑10.4) 10.4 (8.20‑13.5) 11.8 (9.11‑15.7) 13.3 (10.0‑18.6) 15.3 (10.6‑21.4) 18.6 (12.3‑26.9) 21.4 (13.9‑31.7) 20-day 6.41 (5.30‑7.72) 7.48 (6.18‑9.02) 9.23 (7.60‑11.2) 10.7 (8.74‑13.0) 12.7 (10.0‑16.2) 14.2 (10.9‑18.6) 15.8 (11.8‑21.6) 17.7 (12.4‑24.6) 20.7 (13.8‑29.8) 23.3 (15.1‑34.1) 30-day 8.09 (6.72‑9.72) 9.19 (7.62‑11.0) 11.0 (9.08‑13.3) 12.5 (10.2‑15.1) 14.5 (11.5‑18.4) 16.1 (12.4‑20.8) 17.7 (13.2‑23.8) 19.5 (13.7‑26.9) 22.2 (14.9‑31.7) 24.4 (15.9‑35.7) 45-day 10.2 (8.52‑12.2) 11.4 (9.45‑13.6) 13.2 (11.0‑15.9) 14.8 (12.2‑17.8) 16.9 (13.4‑21.2) 18.5 (14.3‑23.7) 20.1 (14.9‑26.7) 21.8 (15.4‑30.0) 24.1 (16.2‑34.3) 25.9 (16.9‑37.7) 60-day 12.0 (10.0‑14.3) 13.2 (11.0‑15.8) 15.1 (12.6‑18.1) 16.7 (13.8‑20.1) 18.9 (15.0‑23.6) 20.6 (15.9‑26.3) 22.3 (16.5‑29.3) 23.9 (16.9‑32.7) 25.9 (17.5‑36.7) 27.3 (17.9‑39.7) 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 APPENDIX E Storm Sewer Analysis APPENDIX F Water Quality Flow Calculations and Data 45, 95 John Fitch Boulevard and 542 King Street- DPI No. 2482.H June 13, 2022 WQF To Underground Chamber System – Watershed P3 To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 20 mins = 0.33 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN = 92 Ia = 0.174 inches Design Precipitation (P) = 1” for water quality storms per Appendix B Ia/P = 0.174 Unit Peak Discharge qu = 435 cfs/mi2/inch Drainage Area A = 383,881 sf = 8.813 acres = 0.0138 mi2 Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient = 0.05 + 0.009(I), where I = percent impervious cover = 83.39% R = 0.05 + 0.009(I) R = 0.05 + 0.009(83.39) R = 0.801 A = drainage area in acres = 0.547 acres WQV = (1”)(R)(A)/12 WQV = (1”)(0.801)(8.813 acres) / 12 in/ft WQV = 0.5883 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.5883 acre-feet x 12 in/ft) / 8.813 acres Q = 0.801 in WQF = qu x A x Q WQF = 435 cfs/mi2/inch x 0.0138 mi2 x 0.801 in WQF = 4.81 cfs required Proposed BMP As shown on the enclosed water quality per unit sizing report, the proposed ADS Stormtech row (utilizing at least 34 ~ SC-740 chambers @ 0.15 cfs treated flow rate per chamber) is rated for 80% TSS removal efficiency for the required 4.81 cfs water quality flow. The current design plan proposes 40 isolator row chambers for the subject area, providing 6.0 cfs of WQF. See isolator row sizing chart included in the appendix. APPENDIX G Drainage Area Maps ©···esignrofessionals ©···esignrofessionals i I I i PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: June 13, 2022 TO: Michael Maniscalco, Walter Summers, Jeff Doolittle, Molly Keays, Heather Oatis, Kevin Cooney, Tony Manfre, John Caldwell, Andrea Confrancesco, Vincent Stetson,Kenneth Rich, Mark Halibozek FROM: Michele Lipe, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: Appl 22-22P, Hartford Truck Site Plan Location: 45, 95 John Fitch and 542 King Street(property to be combined) ® Site Plan ❑ Subdivision No. Acres 16.4 Zone GC ❑ Industrial ® Commercial ❑ Residential No. Lots/Units Water: ® Public ❑ Private Well Sewerage: ❑ Public ® Septic System Project Description: Future Town-owned property involved? ❑ Yes ® No ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 6-28-22 and return to the Planning Department. I HAFORD TRUCK EQUPMEN 95 hn Fitch Boulevd South Windsor.Connecticut m 21mm nw ”nunmmamn -rarm-F RT IT n:2022Ju16, o “i Jo ar— HARTFORD TRUCK EQUIPMENT 95 )0hn Fitch Bculevaxd— june 16,2022 ma:annrunaway: Sauth Windsor.Connccu'cut nmm .v;Mam “w ”mm v R.