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Home My WebLink About22-01P Talbot Lane Resubmission G:\jobs\1976\1976.U\Docs\Abutters\Dec 2021\1976.U - IWA Abutter Notice 2.doc P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island December 23, 2021 Re: Inland Wetlands & Watercourses Application 25 Talbot Lane – Warehouse and Distribution Center 475 & 551 Governor’s Highway and 5 & 25 Talbot Lane, South Windsor, CT 06074 Dear Abutting Property Owner: In accordance with Section 7.3b of the “Town of South Windsor Inland Wetlands, Watercourses, and Conservation Regulations”, we are required to notify you that an application has been filed on the property abutting yours at the above‐referenced address and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner, you are invited to the hearing to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application prior to the hearing if you so desire. For further information regarding the specific date this application will be heard please contact Jeff Folger, Environmental Planner/Conservation Officer, Planning Department, 860‐644‐2511, ext. 2229. If you have any questions regarding the specifics of the plans, please feel free to contact our office at 860‐291‐8755. Thank you. Sincerely, DESIGN PROFESSIONALS, INC. Benjamin P. Wheeler, PLA Director of Operations Cc: Town of South Windsor Applicant & Property Owner Parcel ID Site Address Owner Name Mailing Address Mailing City Mailing State Mailing Zip 21800105 105 CODY CIRCLE JEYARAJ GERALD & 105 CODY CIRCLE SOUTH WINDSOR CT 06074‐ 0000 29400106 106 EDGEWOOD DRIVE BAISLA KANIKA 106 EDGEWOOD DRIVE SOUTH WINDSOR CT 06074‐ 0000 29400116 116 EDGEWOOD DRIVE SUBRAMANIYAN NAGAMATHAN 116 EDGEWOOD DRIVE SOUTH WINDSOR CT 06074‐ 0000 29400124 124 EDGEWOOD DRIVE PICARD MICHAEL ANTHONY 124 EDGEWOOD DRIVE SOUTH WINDSOR CT 06074‐ 0000 29400132 132 EDGEWOOD DRIVE SOUTH WINDSOR TOWN OF 16 1540 SULLIVAN AVNUE SOUTH WINDSOR CT 06074‐ 0000 7100020 20 BAKER LANE TEMPLE BETH HILLEL 20 BAKER LANE SOUTH WINDSOR CT 06074‐ 0000 88900030 30 TALBOT LANE MCCARTHY TALBOT REALTY LLC 30 TALBOT LANE SOUTH WINDSOR CT 06074‐ 0000 65100444 444 NUTMEG ROAD G & S SCRAP REALTY LLC 99 EAST RIVER DRIVE EAST HARTFORD CT 06108‐ 0000 36900455 455 GOVERNORS HIGHWAY RYAN KATHLEEN T 455 GOVERNORS HIGHWAY SOUTH WINDSOR CT 06074‐ 0000 36900470 470 GOVERNORS HIGHWAY RYCONN PROPERTIES LLC 470 GOVERNORS HIGHWAY SOUTH WINDSOR CT 06074‐ 0000 88900050 50 TALBOT LANE NFP REAL ESTATE LLC 2901 PROGRESS ROAD MADISON WI 53716‐ 0000 36900550 550 GOVERNORS HIGHWAY RULNICK MARTIN 550 GOVERNORS HIGHWAY SOUTH WINDSOR CT 06074‐ 0000 36900560 560 GOVERNORS HIGHWAY SNUCK ANTHONY G L/U 560 GOVERNORS HIGHWAY SOUTH WINDSOR CT 06074‐ 0000 36900570 570 GOVERNORS HIGHWAY JONES WILLIAM & 570 GOVERNORS HGWY SOUTH WINDSOR CT 06074‐ 0000 36900576 576 GOVERNORS HIGHWAY JE SHEPARD COMPANY PO BOX 415 E WINDSOR HILL CT 06028‐ 0000 29400066 66 EDGEWOOD DRIVE SENGER MARILYN M L/U &66 EDGEWOOD DRIVE SOUTH WINDSOR CT 06074‐ 0000 29400074 74 EDGEWOOD DRIVE CHANDRA RAGHURAJ SINGH &74 EDGEWOOD DRIVE SOUTH WINDSOR CT 06074‐ 0000 21800075 75 CODY CIRCLE SOUTH WINDSOR TOWN OF 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074‐ 0000 29400080 80 EDGEWOOD DRIVE MONTANA ANTHONY 80 EDGEWOOD DRIVE SOUTH WINDSOR CT 06074‐ 0000 29400088 88 EDGEWOOD DRIVE VIKLINETZ MARK A & KAREN P88 EDGEWOOD DRIVE SOUTH WINDSOR CT 06074‐ 0000 21800095 95 CODY CIRCLE DELHAIE RICHARD B JR & SUSAN E95 CODY CIRCLE SOUTH WINDSOR CT 06074‐ 0000 29400098 98 EDGEWOOD DRIVE DOWNS BARBARA ESTATE OF 98 EDGEWOOD DRIVE SOUTH WINDSOR CT 06074‐ 0000 475 & 551 GOVERNOR'S HIGHWAY AND 5 & 25 TALBOT LANE | TOWN OF SOUTH WINDSOR N/F DIRECT ABUTTERS MAILING LIST 25 TALBOT LANE WAREHOUSE AND DISTRIBUTION CENTER SITE PLAN APPLICATION | DECEMBER 20, 2021 © ··· es i g n ro f e s s i o n a l s esign rofessionals · · · esign rofessionals 105 CODY CIRCLE JEYARAJ GERALD &21800105 105 EDGEWOOD DRIVE CONGDON KAREY L 29400105 106 EDGEWOOD DRIVE BAISLA KANIKA 29400106 113 EDGEWOOD DRIVE CRENSHAW GARY A &29400113 114 CODY CIRCLE GLICKMAN JEFFREY L & MINDY-LU 21800114 116 EDGEWOOD DRIVE SUBRAMANIYAN NAGAMATHAN 29400116 121 EDGEWOOD DRIVE SINGHVI PRIYANK &29400121 124 EDGEWOOD DRIVE PICARD MICHAEL ANTHONY 29400124 125 CODY CIRCLE ZHANG WEI 21800125 126 CODY CIRCLE BEMIS JEFFREY E & JODY P 21800126 132 EDGEWOOD DRIVE SOUTH WINDSOR TOWN OF 16 29400132 135 EDGEWOOD DRIVE PHILLIP VERNELLE 29400135 144 EDGEWOOD DRIVE DRENGA JOHN L & JILL A 29400144 152 EDGEWOOD DRIVE COSTA RUI & AMY 29400152 153 EDGEWOOD DRIVE WIND KEVIN P & DAWN 29400153 20 BAKER LANE TEMPLE BETH HILLEL 7100020 21 BAKER LANE PALIPE SUPRIYA 7100021 25 TALBOT LANE UW VINTAGE LANE II LLC 88900025 26 EDGEWOOD DRIVE MCLEAN KAREN L 29400026 280 NUTMEG ROAD CURRENT RESIDENT 65100280 30 TALBOT LANE MCCARTHY TALBOT REALTY LLC 88900030 310 NUTMEG ROAD OSPREY ASSOCIATES LLC 65100310 310 NUTMEG ROAD #A1 CURRENT RESIDENT 6510310A1 310 NUTMEG ROAD #A10 CURRENT RESIDENT 6510310A10 310 NUTMEG ROAD #A11 CURRENT RESIDENT 6510310A11 310 NUTMEG ROAD #A12 CURRENT RESIDENT 6510310A12 310 NUTMEG ROAD #A2 CURRENT RESIDENT 6510310A2 310 NUTMEG ROAD #A3 CURRENT RESIDENT 6510310A3 310 NUTMEG ROAD #A4 CURRENT RESIDENT 6510310A4 310 NUTMEG ROAD #A5 CURRENT RESIDENT 6510310A5 310 NUTMEG ROAD #A6 CURRENT RESIDENT 6510310A6 310 NUTMEG ROAD #A7 CURRENT RESIDENT 6510310A7 310 NUTMEG ROAD #A8 CURRENT RESIDENT 6510310A8 310 NUTMEG ROAD #A9 CURRENT RESIDENT 6510310A9 310 NUTMEG ROAD #B1 CURRENT RESIDENT 6510310B1 310 NUTMEG ROAD #B2 CURRENT RESIDENT 6510310B2 310 NUTMEG ROAD #B3 CURRENT RESIDENT 6510310B3 310 NUTMEG ROAD #B4 CURRENT RESIDENT 6510310B4 310 NUTMEG ROAD #C1 CURRENT RESIDENT 6510310C1 310 NUTMEG ROAD #C10 CURRENT RESIDENT 6510310C10 310 NUTMEG ROAD #C11 CURRENT RESIDENT 6510310C11 310 NUTMEG ROAD #C12 CURRENT RESIDENT 6510310C12 310 NUTMEG ROAD #C13 CURRENT RESIDENT 6510310C13 310 NUTMEG ROAD #C14 CURRENT RESIDENT 6510310C14 310 NUTMEG ROAD #C15 CURRENT RESIDENT 6510310C15 310 NUTMEG ROAD #C16 CURRENT RESIDENT 6510310C16 310 NUTMEG ROAD #C2 CURRENT RESIDENT 6510310C2 310 NUTMEG ROAD #C3 CURRENT RESIDENT 6510310C3 310 NUTMEG ROAD #C4 CURRENT RESIDENT 6510310C4 310 NUTMEG ROAD #C5 CURRENT RESIDENT 6510310C5 310 NUTMEG ROAD #C6 CURRENT RESIDENT 6510310C6 310 NUTMEG ROAD #C7 CURRENT RESIDENT 6510310C7 310 NUTMEG ROAD #C8 CURRENT