‘slgn rofessionals m Wm... nan-muu—u-I nun-c»-"omn- e ‘ .,_ .. Cm®unwx xm Cpnala 5mm Ammmx, uA‘ mum mwawuwmmwwmpmu v~v x W M r"‘»1mmlliHI|H|EllIlWlllIllImllll|ll|lll||lm||||||ll11IlllllKllHHHlUlHHHllHllll||I|I|ll|ll|I|IIIIIIHIIHMIIHHHIIIIJIHH||l|lll|l1ll1|llllll||lmi|InhmllllmlllllllmHlllllWllt|I!|ll|II|Ifll|illllllllllWHllNWllllllllllMHlN|ll|II1||llllll|Ell|l|l|I|HlllllllHllM“WIHJLIII!llllllmmlHllllMMlMllHHllHMlHWlHllllHll an13/ W1 / -. * P‘CAPITALSTUDIO architects LLC humans: WW :43 ll WEST ELEVATION 50UTH ELEV.2 EAST ELEVATIONwacuz-Iaz':I‘o‘w sc~.5«/52'=w‘ PLAN %_ L w@»= !i ‘{3 I r !I y :——-‘ K \i l \ m ‘!v J ‘K J ;HEZUIEMX J‘‘Jz1‘‘\I \i V I 1i11‘iaggw L 57"“ ‘L")‘l‘9:4-‘JJ4'47‘F 511''1‘5H 3.4%w ”4'5‘1’4'iLug-l;aid.IL».F‘57:?r H ‘ i=1 iii HHI ‘WIMU, CAPrrALsTUDIO architects LLc H ty“awn @zm um:p sdimn Amm, up mm m Hg i WW!ii ”x H Jim; a NORTH ELEVATI0N w-mo‘=w rsmwammwmwwwm xv mumm «mwuHMumw—4mu. m... HH HMw Hummm U3 V WW:’ m1Tmu ,1w'm1 1k E :uiiEE n U U E j C .2233 D C DU DU "US 1 J .U 54 m," ‘£r i m SEW ’“§‘3 L 55 i§’é’i‘ ia'i'é DDD D £90 U 5 LE M a g L -L\ DD U _—1/“V DD DD A 43%:-IE Spoke with Blake Brannon about his expansion of the shop area in the main building.The expansion would require a fire sprinkler system to be installed.I asked that the site plan be modified to Show a tire service water line servicing the main building. Thanks Walter Summers,Fire Marshal Mail:1540 Sullivan Ava.South Windsor,CT,06074 Office:232 West Rd. 860—282-0669 Ext 1 www.southwindmr—cr.20v Working Smoke Alarms and Carbon Monoxide Alarms Saves Lives Please be advised lhar all emails to and‘nrom the Town ofSouth Windsor are subject to F01 requesls: This e-mail message is intended onlyfor the named recipientKs)above.It may contain conndential information that is privileged or that constitutes official war/(product.Jf‘yoa are not the intended recipient.you are hereby notified that any use,dissemination,distribution or copying oflhis e—mail and any attachmenMs)is strictly prohibited. From:Summers,Walter Sent:Monday,June 20,2022 5:30 PM To:Lipe,Michele Subject:Hartford Truck Michele, MEMORANDUM To: Michele Lipe, Director of Planning From: Jeff Doolittle, P.E., Town Engineer Date: August 9, 2022 Re: App 22-22P — Hartford Truck SP Modification I have reviewed the above application plans and have the following comments 1. The proposed septic plans including separation between the septic and storm drainage system will have to be reviewed and approved by the TOSW Health Dept. 2. Provide details for the proposed 8 foot high opaque wood fence 3. Any trees and bushes to be saved need to be noted on the plans. Please let me know if there are any questions. I i I i HARTFORD TRUCK EQUIPMENT i‘M 95 John Fitch Boulcvaxd August ’16,2022 South Windsor,Connccucut m o w w z.W aw: r .m pa eamumWcv emumagma.aromm - an .mun mum.