RESIDENT 6510310C8 310 NUTMEG ROAD #C9 CURRENT RESIDENT 6510310C9 310 NUTMEG ROAD #D1 CURRENT RESIDENT 6510310D1 310 NUTMEG ROAD #D2 CURRENT RESIDENT 6510310D2 310 NUTMEG ROAD #D3 CURRENT RESIDENT 6510310D3 310 NUTMEG ROAD #D4 CURRENT RESIDENT 6510310D4 34 EDGEWOOD DRIVE WITHERELL RYAN D 29400034 42 EDGEWOOD DRIVE POULIN ROBERT W & ALLISON A 29400042 431 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900431 44 CODY CIRCLE HAPKIEWICZ JOHN T & AMY B 21800044 441 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900441 444 NUTMEG ROAD G & S SCRAP REALTY LLC 65100444 455 GOVERNORS HIGHWAY RYAN KATHLEEN T 36900455 470 GOVERNORS HIGHWAY RYCONN PROPERTIES LLC 36900470 475 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900475 49 EDGEWOOD DRIVE SWANSON FRANK J & CAROL ANN 29400049 5 TALBOT LANE UW VINTAGE LANE II LLC 88900005 50 CODY CIRCLE BRANDOLI RICHARD TR 21800050 50 EDGEWOOD DRIVE KALARICKAL MATHEW M &29400050 50 TALBOT LANE NFP REAL ESTATE LLC 88900050 53 MARILYN ROAD SEDAR ROBERT S & CAROLE A 56700053 55 CODY CIRCLE STIMSON SCOTT D & SHARON L 21800055 550 GOVERNORS HIGHWAY RULNICK MARTIN 36900550 551 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900551 560 GOVERNORS HIGHWAY SNUCK ANTHONY G L/U 36900560 57 EDGEWOOD DRIVE MILLS DAVID K &29400057 570 GOVERNORS HIGHWAY JONES WILLIAM &36900570 576 GOVERNORS HIGHWAY JE SHEPARD COMPANY 36900576 58 EDGEWOOD DRIVE CHIPMAN SCOT C & CHANDRA M 29400058 584 GOVERNORS HIGHWAY RONDINONE STEVEN 36900584 596 GOVERNORS HIGHWAY BUTLER DERRICK J & CARINA L 36900596 608 GOVERNORS HIGHWAY DUBIEL JANET H TR 36900608 620 GOVERNORS HIGHWAY MIELE SCOTT F & CHRISTINE L 36900620 63 MARILYN ROAD COHAN ANNE M 56700063 630 GOVERNORS HIGHWAY WENTZELL TIMOTHY H & DIANNA L 36900630 64 MARILYN ROAD KISSELBURGH CINDY E 56700064 65 CODY CIRCLE LEARY JOHN F JR & MICHELE 21800065 65 EDGEWOOD DRIVE KILLI SAI &29400065 66 EDGEWOOD DRIVE SENGER MARILYN M L/U &29400066 7 BAKER LANE KURIAKOSE NISE J &7100007 73 EDGEWOOD DRIVE CROMBIE PHILIP E & MARGARET L 29400073 74 EDGEWOOD DRIVE CHANDRA RAGHURAJ SINGH &29400074 75 CODY CIRCLE SOUTH WINDSOR TOWN OF 21800075 80 CODY CIRCLE ANDREWS PETER J & KRISTIN E 21800080 80 EDGEWOOD DRIVE MONTANA ANTHONY 29400080 81 EDGEWOOD DRIVE WOLLENBERG CHRISTOPHER H IV &29400081 88 EDGEWOOD DRIVE VIKLINETZ MARK A & KAREN P 29400088 89 EDGEWOOD DRIVE BEAUDOIN LUCIEN 29400089 90 CODY CIRCLE ROBBIN DAVID A & NANCY A 21800090 95 CODY CIRCLE DELHAIE RICHARD B JR & SUSAN E 21800095 97 EDGEWOOD DRIVE MARINO CARL A & JILL E 29400097 98 EDGEWOOD DRIVE DOWNS BARBARA ESTATE OF 29400098 © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s “” 4.“” ” “” ” “” “” ” ” ” ” ” © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s AVERAGE ANNUAL EROSION SOURCES COVER AREA (DA) EROSION RATE DA * A [ACRES](A) [Ton/Acre/Yr] [Ton/Yr] Woodlands 0 0.2 0 Urban 0 1 0 Construction 27.35 50 1368 TOTAL 27.35 1368 SEDIMENT VOLUME (V) DA 0.043 Sq. Mi DR 0.76%(SB-12) TE 0.8%(80% TSS removal) γ 85 Lbs /CuFt (SB-2: Sandy Soil) V 0.449 Ac. Ft Sediment Storage Vw 0.898 Ac. Ft Wet Storage(*2 x Sediment Storage Min.) Vt 1.347 Ac. Ft Storage 58,690 CuFt © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s · · · ’ · · · · ’ · © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s Scale: 1" = 40' OVERALL LANDSCAPE PLAN1 Scale: 1" = 20' NE ENTRANCE LANDSCAPE PLAN DETAIL2 Scale: 1" = 20' ENTRANCE SIGN LANDSCAPE PLAN DETAIL3 Scale: 1" = 20' ENTRANCE SIGN LANDSCAPE PLAN DETAIL4 © ··· es i g n ro f e s s i o n a l s 1" = 20' EAST-WEST BUFFER CROSS SECTION1 1" = 20' NORTH-SOUTH BUFFER CROSS SECTION2 1" = 200' CROSS SECTION KEY MAP4 2 1 1" = 20' GOVERNOR'S HIGHWAY BERM CROSS SECTION3 3 © ··· es i g n ro f e s s i o n a l s STAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL3 Not to Scale SOIL IMPROVEMENT DETAIL2 0.1 0.1 0.0 0.1 0.2 0.4 0.4 0.1 0.0 0.1 0.2 0.3 0.6 1.2 1.9 0.7 0.0 0.0 0.1 0.1 0.1 0.2 0.5 0.8 1.6 2.7 3.1 3.6 1.6 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 0.2 0.3 0.4 0.6 1.0 1.7 2.5 3.0 4.2 1.7 0.0 0.0 0.0 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 0.2 0.3 0.5 0.6 0.9 1.2 1.6 1.9 2.6 3.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.7 0.9 1.1 1.2 1.3 1.6 2.1 1.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.7 0.9 1.0 1.1 1.1 1.1 1.2 1.4 0.5 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 0.8 1.0 1.1 1.1 1.2 1.2 1.1 1.0 0.4 0.3 0.3 0.2 0.2 0.3 0.4 0.5 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.9 0.1 0.0 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.6 0.9 1.0 1.1 1.3 1.3 1.3 1.2 1.0 0.6 0.6 0.5 0.4 0.4 0.4 0.6 0.8 0.8 0.6 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 1.5 1.8 1.6 0.2 0.0 0.1 0.2 0.4 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.7 1.0 1.2 1.3 1.5 1.6 1.5 1.3 1.2 1.0 0.9 0.8 0.7 0.6 0.6 0.7 1.1 1.1 0.9 0.8 0.5 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 2.8 2.7 2.7 2.0 1.9 1.6 0.5 0.2 0.1 0.1 0.2 0.3 0.5 0.7 0.8 0.6 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 0.8 1.1 1.4 1.8 2.1 2.2 2.0 1.7 1.5 1.4 1.4 1.6 1.5 1.3 1.0 1.2 1.6 2.0 1.4 0.8 0.6 0.4 0.3 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 2.4 2.9 3.0 3.1 2.8 2.0 1.2 0.9 0.5 0.4 0.3 0.5 0.6 0.9 1.1 0.9 0.8 0.6 0.3 0.2 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 0.1 0.1 0.2 0.3 0.4 0.6 0.9 1.2 1.7 2.3 2.8 2.9 2.7 2.4 1.9 1.6 1.6 1.9 2.1 2.3 2.7 3.2 2.5 2.0 1.3 0.7 0.5 0.3 0.3 0.3 0.3 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 1.7 2.0 2.3 2.6 2.9 2.5 2.2 1.3 1.2 1.2 1.0 0.8 1.0 1.3 2.0 1.5 0.9 0.6 0.4 0.2 0.2 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 0.1 0.2 0.4 0.6 0.8 1.1 1.4 2.0 2.7 3.0 2.9 3.1 2.9 2.3 2.0 2.0 2.4 2.6 2.8 3.1 4.5 5.4 4.4 2.0 0.9 0.5 0.4 0.3 0.3 0.4 0.6 0.7 0.5 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.7 0.9 1.1 1.4 1.8 2.2 2.1 1.9 1.6 1.6 1.7 2.0 2.4 2.9 2.5 2.1 1.5 0.8 0.5 0.3 0.2 0.1 0.1 0.1 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.5 0.7 1.0 1.3 1.7 2.3 3.0 3.0 3.0 3.1 3.1 2.6 2.3 2.4 2.7 3.0 3.3 3.5 4.4 4.7 4.3 2.9 2.0 1.0 0.5 0.4 0.4 0.5 0.7 0.9 0.9 0.9 0.6 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.3 0.4 0.5 0.7 1.0 1.3 1.5 1.5 1.6 1.9 2.2 2.4 2.8 4.0 5.2 4.7 2.3 1.0 0.6 0.4 0.2 0.2 0.1 0.2 0.2 0.3 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.4 0.6 0.9 1.2 1.4 1.8 2.3 3.0 3.2 3.1 3.2 3.0 2.4 2.2 2.3 2.5 2.9 3.5 4.0 3.8 3.9 