«u¢mmmmumIunmname" PLANNING DEPARTMENT 06o 54 a�c CERTIFIED MAIL 7019 2280 0001 5119 1690 August 22, 2022 Peter DeMallie C/O McGuire Road Associates LLC Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 Dear Mr. DeMallie: Re: Appl. 22-22P, Hartford Truck Equipment Site Plan-request for site plan modification for a 45,000 sf. ft. storage building, 10,000 sq. ft. addition to existing building and additional storage areas, on property located 95 and 45 John Fitch Boulevard and 542 King Street, GC zone. We are pleased to advise you that the Planning & Zoning Commission voted on August 16, 2022 to approve with modifications the above referenced application for a site plan. This approval is for a site plan for a 45,000 square foot storage building, 10,000 square foot expansion to existing building and additional storage areas on property located at 95 and 45 John Fitch Boulevard and 542 King Street, as shown on plans prepared by Design Professionals, Inc., Project No. 2482.H as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of $15,000 to ensure compliance with the erosion and sediment control measures and $20,000 to ensure establishment of storm water system. 4. A landscape bond in the amount of$5,000 is required and must be submitted prior to the issuance of a certificate of occupancy if work is not completed. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ezt 329 1 Planning@SouthWindsor-CT.gov 9. No building permits will be issued until the Office of State Traffic Administration certificate has been issued (per CGS §14-311). 10. The building street number must be included on the final plan. 11. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 12. All free-standing signs and/or building signs require the issuance of a sign permit before they are erected. 13. The overall site plan should be submitted without the existing property lines so that the phasing can be easily identified. 14. A deed combining all properties into one building lot shall be filed on the land records. The property address shall be known as 95 John Fitch Boulevard; and the storage building will be 85 John Fitch Boulevard. 15. Engineering comments dated 8-9-22 must be incorporated into the final plans. 16. The landscape berm and 8-foot fence shall be installed prior to the use of the outdoor storage in Phase I. 17. Town staff will inspect the screening to ensure that the outdoor storage is not visible from the public way prior to its use. Black and white transparent mylars of Sheets #CSP-2 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Very truly yours, (2" -Poa Bart Pacekonis, Chairman Planning and Zoning Commission BP/cgo cc: Town Engineer Chief Building Official Fire Marshal Superintendent of Pollution Control Director of Public Works �O1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (969) 644-2511 Ext 329 Planning@SouthWindsor-CT.gev l““mm it ”may mam, rm writingmmquest there'lea‘se ‘af the~$2i0GG E&S 8mm frommS and {he miease of tha m‘nw 5&5 bdh§§ox tm harm camgt?w. in ¥iw af pshygicaiiy mmmmghthm §gnds if may mum maybeappiied m tha {gamma hands far tha :ievefgmgnt 6f 54-2 mg meetas appmved an August 3.6,2:322 $15,;emnanawimemhahd $2Mmaé§kmfshmnra?ismmwatar§ysitem $5 kw§5$§ing Tha reieasad $2b£m3 wamd he awed‘ta caver the E&S hand aw ti‘cé iandsmpmg'bma.Th3 teieased $$QQB WOv§é g9 thwama‘ma §mrm mm bawdy This'wnuid iewea bafance of $3.8,mgadgfg f’csr’tha ham If thisjs aqceptabia,i Wank:submitihe remainmg bondfmés ta coverme imamgi o’n the starm Waia‘band. {awkivm iakeEtannoEn Mgmira Read AssMates,LLC vd Member Har§¥drdiTruck Emimmém,inc.