3.4 2.7 2.1 1.9 1.3 0.8 0.5 0.7 0.9 1.4 1.6 1.1 0.8 0.5 0.3 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.4 0.5 0.8 1.1 1.3 1.6 2.1 2.6 3.0 3.3 4.1 4.7 4.5 3.2 2.2 1.1 0.5 0.2 0.2 0.2 0.2 0.3 0.4 0.6 0.6 0.4 0.2 0.2 0.1 0.1 0.1 0.2 0.3 0.4 0.7 1.0 1.3 1.6 1.9 2.2 2.7 3.0 3.2 3.1 2.7 2.2 2.0 2.0 2.1 2.5 3.1 3.7 3.8 3.9 3.4 2.9 2.3 2.0 2.1 2.0 1.9 1.6 1.8 1.9 2.0 1.1 0.7 0.4 0.3 0.2 0.2 0.3 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.1 0.1 0.1 0.2 0.2 0.3 0.5 0.8 1.1 1.5 1.9 2.5 3.2 3.8 3.8 3.9 3.6 2.9 2.1 1.7 1.2 0.5 0.3 0.2 0.3 0.4 0.5 0.8 0.9 0.9 0.7 0.4 0.3 0.2 0.2 0.2 0.3 0.5 0.8 1.1 1.4 1.7 2.0 2.1 2.2 2.4 2.6 2.5 2.2 2.0 1.8 1.7 1.8 2.0 2.2 2.5 2.9 3.4 3.1 2.7 2.4 2.1 2.0 2.0 2.3 2.9 4.4 4.7 2.8 1.5 0.8 0.5 0.4 0.3 0.3 0.4 0.5 0.5 0.3 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.4 0.6 0.9 1.2 1.6 2.1 2.9 3.5 3.8 3.9 3.5 2.9 2.2 1.6 1.2 1.0 0.9 0.7 0.6 0.6 0.8 1.0 1.6 1.3 0.9 0.7 0.4 0.3 0.2 0.2 0.3 0.5 0.9 1.2 1.5 1.8 2.0 2.1 2.1 2.1 2.2 2.2 2.0 1.8 1.7 1.5 1.4 1.4 1.5 1.7 2.0 2.4 2.3 2.3 2.3 2.3 2.4 2.6 2.8 3.3 4.4 5.1 4.3 2.9 1.5 0.7 0.4 0.3 0.4 0.5 0.7 0.9 0.8 0.7 0.4 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.3 0.2 0.2 0.2 0.2 0.3 0.3 0.5 0.7 1.0 1.3 1.8 2.1 2.4 2.8 3.3 3.2 2.7 2.2 1.6 1.1 1.0 1.2 1.5 1.7 1.8 1.7 1.8 1.9 1.6 0.8 0.5 0.4 0.3 0.2 0.3 0.4 0.6 0.9 1.3 1.6 1.9 2.2 2.2 2.1 2.1 2.2 2.1 1.9 1.7 1.5 1.2 1.1 1.0 1.0 1.1 1.4 1.7 1.8 1.9 2.0 2.2 2.4 2.8 3.3 3.6 4.0 4.3 3.6 2.7 2.2 1.7 1.1 0.5 0.5 0.6 0.8 1.3 1.2 0.9 0.7 0.5 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.4 0.4 0.4 0.3 0.3 0.3 0.2 0.3 0.3 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.9 2.3 2.3 2.1 1.9 1.5 1.2 1.1 1.4 1.7 2.0 2.5 3.7 4.7 3.6 1.8 1.0 0.5 0.4 0.3 0.3 0.3 0.4 0.7 1.0 1.3 1.8 2.2 2.6 2.7 2.5 2.3 2.2 2.0 1.8 1.5 1.2 1.0 0.8 0.6 0.6 0.7 1.0 1.2 1.4 1.5 1.6 1.8 2.1 2.5 3.3 3.9 3.8 3.8 3.4 2.8 2.3 2.1 2.0 1.6 1.2 1.1 1.3 2.0 1.9 1.1 0.7 0.4 0.3 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.7 0.6 0.6 0.5 0.4 0.3 0.3 0.3 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.1 1.3 1.6 1.7 1.6 1.4 1.3 1.2 1.3 1.7 2.2 2.6 3.1 4.0 5.0 4.8 3.5 1.6 0.6 0.4 0.3 0.3 0.4 0.6 0.8 1.1 1.5 2.0 2.8 3.2 3.2 3.1 2.7 2.3 1.9 1.7 1.4 1.1 0.8 0.6 0.4 0.4 0.5 0.7 0.9 1.0 1.1 1.3 1.5 1.7 2.2 2.6 3.0 3.4 3.8 3.4 2.9 2.5 2.2 2.0 2.1 2.4 3.0 3.6 2.8 1.9 1.1 0.6 0.4 0.3 0.1 0.1 0.1 0.0 0.0 0.0 0.0 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.3 0.4 0.4 0.5 0.5 0.5 0.6 0.7 0.9 1.1 1.2 1.2 1.1 1.1 1.2 1.4 1.8 2.4 3.1 3.5 3.8 4.3 4.0 2.9 2.2 1.7 0.9 0.5 0.5 0.6 0.8 1.1 1.4 1.7 2.4 3.0 3.1 3.1 3.3 3.0 2.4 1.9 1.6 1.4 1.0 0.7 0.5 0.3 0.3 0.4 0.5 0.6 0.7 0.9 1.0 1.2 1.4 1.6 1.8 2.0 2.4 2.7 2.7 2.5 2.5 2.4 2.4 2.5 2.7 3.4 4.8 5.4 4.1 2.0 0.8 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 1.5 1.3 1.1 1.0 0.9 0.8 0.6 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.6 0.8 0.9 0.9 0.9 0.9 1.0 1.3 1.6 2.2 3.0 3.7 3.8 3.8 3.5 2.8 2.2 1.6 1.3 0.9 0.7 0.8 1.0 1.3 1.6 2.0 2.7 3.2 3.0 3.1 3.2 3.0 2.4 2.0 1.7 1.4 1.0 0.7 0.5 0.3 0.3 0.3 0.4 0.5 0.5 0.6 0.7 0.9 1.0 1.1 1.2 1.3 1.6 1.9 2.0 2.1 2.2 2.4 2.6 2.9 3.2 3.6 4.5 4.7 3.8 2.7 2.1 1.1 0.5 0.2 0.1 0.0 0.0 0.0 0.0 2.1 1.8 1.5 1.3 1.2 1.2 1.1 0.9 0.7 0.6 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.6 0.7 0.7 0.7 0.9 1.1 1.4 1.9 2.3 2.8 3.2 3.7 3.4 2.9 2.3 1.6 1.1 0.9 0.9 1.0 1.2 1.5 1.7 2.1 2.6 3.2 3.3 3.3 3.3 2.8 2.3 1.9 1.7 1.4 1.1 0.8 0.6 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.6 0.6 0.7 0.7 0.9 1.1 1.4 1.6 1.7 1.8 2.1 2.4 2.9 3.6 4.0 4.0 3.9 3.5 2.8 2.0 1.6 1.0 0.4 0.1 0.1 0.0 0.0 2.3 1.9 1.7 1.6 1.5 1.5 1.4 1.2 1.0 0.8 0.8 0.7 0.6 0.6 0.5 0.5 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.6 0.7 0.9 1.2 1.4 1.6 1.8 2.2 2.6 2.7 2.3 2.0 1.5 1.0 0.8 0.9 1.1 1.4 1.7 1.9 2.1 2.4 2.7 3.1 3.3 3.1 2.7 2.3 2.0 1.7 1.5 1.3 1.0 0.8 0.7 0.6 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.8 1.0 1.2 1.3 1.5 1.7 2.0 2.5 3.1 3.7 4.1 4.2 3.7 3.1 2.2 1.5 0.9 0.5 0.2 0.1 0.0 0.0 2.5 2.2 2.0 1.9 1.8 1.8 1.9 1.9 1.7 1.4 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.6 0.7 0.8 1.0 1.1 1.2 1.5 1.8 1.9 1.7 1.6 1.3 1.0 0.9 1.0 1.3 1.5 1.8 2.1 2.2 2.2 2.3 2.6 2.8 2.7 2.5 2.4 2.2 1.9 1.7 1.5 1.2 1.0 1.0 0.8 0.7 0.7 0.6 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.4 0.5 0.7 0.9 1.0 1.2 1.4 1.7 2.0 2.3 2.7 3.3 3.8 3.5 3.0 2.4 1.6 0.9 0.4 0.2 0.1 0.0 2.1 1.9 1.9 1.8 2.0 2.2 2.4 2.4 2.2 1.9 1.7 1.5 1.3 1.1 1.0 0.9 0.8 0.6 0.5 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.7 0.8 1.0 1.3 1.4 1.3 1.1 1.0 0.8 0.8 1.1 1.4 1.7 2.0 2.3 2.3 2.2 2.3 2.4 2.5 2.5 2.4 2.4 2.4 2.3 2.2 1.9 1.6 1.4 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.3 0.3 0.4 0.5 0.6 0.8 0.9 1.1 1.2 1.4 1.6 2.1 2.8 3.2 3.0 2.7 2.3 1.7 0.8 0.4 0.2 0.1 0.0 1.6 1.8 2.0 2.3 2.8 3.1 3.0 2.5 2.2 1.8 1.5 1.4 1.2 1.2 1.1 0.9 0.7 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.4 0.5 0.5 0.7 0.9 1.0 0.9 0.8 0.8 0.8 0.9 1.1 1.4 1.9 2.4 2.8 2.8 2.6 2.5 2.4 2.5 2.4 2.4 2.4 2.6 2.8 2.9 2.6 2.2 1.9 1.5 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.5 0.4 0.3 0.3 0.3 0.4 0.4 0.5 0.5 0.7 0.7 0.8 0.9 1.2 1.9 2.7 3.1 3.0 2.7 2.2 1.7 0.7 0.3 0.1 0.1 0.1 2.2 3.1 4.0 4.1 3.4 2.7 2.1 1.8 1.6 1.5 1.5 1.4 1.2 1.0 0.8 0.8 0.7 0.7 0.6 0.6 0.5 0.4 0.4 0.3 0.3 0.4 0.5 0.6 0.7 0.7 0.7 0.7 0.8 0.9 1.2 1.5 2.2 2.9 3.2 3.2 3.1 2.8 2.5 2.4 2.4 2.4 2.4 2.8 3.3 3.2 3.1 2.9 2.3 1.7 1.5 1.4 1.4 1.2 1.1 1.1 0.9 0.7 0.6 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.6 0.7 1.0 1.9 2.8 3.3 3.4 3.1 2.5 1.5 0.5 0.2 0.1 0.1 4.6 4.6 3.7 2.8 2.4 2.0 1.9 1.8 1.8 1.9 1.6 1.4 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.3 0.3 0.4 0.5 0.5 0.6 0.6 0.7 0.8 1.1 1.3 1.7 2.4 3.1 3.0 3.1 3.3 3.0 2.5 2.3 2.3 2.4 2.5 3.0 3.3 3.0 2.9 3.1 2.6 1.9 1.7 1.6 1.5 1.4 1.3 1.3 1.2 1.0 0.9 0.8 0.7 0.6 0.6 0.5 0.5 0.4 0.4 0.4 0.4 0.6 1.1 2.1 3.0 3.7 3.9 3.3 2.6 1.0 0.4 0.2 0.1 0.1 3.1 2.6 2.3 2.1 2.0 2.1 2.2 2.3 2.1 1.9 1.7 1.5 1.3 1.1 1.0 0.9 0.8 0.7 0.5 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.6 0.7 0.9 1.1 1.4 1.8 2.6 3.1 2.9 3.0 3.2 2.9 2.4 2.2 2.2 2.2 2.4 3.0 3.3 3.0 2.9 3.0 2.5 1.9 1.7 1.6 1.6 1.6 1.7 1.7 1.6 1.4 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.4 0.4 0.7 1.4 2.4 3.3 4.3 4.6 3.8 2.8 0.9 0.3 0.2 0.1 1.8 2.0 2.0 2.1 2.5 2.8 2.7 2.4 2.2 1.9 1.6 1.4 1.2 1.2 1.1 0.9 0.7 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.7 0.9 1.1 1.3 1.7 2.3 2.9 3.0 3.1 3.0 2.5 2.1 1.9 1.9 1.9 2.0 2.5 2.9 3.0 3.1 2.8 2.2 1.7 1.6 1.6 1.7 2.0 2.3 2.4 2.2 1.9 1.6 1.4 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.6 1.0 1.9 2.7 3.6 4.8 5.6 5.1 2.3 0.8 0.3 0.2 0.1 2.0 2.6 3.4 3.4 2.9 2.5 2.1 1.8 1.6 1.5 1.5 1.4 1.2 1.0 0.9 0.8 0.7 0.7 0.6 0.6 0.6 0.6 0.7 0.8 1.0 1.2 1.5 1.9 2.3 2.6 2.8 2.5 2.1 1.8 1.6 1.6 1.5 1.7 1.9 2.1 2.4 2.5 2.3 1.9 1.7 1.6 1.6 1.8 2.3 2.9 3.0 2.9 2.6 2.1 1.6 1.4 1.3 1.2 1.1 1.0 1.0 0.9 0.8 0.9 1.5 2.3 3.0 3.9 4.7 5.0 5.3 1.6 0.6 0.3 0.2 3.9 3.7 2.9 2.5 2.3 2.1 1.9 1.8 1.8 1.9 1.7 1.4 1.2 1.1 1.0 0.9 0.8 0.8 0.7 0.7 0.7 0.8 1.0 1.1 1.3 1.4 1.6 1.9 2.0 1.9 1.7 1.6 1.4 1.3 1.3 1.3 1.4 1.5 1.7 1.8 1.7 1.7 1.6 1.6 1.7 2.0 2.6 3.0 2.9 2.9 3.0 2.4 1.8 1.6 1.5 1.5 1.3 1.3 1.3 1.2 1.1 1.3 1.8 2.3 2.8 3.4 3.8 3.9 2.7 1.0 0.4 0.2 0.1 2.4 2.1 2.2 2.2 2.3 2.4 2.4 2.4 2.2 1.9 1.7 1.6 1.3 1.2 1.0 1.0 0.9 0.8 0.8 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.4 1.3 1.3 1.2 1.0 1.0 1.0 1.0 1.1 1.3 1.4 1.4 1.5 1.6 1.6 1.7 2.1 2.8 3.0 2.8 2.9 3.0 2.4 1.9 1.7 1.6 1.6 1.5 1.5 1.6 1.5 1.4 1.6 1.9 2.2 2.5 2.9 2.8 2.7 1.2 0.5 0.3 0.2 0.1 1.9 2.4 2.6 3.1 3.1 3.1 2.9 2.5 2.2 1.9 1.6 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.8 0.9 0.9 1.0 1.1 1.2 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.7 0.7 0.8 1.0 1.1 1.2 1.3 1.4 1.5 1.5 1.9 2.5 2.9 2.9 3.1 2.8 2.1 1.7 1.6 1.6 1.7 1.8 2.0 2.2 2.0 1.8 1.9 1.9 2.0 2.1 2.2 2.2 1.4 0.5 0.3 0.2 0.1 3.2 3.3 3.7 3.8 3.1 2.6 2.1 1.8 1.6 1.5 1.5 1.4 1.3 1.1 1.0 0.9 0.9 0.9 1.0 1.0 1.1 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.5 0.6 0.7 0.9 0.9 1.0 1.1 1.2 1.3 1.6 2.0 2.3 2.7 2.7 2.4 1.9 1.6 1.6 1.6 1.8 2.2 2.7 2.9 2.7 2.5 2.2 1.9 1.8 1.8 1.7 1.5 0.6 0.3 0.2 0.1 0.1 4.1 4.1 3.0 2.5 2.2 1.9 1.8 1.8 1.8 1.8 1.7 1.4 1.3 1.2 1.1 1.0 1.0 1.0 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.4 0.3 0.4 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.3 1.4 1.6 1.9 1.9 1.8 1.7 1.6 1.6 1.7 1.9 2.6 3.1 3.1 3.1 3.1 2.4 1.9 1.7 1.5 1.4 0.9 0.3 0.2 0.1 0.1 2.5 2.1 2.0 1.9 1.9 2.0 2.1 2.2 2.1 1.9 1.7 1.5 1.4 1.2 1.1 1.0 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.3 0.3 0.3 0.4 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.0 1.2 1.4 1.4 1.5 1.5 1.6 1.6 1.7 2.2 2.9 3.0 3.0 3.0 3.2 2.5 1.8 1.5 1.3 1.0 0.5 0.2 0.1 0.1 0.1 1.7 1.8 1.9 2.1 2.4 2.7 2.8 2.4 2.2 1.9 1.6 1.4 1.3 1.2 1.1 1.0 0.9 0.7 0.6 0.5 0.5 0.4 0.4 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0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 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 0.250.250.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 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 0.250.250.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 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 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 D @ 2 5 ' F @ 1 2 ' F @ 1 2 ' F @ 1 2 ' F @ 1 2 ' C @ 2 5 ' C @ 2 5 ' C @ 2 5 ' C @ 2 5 ' G @ 2 5 ' G @ 2 5 ' H @ 2 5 ' H @ 2 5 ' G @ 2 5 ' B @ 2 5 ' D @ 2 5 ' D @ 2 5 ' F @ 1 2 ' F @ 1 2 ' A @ 2 5 ' A @ 2 5 ' © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s “ ” · ·” ·“” · · · © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s *THE CHAMBER SYSTEM SHALL PROVIDE RESISTANCE TO THE LOADS AND LOAD FACTORS AS DEFINED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12, WHEN INSTALLED ACCORDING TO CULTEC'S RECOMMENDED INSTALLATION INSTRUCTIONS. 12' MAX. BURIAL DEPTH CULTEC NO. 4800 WOVEN GEOTEXTILE (FOR SCOUR PROTECTION) TO BE PLACED BENEATH INTERNAL MANIFOLD FEATURE AND BENEATH ALL INLET/OUTLET PIPES PAVEMENT OR FINISHED GRADE 60.0"69.0" MIN. CENTER TO CENTER12.0" MIN. 1-2 INCH WASHED, CRUSHED STONE SURROUNDING CHAMBERS MIN. 95% COMPACTED FILL THE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THAT THE REQUIRED BEARING CAPACITY OF SUB-GRADE SOILS HAVE BEEN MET 6.0" MIN. 36.0" 6.0" MIN. 12.0" MIN. FOR PAVED 18.0" MIN. FOR UNPAVED CHAMBERS SHALL BE DESIGNED AND TESTED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CULTEC NO. 410 NON-WOVEN GEOTEXTILE PLACED ABOVE SYSTEM. BOTTOM PER ENGINEER PREFERENCE. RECHARGER 360HD HEAVY DUTY CHAMBER IN SEPARATOR ROWS es i g n ro f e s s i o n a l s © ···· · · · es i g n ro f e s s i o n a l s © ···· · · · es i g n ro f e s s i o n a l s © ···· · · · · © ··· es i g n ro f e s s i o n a l s esign rofessionals · · · esign rofessionals 7 BAKER LANE KURIAKOSE NISE J &7100007 20 BAKER LANE TEMPLE BETH HILLEL 7100020 21 BAKER LANE PALIPE SUPRIYA 7100021 44 CODY CIRCLE HAPKIEWICZ JOHN T & AMY B 21800044 50 CODY CIRCLE BRANDOLI RICHARD TR 21800050 55 CODY CIRCLE STIMSON SCOTT D & SHARON L 21800055 65 CODY CIRCLE LEARY JOHN F JR & MICHELE 21800065 75 CODY CIRCLE SOUTH WINDSOR TOWN OF 21800075 80 CODY CIRCLE ANDREWS PETER J & KRISTIN E 21800080 90 CODY CIRCLE ROBBIN DAVID A & NANCY A 21800090 95 CODY CIRCLE DELHAIE RICHARD B JR & SUSAN E 21800095 105 CODY CIRCLE JEYARAJ GERALD &21800105 114 CODY CIRCLE GLICKMAN JEFFREY L & MINDY-LU 21800114 125 CODY CIRCLE ZHANG WEI 21800125 126 CODY CIRCLE BEMIS JEFFREY E & JODY P 21800126 26 EDGEWOOD DRIVE MCLEAN KAREN L 29400026 34 EDGEWOOD DRIVE WITHERELL RYAN D 29400034 42 EDGEWOOD DRIVE POULIN ROBERT W & ALLISON A 29400042 49 EDGEWOOD DRIVE SWANSON FRANK J & CAROL ANN 29400049 50 EDGEWOOD DRIVE KALARICKAL MATHEW M & 29400050 57 EDGEWOOD DRIVE MILLS DAVID K &29400057 58 EDGEWOOD DRIVE CHIPMAN SCOT C & CHANDRA M 29400058 65 EDGEWOOD DRIVE KILLI SAI &29400065 66 EDGEWOOD DRIVE SENGER MARILYN M L/U &29400066 73 EDGEWOOD DRIVE CROMBIE PHILIP E & MARGARET L 29400073 74 EDGEWOOD DRIVE CHANDRA RAGHURAJ SINGH & 29400074 80 EDGEWOOD DRIVE MONTANA ANTHONY 29400080 81 EDGEWOOD DRIVE WOLLENBERG CHRISTOPHER H IV & 29400081 88 EDGEWOOD DRIVE VIKLINETZ MARK A & KAREN P 29400088 89 EDGEWOOD DRIVE BEAUDOIN LUCIEN 29400089 97 EDGEWOOD DRIVE MARINO CARL A & JILL E 29400097 98 EDGEWOOD DRIVE DOWNS BARBARA ESTATE OF 29400098 105 EDGEWOOD DRIVE CONGDON KAREY L 29400105 106 EDGEWOOD DRIVE BINKOWSKI DENNIS J &29400106 113 EDGEWOOD DRIVE CRENSHAW GARY A &29400113 116 EDGEWOOD DRIVE SUBRAMANIYAN NAGAMATHAN 29400116 121 EDGEWOOD DRIVE SINGHVI PRIYANK &29400121 124 EDGEWOOD DRIVE PICARD MICHAEL ANTHONY 29400124 132 EDGEWOOD DRIVE SOUTH WINDSOR TOWN OF 16 29400132 135 EDGEWOOD DRIVE PHILLIP VERNELLE 29400135 144 EDGEWOOD DRIVE DRENGA JOHN L & JILL A 29400144 152 EDGEWOOD DRIVE COSTA RUI & AMY 29400152 153 