-Gw'ner i ‘ii January 27,2023 Blake Brannon Harford Truck Equipment 95 John Fitch Boulevard South Windsor,CT 06074 Dear Mr.Brannon: Re:App].22-22P Hartford Truck Site Plan Modification Bonds I am pleased to advise you that the South Windsor Planning and Zoning Commission,atitsRegularMeetingonJanuary24,2023,voted to release the following bonds: Apgl.16-50P Hartford Truck E &S Bond in the amount of $2,000 reduced by $2,000 toleaveabalanceof—O—. Appl.22-02 P Hartford Truck E &S Bond in the amount of $20,000 reduced by $20,000toleaveabalanceof—0—. Per your request,we will not be mailing a check for the above mentioned bonds.We are inagreementtousethesebondstowardsthenewbalanceforyourbondsforAppl.22-22P: A l.22—22P Hartford Truck E&S Bond in the amount 0f $15 000Al.22-22P Harford Truck Stormwater Bond in the amount of $20 000Appl.22—22P Hartford Truck Landscaoe Bond in the amount of $5,000 A check for $18,000 will be used towards the remaining balance of these bonds If youhaveanyquestionspleasecalltheFlamingDepartmentat860—644-2511 ext.2320. Very truly yours, ‘70ad QM Bart Pacekonis,ChairmanPLANNING&ZONING COMMISSIONBP/cgo Tavrm Halt 154D Sullivan Avenue,Snuth Windsor,CT 06074 Tel (B60)544-2511 Fax (86H)644-37Bl PLANNING DEPARTMENT June 14.2024 Blake Brannon Hartford Truck Equipment 9S John Fitch Boulevard South Windsor,CT 06074 Dear Mr.Brannon: Re:Appl.22-22P Hartford Truck Equipment Site Plan I am pleased to advise you that the South Windsor Planning and Zoning Commission.at its Regular Meeting on June l 1,2024,voted to release the following bonds: Agpl.22—22P Hanford Truck E &S Bond in the amount of $15000 reduced by $15.000 toleaveabalanceof—0-. A991.22—22P Hartford Truck Stormwater Bond in the amount of$30.000 reduced by $25000toleaveabalanceof$5,000. Checks will be mailed to you from the Town of South Windsor.lfyou have anv further questions contact the Planning Department at 860-644—251 1.ext.2253.Thank you. Very truly yours. Stephen Wagner.Chairman PLANNING &ZONING COMMISSION SW/js cc:Town Engineer 1540 Sullivan Avenue,Snuth Windsur,ET UED74 l Tel (BHD)5411-2511 Ext 2329 l Planning@Snuthwindsor-CI.gnv PLANNING DEPARTMENT November 24,2025 Blake Brannon Hanford Truck Equipment 95 John Fitch Boulevard South Windsor,CT 06074 Dear Mr.Brannon: Re:Appl.22—22P,Hartford Truck Equipment Site Plan l am pleased to advise you that the South Windsor Planning and Zoning Commission.at its Regular Meeting on November 18,2025,voted to release the following bonds: Appl.22-22P Hartford Truck Equipment Landscape Bond in the amount of $5,000 reduced by $5,000 to leave a balance of-0—. A check will be mailed to Hartford Truck Equipment from the Town ofSouth Windsor.lfyou have any further questions.contact the Planning Department at 860-644—251 l,ext.2253. Thank you. Very truly yours. Paul Bernstein.Chairman Planning &Zoning Commission PB/js cc:Town Engineer 15M}Sullivan Avenue,South Windsor,BT OBDM i Tel (860)$444511 Ext 2329 i Planning@SouthWindsur-BT.gov