EDGEWOOD DRIVE WIND KEVIN P 29400153 431 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900431 441 GOVERNORS HIGHWAY ELECTRO-METHODS INC 36900441 455 GOVERNORS HIGHWAY RYAN KATHLEEN T 36900455 470 GOVERNORS HIGHWAY RYCONN PROPERTIES LLC 36900470 475 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900475 550 GOVERNORS HIGHWAY RULNICK MARTIN 36900550 551 GOVERNORS HIGHWAY UW VINTAGE LANE II LLC 36900551 560 GOVERNORS HIGHWAY SNUCK ROBERT 36900560 570 GOVERNORS HIGHWAY JONES WILLIAM &36900570 576 GOVERNORS HIGHWAY JE SHEPARD COMPANY 36900576 584 GOVERNORS HIGHWAY RONDINONE STEVEN 36900584 596 GOVERNORS HIGHWAY BUTLER DERRICK J & CARINA L 36900596 608 GOVERNORS HIGHWAY DUBIEL JANET H TR 36900608 620 GOVERNORS HIGHWAY MIELE SCOTT F & CHRISTINE L 36900620 630 GOVERNORS HIGHWAY WENTZELL TIMOTHY H & DIANNA L 36900630 53 MARILYN ROAD SEDAR ROBERT S & CAROLE A 56700053 63 MARILYN ROAD COHAN ANNE M 56700063 64 MARILYN ROAD KISSELBURGH CINDY E 56700064 280 NUTMEG ROAD CURRENT RESIDENT 65100280 310 NUTMEG ROAD OSPREY ASSOCIATES LLC 65100310 444 NUTMEG ROAD G & S SCRAP REALTY LLC 65100444 5 TALBOT LANE UW VINTAGE LANE II LLC 88900005 25 TALBOT LANE UW VINTAGE LANE II LLC 88900025 30 TALBOT LANE MCCARTHY TALBOT REALTY LLC 88900030 50 TALBOT LANE NFP REAL ESTATE LLC 88900050 310 NUTMEG ROAD #A1 CURRENT RESIDENT 6510310A1 310 NUTMEG ROAD #A10 CURRENT RESIDENT 6510310A10 310 NUTMEG ROAD #A11 CURRENT RESIDENT 6510310A11 310 NUTMEG ROAD #A12 CURRENT RESIDENT 6510310A12 310 NUTMEG ROAD #A2 CURRENT RESIDENT 6510310A2 310 NUTMEG ROAD #A3 CURRENT RESIDENT 6510310A3 310 NUTMEG ROAD #A4 CURRENT RESIDENT 6510310A4 310 NUTMEG ROAD #A5 CURRENT RESIDENT 6510310A5 310 NUTMEG ROAD #A6 CURRENT RESIDENT 6510310A6 310 NUTMEG ROAD #A7 CURRENT RESIDENT 6510310A7 310 NUTMEG ROAD #A8 CURRENT RESIDENT 6510310A8 310 NUTMEG ROAD #A9 CURRENT RESIDENT 6510310A9 310 NUTMEG ROAD #B1 CURRENT RESIDENT 6510310B1 310 NUTMEG ROAD #B2 CURRENT RESIDENT 6510310B2 310 NUTMEG ROAD #B3 CURRENT RESIDENT 6510310B3 310 NUTMEG ROAD #B4 CURRENT RESIDENT 6510310B4 310 NUTMEG ROAD #C1 CURRENT RESIDENT 6510310C1 310 NUTMEG ROAD #C10 CURRENT RESIDENT 6510310C10 310 NUTMEG ROAD #C11 CURRENT RESIDENT 6510310C11 310 NUTMEG ROAD #C12 CURRENT RESIDENT 6510310C12 310 NUTMEG ROAD #C13 CURRENT RESIDENT 6510310C13 310 NUTMEG ROAD #C14 CURRENT RESIDENT 6510310C14 310 NUTMEG ROAD #C15 CURRENT RESIDENT 6510310C15 310 NUTMEG ROAD #C16 CURRENT RESIDENT 6510310C16 310 NUTMEG ROAD #C2 CURRENT RESIDENT 6510310C2 310 NUTMEG ROAD #C3 CURRENT RESIDENT 6510310C3 310 NUTMEG ROAD #C4 CURRENT RESIDENT 6510310C4 310 NUTMEG ROAD #C5 CURRENT RESIDENT 6510310C5 310 NUTMEG ROAD #C6 CURRENT RESIDENT 6510310C6 310 NUTMEG ROAD #C7 CURRENT RESIDENT 6510310C7 310 NUTMEG ROAD #C8 CURRENT RESIDENT 6510310C8 310 NUTMEG ROAD #C9 CURRENT RESIDENT 6510310C9 310 NUTMEG ROAD #D1 CURRENT RESIDENT 6510310D1 310 NUTMEG ROAD #D2 CURRENT RESIDENT 6510310D2 310 NUTMEG ROAD #D3 CURRENT RESIDENT 6510310D3 310 NUTMEG ROAD #D4 CURRENT RESIDENT 6510310D4 © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s “” 4. “” ” “” ” “” “” ” ” ” ” ” © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s AVERAGE ANNUAL EROSION SOURCES COVER AREA (DA) EROSION RATE DA * A [ACRES] (A) [Ton/Acre/Yr] [Ton/Yr] Woodlands 0 0.2 0 Urban 0 1 0 Construction 27.35 50 1368TOTAL 27.35 1368 SEDIMENT VOLUME (V)DA 0.043 Sq. Mi DR 0.76%(SB-12) TE 0.8%(80% TSS removal) γ 85 Lbs /CuFt (SB-2: Sandy Soil) V 0.449 Ac. Ft Sediment Storage Vw 0.898 Ac. Ft Wet Storage(*2 x Sediment Storage Min.)Vt 1.347 Ac. Ft Storage58,690 CuFt © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s · · · ’ · · · · ’ · © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s Scale: 1" = 40' OVERALL LANDSCAPE PLAN1 Scale: 1" = 20' NE ENTRANCE LANDSCAPE PLAN DETAIL2 Scale: 1" = 20' ENTRANCE SIGN LANDSCAPE PLAN DETAIL3 Scale: 1" = 20' ENTRANCE SIGN LANDSCAPE PLAN DETAIL4 © ··· es i g n ro f e s s i o n a l s 1" = 20' EAST-WEST BUFFER CROSS SECTION1 1" = 20' NORTH-SOUTH BUFFER CROSS SECTION2 1" = 200' CROSS SECTION KEY MAP4 2 1 1" = 20' GOVERNOR'S HIGHWAY BERM CROSS SECTION3 3 © ··· es i g n ro f e s s i o n a l s STAKE TREES ONLY UPON THE APPROVALOF THE LANDSCAPE ARCHITECTSEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THEAPPROVAL OF THE LANDSCAPE ARCHITECT.SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING.PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANTLEADERS, AND BROKEN OR DEAD BRANCHES.SOME INTERIOR TWIGS AND LATERAL BRANCHESMAY BE PRUNED; HOWEVER, DO NOT REMOVETHE TERMINAL BUDS OF BRANCHES THATEXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1. NO MULCH WITHIN 3" OF TREE TRUNK 2. THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1. FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2. THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL3 Not to Scale SOIL IMPROVEMENT DETAIL2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.3 0.3 0.3 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.3 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.4 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.5 0.5 0.4 0.4 0.3 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.6 0.6 0.7 0.8 0.8 0.8 0.7 0.6 0.6 0.5 0.5 0.4 0.4 0.3 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.6 0.7 0.8 0.9 1.0 1.1 1.0 0.9 0.8 0.7 0.7 0.6 0.5 0.4 0.4 0.3 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.4 0.5 0.6 0.8 0.9 1.1 1.3 1.4 1.3 1.2 1.1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.9 1.1 1.4 1.6 1.6 1.6 1.5 1.4 1.2 0.9 0.8 0.6 0.6 0.5 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.8 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 1.0 1.3 1.5 1.7 1.7 1.7 1.7 1.7 1.5 1.1 0.9 0.7 0.6 0.6 0.5 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 1.1 1.1 1.0 0.4 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.5 0.6 0.7 0.8 1.0 1.2 1.5 1.7 1.7 1.7 1.8 1.9 2.0 1.8 1.5 1.1 0.9 0.9 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 1.9 1.5 1.3 1.2 1.2 1.0 0.6 0.4 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.7 0.8 0.9 1.1 1.3 1.6 1.8 1.9 1.8 1.9 2.0 2.0 2.0 1.9 1.8 1.5 1.4 1.1 0.9 0.7 0.5 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 1.9 1.8 1.9 1.6 1.4 1.1 1.2 1.0 0.8 0.5 0.5 0.4 0.4 0.3 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.4 0.5 0.6 0.7 0.9 1.0 1.2 1.3 1.6 1.8 1.9 2.0 2.0 2.1 2.1 2.0 2.0 1.9 2.0 2.1 2.2 1.8 1.2 0.7 0.5 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 1.6 1.7 1.8 1.9 1.9 1.7 1.5 1.3 1.3 1.3 1.3 1.1 0.9 0.7 0.5 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.7 0.8 0.9 1.1 1.2 1.4 1.6 1.7 1.9 2.0 2.2 2.2 2.1 2.1 2.1 2.1 2.3 2.5 3.0 3.1 2.6 1.6 0.9 0.5 0.3 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 1.1 1.3 1.4 1.6 1.8 1.8 1.8 1.8 1.7 1.6 1.7 1.9 2.3 2.5 1.8 0.9 0.6 0.3 0.2 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 0.1 0.2 0.3 0.4 0.6 0.7 0.9 1.0 1.1 1.3 1.4 1.5 1.6 1.7 1.9 2.0 2.0 2.0 2.1 2.2 2.3 2.5 2.8 3.1 3.1 3.0 2.3 1.8 1.1 0.5 0.4 0.3 0.3 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.9 1.0 1.1 1.3 1.5 1.6 1.6 1.7 1.8 1.9 2.0 2.2 2.6 3.1 2.7 2.0 1.3 0.6 0.3 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 0.2 0.2 0.3 0.5 0.6 0.8 0.9 1.1 1.2 1.3 1.4 1.5 1.5 1.6 1.7 1.8 1.9 1.9 2.0 2.2 2.3 2.6 2.8 3.0 3.1 2.8 2.3 2.1 2.0 1.8 1.3 1.0 0.8 0.7 0.5 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.5 0.6 0.8 0.9 1.1 1.2 1.4 1.5 1.6 1.8 2.0 2.2 2.5 2.8 2.9 2.5 2.1 1.6 1.3 0.9 0.6 0.3 0.2 0.1 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.6 0.8 1.0 1.2 1.3 1.5 1.6 1.5 1.5 1.5 1.6 1.7 1.7 1.8 1.9 2.1 2.2 2.4 2.5 2.7 2.8 2.7 2.5 2.2 2.2 2.1 2.1 2.2 2.2 1.6 1.0 0.6 0.4 0.2 0.2 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 0.5 0.5 0.6 0.7 0.8 1.0 1.2 1.3 1.4 1.6 1.9 2.1 2.4 2.6 2.6 2.5 2.0 1.7 1.5 1.4 1.1 0.9 0.6 0.3 0.4 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.4 0.5 0.7 0.8 1.0 1.3 1.5 1.7 1.8 1.7 1.6 1.6 1.6 1.6 1.6 1.7 1.8 2.0 2.1 2.1 2.2 2.3 2.5 2.5 2.4 2.4 2.4 2.2 2.3 2.7 3.2 3.1 2.5 1.6 0.9 0.4 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.5 0.5 0.5 0.6 0.7 0.8 1.0 1.1 1.3 1.5 1.7 1.9 2.0 2.1 2.3 2.3 2.0 1.8 1.6 1.4 1.3 1.3 1.3 1.2 1.0 0.8 0.6 0.6 0.4 0.3 0.2 0.2 0.2 0.3 0.4 0.5 0.6 0.7 0.9 1.1 1.4 1.7 1.8 1.9 1.8 1.8 1.7 1.6 1.5 1.5 1.6 1.6 1.7 1.8 1.8 1.9 2.0 2.1 2.2 2.2 2.3 2.4 2.4 2.6 2.9 3.2 3.1 2.9 2.2 1.8 1.3 0.7 0.6 0.4 0.4 0.3 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.5 0.5 0.5 0.5 0.6 0.7 0.8 1.0 1.1 1.3 1.5 1.6 1.7 1.8 1.9 1.9 1.8 1.7 1.6 1.4 1.3 1.5 1.5 1.6 1.7 2.0 1.8 1.2 0.7 0.5 0.3 0.3 0.3 0.4 0.5 0.6 0.7 0.8 1.0 1.2 1.5 1.7 1.8 1.8 1.8 1.9 1.8 1.6 1.4 1.4 1.3 1.4 1.4 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.6 2.8 3.1 3.1 2.8 2.3 2.1 2.1 1.8 1.4 1.1 0.8 0.7 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.9 1.0 1.2 1.3 1.4 1.5 1.7 1.7 1.6 1.5 1.4 1.4 1.4 1.6 1.7 1.9 2.0 2.6 2.9 2.6 1.7 1.0 0.6 0.4 0.4 0.5 0.6 0.7 0.8 0.9 1.1 1.4 1.6 1.8 1.7 1.7 1.7 1.9 1.8 1.6 1.4 1.3 1.2 1.1 1.1 1.1 1.1 1.2 1.4 1.5 1.6 1.7 1.9 2.0 2.1 2.3 2.6 2.8 2.8 2.6 2.5 2.3 2.2 2.1 2.1 2.3 2.3 1.7 1.0 0.6 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.9 0.8 0.8 0.7 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.9 1.0 1.1 1.3 1.4 1.5 1.4 1.4 1.3 1.3 1.5 1.7 1.8 2.1 2.4 2.7 2.7 2.7 2.0 1.6 1.1 0.7 0.6 0.6 0.7 0.8 0.9 1.0 1.2 1.5 1.7 1.9 1.8 1.8 1.8 1.8 1.7 1.5 1.4 1.3 1.2 1.0 0.9 0.9 0.8 0.9 1.0 1.2 1.4 1.5 1.6 1.8 1.9 2.0 2.2 2.3 2.4 2.5 2.4 2.4 2.4 2.3 2.3 2.7 3.2 2.9 2.3 1.4 0.8 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.1 1.0 1.0 0.9 0.8 0.8 0.7 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.8 1.0 1.1 1.2 1.2 1.2 1.2 1.3 1.4 1.6 1.8 2.1 2.4 2.6 2.7 2.5 1.9 1.6 1.4 1.3 1.0 0.8 0.8 0.9 1.0 1.1 1.3 1.5 1.7 1.9 1.9 1.9 1.9 1.8 1.6 1.5 1.4 1.4 1.2 1.0 0.9 0.8 0.8 0.7 0.8 0.9 1.0 1.2 1.3 1.5 1.6 1.7 1.8 2.0 2.1 2.2 2.2 2.3 2.4 2.4 2.6 2.9 3.0 2.8 2.4 1.7 1.4 1.0 0.5 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 1.3 1.2 1.2 1.1 1.1 1.0 0.9 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.7 0.7 0.8 1.0 1.0 1.0 1.1 1.2 1.3 1.5 1.7 1.9 2.1 2.2 2.4 2.2 2.0 1.6 1.4 1.3 1.1 1.1 1.0 1.0 1.1 1.2 1.3 1.5 1.7 1.9 2.0 2.0 1.9 1.8 1.6 1.5 1.6 1.4 1.2 1.1 1.0 0.9 0.8 0.7 0.7 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.5 1.6 1.8 1.9 2.0 2.1 2.2 2.3 2.6 2.7 2.9 2.8 2.3 1.9 1.5 1.3 0.9 0.6 0.3 0.2 0.1 0.0 0.0 0.0 0.0 1.6 1.5 1.4 1.3 1.3 1.2 1.2 1.1 1.0 0.9 0.8 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.7 0.7 0.8 0.9 1.0 1.1 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 1.8 1.6 1.4 1.2 1.1 1.1 1.2 1.2 1.2 1.3 1.3 1.4 1.6 1.8 1.9 1.9 1.8 1.7 1.6 1.8 1.7 1.5 1.4 1.3 1.2 1.0 0.9 0.8 0.7 0.7 0.7 0.7 0.7 0.7 0.8 0.9 1.1 1.3 1.5 1.6 1.8 1.9 2.0 2.1 2.2 2.4 2.5 2.4 2.2 1.9 1.6 1.3 1.0 0.7 0.5 0.4 0.2 0.1 0.0 0.0 1.6 1.6 1.5 1.4 1.4 1.4 1.4 1.3 1.2 1.1 1.0 1.0 0.9 0.9 0.8 0.8 0.7 0.6 0.6 0.6 0.6 0.7 0.8 0.9 1.0 1.2 1.3 1.4 1.4 1.6 1.6 1.6 1.5 1.4 1.3 1.1 1.1 1.1 1.2 1.2 1.3 1.4 1.4 1.5 1.6 1.7 1.8 1.9 1.8 1.7 1.8 2.1 1.9 1.7 1.6 1.5 1.4 1.2 1.0 0.9 0.8 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.8 0.9 1.1 1.3 1.5 1.6 1.7 1.8 1.9 2.0 2.0 2.1 2.1 2.0 1.8 1.4 1.1 0.8 0.6 0.4 0.2 0.1 0.1 0.0 1.7 1.6 1.5 1.6 1.6 1.6 1.6 1.6 1.5 1.4 1.3 1.2 1.2 1.1 1.0 0.9 0.9 0.8 0.7 0.7 0.6 0.6 0.6 0.7 0.7 0.8 0.9 1.0 1.0 1.2 1.3 1.4 1.4 1.3 1.2 1.1 1.1 1.1 1.1 1.2 1.3 1.4 1.5 1.6 1.6 1.7 1.8 1.9 1.9 1.8 1.9 2.3 2.2 2.1 2.0 1.9 1.7 1.5 1.3 1.1 1.0 0.9 0.8 0.8 0.7 0.6 0.5 0.5 0.5 0.6 0.7 0.8 1.0 1.2 1.3 1.4 1.4 1.5 1.6 1.8 1.9 2.0 2.0 1.8 1.5 1.2 0.9 0.7 0.3 0.2 0.1 0.1 1.5 1.4 1.4 1.5 1.6 1.7 1.8 1.8 1.8 1.6 1.5 1.4 1.3 1.2 1.1 1.1 1.0 0.9 0.9 0.8 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.8 1.0 1.1 1.2 1.2 1.1 1.0 1.0 1.0 1.1 1.2 1.3 1.5 1.6 1.8 1.8 1.9 1.9 2.2 2.2 2.0 2.4 2.9 2.6 2.3 2.2 2.1 1.9 1.6 1.4 1.2 1.1 1.0 0.9 0.8 0.8 0.7 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.5 1.8 2.1 2.1 1.9 1.7 1.4 1.1 0.6 0.3 0.2 0.1 0.1 1.3 1.4 1.5 1.8 2.1 2.3 2.2 2.0 1.8 1.6 1.5 1.3 1.3 1.3 1.2 1.1 1.0 0.9 0.9 0.8 0.8 0.8 0.7 0.7 0.6 0.6 0.6 0.6 0.7 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.1 1.2 1.4 1.6 1.8 2.0 2.1 2.2 2.2 2.3 2.5 2.3 3.3 3.4 3.0 2.6 2.4 2.3 2.1 1.8 1.5 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.8 1.0 1.3 1.9 2.4 2.5 2.3 2.0 1.7 1.3 0.6 0.3 0.2 0.1 0.1 1.8 2.4 2.6 2.9 2.6 2.0 1.7 1.6 1.5 1.4 1.4 1.4 1.3 1.2 1.1 1.0 1.0 0.9 0.9 0.8 0.8 0.7 0.6 0.6 0.6 0.6 0.7 0.8 0.9 0.9 0.9 1.0 1.0 1.1 1.2 1.5 1.7 1.9 2.0 2.1 2.2 2.3 2.2 2.2 2.5 3.6 3.6 3.1 2.7 2.5 2.5 2.2 1.8 1.6 1.4 1.3 1.2 1.1 1.1 1.0 0.8 0.8 0.8 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.5 0.6 0.7 1.1 2.0 2.7 3.0 3.0 2.7 2.1 1.3 0.4 0.2 0.2 0.1 3.0 3.3 2.9 2.2 1.9 1.8 1.7 1.6 1.6 1.6 1.5 1.4 1.3 1.3 1.2 1.1 1.0 1.0 0.9 0.8 0.7 0.6 0.6 0.6 0.7 0.7 0.8 0.9 0.9 1.0 1.1 1.2 1.3 1.6 1.8 1.9 1.9 2.0 2.1 2.2 2.1 2.1 2.8 3.4 3.2 3.0 2.7 2.5 2.4 2.1 1.7 1.5 1.4 1.3 1.3 1.3 1.2 1.1 1.0 0.9 0.9 0.9 0.9 0.8 0.8 0.8 0.7 0.7 0.6 0.6 0.5 0.7 1.2 2.2 3.0 3.5 3.6 3.0 2.5 0.9 0.3 0.2 0.2 0.1 2.6 2.2 1.9 1.8 1.7 1.7 1.7 1.8 1.8 1.6 1.5 1.5 1.3 1.2 1.2 1.1 1.0 1.0 0.9 0.8 0.7 0.7 0.7 0.8 0.8 0.9 0.9 1.0 1.1 1.2 1.4 1.6 1.8 1.8 1.8 1.9 1.9 2.0 1.9 2.0 2.6 2.8 2.8 2.7 2.5 2.5 2.3 1.9 1.6 1.4 1.4 1.4 1.5 1.5 1.5 1.4 1.2 1.2 1.1 1.0 1.0 0.9 0.9 0.9 0.9 0.8 0.8 0.7 0.7 0.9 1.5 2.4 3.2 4.2 4.4 3.6 2.7 0.9 0.3 0.2 0.1 1.5 1.6 1.5 1.6 1.8 2.0 2.0 1.9 1.8 1.6 1.5 1.4 1.3 1.3 1.2 1.1 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.1 1.3 1.6 1.8 1.9 1.8 1.8 1.9 1.8 1.7 1.8 2.2 2.2 2.3 2.4 2.5 2.5 2.1 1.7 1.5 1.3 1.3 1.5 1.6 1.7 1.7 1.6 1.5 1.4 1.2 1.1 1.1 1.1 1.1 1.1 1.1 1.0 1.0 0.9 0.9 1.3 2.1 2.8 3.5 4.7 5.4 5.0 2.3 0.7 0.3 0.2 0.1 1.6 1.9 2.1 2.2 2.1 1.9 1.7 1.6 1.5 1.4 1.4 1.4 1.3 1.2 1.1 1.1 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.1 1.1 1.3 1.5 1.7 1.8 1.8 1.9 1.9 1.7 1.5 1.8 1.9 1.9 2.0 2.2 2.3 2.2 1.9 1.7 1.4 1.3 1.4 1.5 1.7 1.7 1.6 1.6 1.7 1.6 1.4 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.1 1.2 1.7 2.5 3.0 3.8 4.6 5.0 5.2 1.6 0.6 0.3 0.2 2.3 2.3 2.0 1.8 1.8 1.8 1.7 1.7 1.6 1.6 1.5 1.4 1.4 1.3 1.3 1.2 1.2 1.2 1.1 1.1 1.1 1.1 1.2 1.2 1.3 1.5 1.6 1.7 1.7 1.6 1.5 1.5 1.7 1.7 1.7 1.9 2.0 2.0 1.9 1.8 1.6 1.4 1.4 1.4 1.6 1.7 1.6 1.6 1.6 1.7 1.7 1.5 1.3 1.3 1.4 1.4 1.4 1.5 1.4 1.4 1.3 1.4 2.0 2.3 2.7 3.3 3.6 3.8 2.6 1.0 0.4 0.2 0.1 1.8 1.7 1.8 1.9 2.0 2.0 1.9 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.3 1.3 1.3 1.3 1.2 1.2 1.2 1.2 1.3 1.3 1.4 1.5 1.5 1.4 1.3 1.4 1.6 1.5 1.6 1.7 1.7 1.7 1.6 1.6 1.5 1.4 1.4 1.5 1.7 1.7 1.6 1.6 1.6 1.7 1.6 1.5 1.3 1.3 1.4 1.6 1.7 1.7 1.7 1.6 1.5 1.6 1.9 1.9 2.2 2.7 2.6 2.6 1.2 0.5 0.3 0.2 0.1 1.6 2.1 2.2 2.7 2.4 2.3 2.1 2.0 1.8 1.7 1.5 1.4 1.4 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.2 1.2 1.3 1.4 1.4 1.4 1.5 1.5 1.5 1.4 1.4 1.3 1.3 1.3 1.4 1.6 1.7 1.6 1.6 1.7 1.7 1.6 1.4 1.3 1.3 1.5 1.7 1.9 2.0 1.9 1.7 1.6 1.7 1.8 1.5 1.6 1.9 2.1 1.3 0.5 0.3 0.2 0.1 2.7 2.6 2.5 2.5 2.2 1.9 1.8 1.7 1.6 1.5 1.5 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.2 1.1 1.2 1.2 1.2 1.3 1.3 1.4 1.3 1.3 1.2 1.2 1.2 1.2 1.3 1.4 1.5 1.6 1.7 1.7 1.7 1.5 1.3 1.3 1.4 1.5 1.8 2.2 2.2 2.0 1.9 1.8 1.8 1.6 1.2 1.2 1.3 1.3 0.5 0.2 0.2 0.1 0.1 2.6 2.6 2.2 1.8 1.7 1.6 1.6 1.7 1.7 1.7 1.7 1.6 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.2 1.2 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.3 1.4 1.5 1.5 1.5 1.4 1.3 1.4 1.5 1.6 1.9 2.2 2.2 2.1 2.2 2.2 2.1 1.4 1.0 1.0 1.0 0.7 0.3 0.2 0.1 0.1 1.9 1.6 1.5 1.5 1.6 1.6 1.8 1.8 1.9 1.7 1.7 1.6 1.6 1.5 1.4 1.4 1.4 1.3 1.3 1.2 1.1 1.1 1.0 1.0 1.1 1.1 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.1 1.2 1.3 1.3 1.3 1.3 1.3 1.4 1.6 1.8 2.1 2.2 2.1 2.3 2.5 2.6 2.3 1.2 0.9 0.8 0.8 0.5 0.3 0.2 0.1 0.1 1.4 1.5 1.5 1.6 1.8 2.0 2.0 2.0 1.9 1.8 1.6 1.5 1.5 1.5 1.5 1.4 1.3 1.2 1.2 1.1 1.1 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.0 1.1 1.1 1.2 1.2 1.3 1.5 1.6 1.9 2.2 2.2 2.1 2.5 2.8 3.0 2.1 1.1 0.9 0.8 0.6 0.4 0.3 0.1 0.1 1.5 1.8 2.1 2.3 2.2 2.0 1.8 1.7 1.6 1.6 1.6 1.6 1.5 1.4 1.3 1.3 1.2 1.1 1.1 1.0 1.0 1.0 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.9 0.9 1.0 1.0 1.1 1.2 1.3 1.4 1.6 1.8 2.0 2.0 2.0 2.3 2.7 2.7 1.5 1.2 1.1 0.8 0.5 0.4 0.2 0.1 0.1 2.2 2.4 2.1 2.0 1.9 1.8 1.8 1.7 1.7 1.7 1.7 1.6 1.5 1.4 1.3 1.2 1.2 1.1 1.1 1.0 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.9 1.0 1.0 1.0 1.1 1.2 1.3 1.5 1.6 1.8 1.8 1.8 2.0 2.3 1.9 1.2 1.3 1.0 0.7 0.5 0.3 0.1 0.1 1.9 1.8 1.9 1.9 2.1 2.1 1.9 1.9 1.9 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1 1.1 1.0 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 1.1 1.2 1.3 1.5 1.6 1.6 1.6 1.8 1.9 1.3 1.0 0.9 0.9 0.6 0.4 0.2 0.1 0.1 1.7 2.2 2.4 2.6 2.3 2.2 2.1 2.0 1.8 1.7 1.6 1.4 1.4 1.3 1.3 1.2 1.1 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.9 0.9 0.9 0.9 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.8 1.6 1.2 1.0 0.9 0.8 0.5 0.3 0.2 0.1 0.1 2.6 2.4 2.4 2.5 2.2 2.0 1.8 1.7 1.5 1.5 1.4 1.4 1.4 1.3 1.2 1.1 1.0 1.0 0.9 0.9 0.9 0.9 0.8 0.8 0.8 0.8 0.9 0.9 1.0 1.1 1.2 1.4 1.8 1.9 1.5 1.3 1.1 1.0 0.7 0.4 0.2 0.1 0.1 2.5 2.6 2.2 1.9 1.7 1.7 1.6 1.6 1.6 1.6 1.5 1.5 1.4 1.3 1.2 1.1 1.0 1.0 1.0 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.9 1.1 1.7 2.3 2.2 1.9 1.7 1.4 1.2 0.6 0.3 0.2 0.1 0.1 2.0 1.7 1.6 1.6 1.6 1.7 1.8 1.8 1.8 1.7 1.5 1.5 1.4 1.3 1.2 1.1 1.1 1.0 0.9 0.8 0.8 0.7 0.7 0.7 0.7 0.8 1.1 2.0 2.6 2.7 2.6 2.4 1.9 1.2 0.4 0.2 0.1 0.1 1.4 1.5 1.5 1.6 1.9 2.1 2.1 2.0 1.8 1.7 1.5 1.4 1.3 1.2 1.2 1.1 1.0 0.9 0.8 0.7 0.7 0.7 0.7 0.8 1.3 2.3 2.9 3.3 3.4 2.9 2.3 0.9 0.3 0.2 0.1 0.1 1.6 2.0 2.4 2.6 2.6 2.2 1.8 1.6 1.5 1.4 1.3 1.3 1.3 1.1 1.0 0.9 0.8 0.7 0.7 0.7 1.0 1.7 2.5 3.3 4.2 4.4 3.5 2.6 0.8 0.3 0.2 0.1 2.6 3.1 3.2 2.7 2.1 1.8 1.7 1.6 1.5 1.5 1.4 1.3 1.2 1.0 0.9 0.9 0.8 0.9 1.3 2.1 2.8 3.6 4.7 5.4 5.0 2.2 0.7 0.3 0.2 0.1 3.1 2.6 2.1 1.8 1.7 1.6 1.6 1.7 1.7 1.5 1.3 1.2 1.1 1.0 0.9 1.1 1.6 2.3 3.0 3.9 4.7 5.1 5.2 1.5 0.6 0.3 0.2 0.1 1.7 1.7 1.6 1.5 1.6 1.8 1.8 1.7 1.5 1.4 1.2 1.0 1.0 1.2 1.7 2.2 2.7 3.3 3.7 3.9 2.5 1.0 0.4 0.2 0.1 1.4 1.6 1.8 2.0 1.9 1.6 1.4 1.2 1.1 1.0 1.2 1.5 1.8 2.3 2.7 2.7 2.6 1.1 0.5 0.3 0.2 0.1 2.0 2.2 1.8 1.6 1.3 1.2 1.1 1.0 1.1 1.3 1.4 1.7 1.9 2.1 1.2 0.5 0.3 0.2 0.1 1.8 1.4 1.2 1.0 1.0 1.0 1.0 1.1 1.2 1.2 1.3 1.3 0.4 0.2 0.2 0.1 0.1 1.0 0.9 0.9 0.9 0.8 0.9 0.9 0.9 0.9 0.6 0.2 0.1 0.1 0.1 0.8 0.7 0.7 0.6 0.6 0.6 0.6 0.3 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.5 0.5 0.4 0.3 0.2 0.1 0.1 0.1 0.0 0.1 0.1 0.2 0.2 0.2 0.2 0.3 0.2 0.1 0.1 0.1 0.0 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.0 0.1 0.1 0.0 0.0 0.3 0.3 0.3 0.3 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.5 0.6 0.5 0.4 0.4 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.8 0.8 0.6 0.5 0.5 0.4 0.1 0.0 0.0 0.0 0.0 1.2 1.1 1.0 0.7 0.7 0.6 0.4 0.1 0.0 0.0 0.0 0.0 1.3 1.4 1.0 0.9 1.0 0.7 0.3 0.1 0.0 0.1 0.0 0.8 1.0 1.1 0.9 1.1 1.0 0.7 0.2 0.1 0.1 0.0 0.0 0.7 0.8 0.9 0.9 1.1 1.4 0.8 0.2 0.1 0.1 0.0 0.0 0.2 0.2 0.2 0.6 0.9 0.9 1.1 1.1 1.5 0.6 0.2 0.1 0.0 0.0 0.5 0.4 0.3 0.3 0.2 0.2 0.6 0.8 0.8 1.0 1.0 0.8 0.2 0.1 0.1 0.0 0.0 0.8 0.7 0.6 0.5 0.4 0.3 0.3 0.2 0.4 0.6 0.7 0.8 0.7 0.3 0.1 0.1 0.0 0.0 1.3 1.1 1.0 0.9 0.7 0.6 0.5 0.5 0.5 0.7 0.8 0.1 0.2 0.4 0.5 0.6 0.6 0.4 0.1 0.1 0.1 0.0 0.0 1.7 1.5 1.3 1.1 0.9 0.7 0.6 0.5 0.6 0.7 1.0 1.4 1.3 0.2 0.2 0.3 0.4 0.5 0.5 0.2 0.0 0.1 0.1 0.0 2.5 2.2 1.7 1.2 1.0 0.8 0.7 0.6 0.5 0.7 0.9 1.3 1.1 0.8 0.5 0.1 0.2 0.3 0.3 0.4 0.4 0.3 0.1 0.0 0.1 0.0 0.0 2.9 2.9 2.7 2.0 1.4 1.1 1.0 0.8 0.7 0.7 0.7 0.8 0.9 0.9 0.8 0.6 0.4 0.3 0.2 0.3 0.3 0.4 0.4 0.3 0.1 0.0 0.0 0.0 0.0 2.8 2.8 2.9 2.2 1.5 1.2 1.0 0.9 0.8 0.8 0.9 0.9 0.9 0.9 0.8 0.7 0.6 0.4 0.3 0.2 0.2 0.1 0.3 0.4 0.4 0.4 0.4 0.3 0.1 0.0 0.0 0.0 0.0 2.9 2.8 2.9 2.7 1.9 1.4 1.1 0.9 0.9 0.9 1.0 1.1 1.1 1.2 1.2 1.0 0.9 0.8 0.7 0.5 0.4 0.3 0.2 0.2 0.2 0.4 0.6 0.6 0.5 0.5 0.2 0.1 0.0 0.0 0.0 2.7 2.9 2.9 2.4 1.6 1.2 1.0 0.9 0.9 1.0 1.1 1.3 1.5 1.6 1.6 1.3 1.2 1.1 0.9 0.7 0.5 0.4 0.3 0.3 0.4 0.4 0.1 0.3 0.6 0.7 0.8 0.7 0.5 0.1 0.0 0.0 0.0 0.0 1.7 2.0 2.3 2.2 1.8 1.4 1.1 0.9 0.8 0.9 1.0 1.3 1.7 2.1 2.3 2.2 1.9 1.6 1.3 1.0 0.8 0.7 0.5 0.5 0.5 0.5 0.7 0.8 1.0 0.1 0.4 0.7 0.8 1.0 0.8 0.4 0.1 0.0 0.1 0.0 1.2 1.4 1.6 1.5 1.4 1.2 1.0 0.9 0.9 0.9 1.1 1.4 2.0 2.7 3.0 2.8 2.6 2.1 1.5 1.1 1.0 0.8 0.7 0.6 0.6 0.6 0.7 0.9 1.2 1.4 1.1 0.6 0.1 0.2 0.6 0.8 1.0 1.0 0.9 0.3 0.1 0.1 0.1 0.0 0.8 0.9 1.0 1.2 1.1 1.1 1.0 0.9 0.9 0.9 1.0 1.2 1.6 2.4 2.9 2.8 2.9 3.0 2.4 1.7 1.2 1.0 0.9 0.8 0.7 0.8 0.8 0.8 0.9 1.0 1.1 0.9 0.8 0.5 0.3 0.1 0.4 0.7 0.9 1.1 1.3 1.1 0.3 0.1 0.1 0.0 0.5 0.6 0.8 0.9 0.9 0.9 0.8 0.8 0.8 0.9 1.1 1.3 1.8 2.6 3.0 2.8 2.8 2.9 2.4 1.6 1.2 1.0 0.9 0.9 0.9 1.0 1.0 1.0 1.1 0.9 0.9 0.9 0.8 0.7 0.4 0.3 0.2 0.2 0.5 0.8 1.0 1.1 1.4 0.9 0.2 0.1 0.1 0.0 0.2 0.3 0.3 0.5 0.6 0.6 0.6 0.6 0.6 0.7 0.8 1.0 1.2 1.7 2.3 2.9 2.9 3.0 2.8 2.0 1.4 1.1 1.0 0.9 0.9 1.0 1.2 1.2 1.3 1.4 1.2 1.0 1.0 0.9 0.7 0.6 0.4 0.3 0.2 0.2 0.1 0.3 0.6 0.7 1.0 0.9 0.8 0.3 0.1 0.1 0.0 0.1 0.1 0.2 0.3 0.4 0.4 0.4 0.5 0.5 0.6 0.7 0.9 1.1 1.4 1.9 2.2 2.6 2.6 2.3 1.7 1.2 1.0 0.9 0.9 0.9 1.1 1.4 1.7 1.9 1.9 1.7 1.4 1.2 1.0 0.8 0.7 0.5 0.4 0.3 0.3 0.3 0.3 0.3 0.2 0.3 0.5 0.6 0.7 0.7 0.4 0.1 0.1 0.1 0.0 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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 0.250.250.250.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 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 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 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 D @ 25' F @ 12' F @ 12' F @ 12' F @ 12' C @ 35' C @ 35' C @ 35' C @ 35' B @ 35' B @ 35' G @ 25'G @ 25' H @ 35' H @ 35' G @ 25'B @ 25' D @ 25' D @ 25' F @ 12' F @ 12' © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s “ ” · ·” ·“” · · · © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s *THE CHAMBER SYSTEM SHALL PROVIDE RESISTANCE TO THE LOADS AND LOAD FACTORS AS DEFINED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12, WHEN INSTALLED ACCORDING TO CULTEC'S RECOMMENDED INSTALLATION INSTRUCTIONS. 12' MAX. BURIAL DEPTH CULTEC NO. 4800 WOVEN GEOTEXTILE (FOR SCOUR PROTECTION) TO BE PLACED BENEATH INTERNAL MANIFOLD FEATURE AND BENEATH ALL INLET/OUTLET PIPES PAVEMENT OR FINISHED GRADE 60.0"69.0" MIN. CENTER TO CENTER12.0" MIN. 1-2 INCH WASHED, CRUSHED STONE SURROUNDING CHAMBERS MIN. 95% COMPACTED FILL THE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THAT THE REQUIRED BEARING CAPACITY OF SUB-GRADE SOILS HAVE BEEN MET 6.0" MIN. 36.0" 6.0" MIN. 12.0" MIN. FOR PAVED 18.0" MIN. FOR UNPAVED CHAMBERS SHALL BE DESIGNED AND TESTED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CULTEC NO. 410 NON-WOVEN GEOTEXTILE PLACED ABOVE SYSTEM. BOTTOM PER ENGINEER PREFERENCE.RECHARGER 360HD HEAVY DUTY CHAMBER IN SEPARATOR ROWS D D D es i g n ro f e s s i o n a l s © ···· · · · es i g n ro f e s s i o n a l s © ···· · · · Wetland Delineations & Assessments High Intensity Soil Surveys Permitting Soil Test Pit Descript ions Erosion Control Planning & Supervision GPS Survey JMM WETLAND CONSULTING SERVICES, LLC July 7, 2021 Town of South Windsor Inland Wetlands Agency/Conservation Commission 1540 Sullivan Avenue South Windsor, CT 06074 RE: Wetlands Assessment/Impact Analysis 25 Talbot Lane, South Windsor, Connecticut JMM Job # 21-2857-SWN-3 Dear Commissioners: At the request of the applicant, UW Vintage Lane II, LLC, JMM Wetland Consulting Services, LLC (JMM) is providing this Wetlands Assessment/Impact Analysis report to be submitted with an application to conduct regulated activities at the above-referenced property. A soils-based wetland delineation was previously conducted at the site by Certified Soil Scientist John Ianni of Highland Soils, LLC. It is JMM’s understanding that Mr. Jeff Folger, Senior Environmental Planner for the Town of South Windsor, and Mr. Ianni, reviewed the wetland boundary and mutually agreed upon the location and extent of each wetland area as shown on the submitted site plans. JMM visited the site on June 10th, 2021 to review the site and to gather baseline information for this report. In this report, JMM is providing the following: 1. Descriptions of the on-site regulated wetlands and watercourses. 2. A functions and values assessment of the regulated wetlands associated with and adjacent to the site. 23 Horseshoe Ridge Road Newtown, CT 06482 Phone: 203-364-0345 Mobile: 203-994-3428 james@jmmwetland.com jmmwetland.com Town of South Windsor IWA/CC 25 Talbot Lane, South Windsor, CT July 7, 2021 Page 2 JMM 3. An analysis of the direct and potential indirect impacts upon the regulated resources and upon the functions and values they provide. 1.0 Introduction This +/- 30.37-acre site is located south of Governors Highway and east of Talbot Lane, in South Windsor, Connecticut (see Figure 1, attached). Temple Beth Hillel is located just off-site to the east while Carla’s Pasta is located to the west. Currently, the site is undeveloped with an abandoned paved road within the north/northwestern part of the site, open weedy/shrubby areas, and forested upland and wetland areas, which include two (2) man-made ditched watercourses. The weedy/shrubby areas were active agricultural fields until the 1990s. 2.0 Description of Regulated Resource Areas Wetland-1 This isolated wetland area is located along the southwestern portion of the site adjacent to the property line. The wetland includes a man-made excavated ditched watercourse and follows along the southwestern property line and adjacent off-site paved parking lot (i.e., Carla’s Pasta). This wetland is classified as a palustrine, broad-leaved forested wetland (PFO1E) according the National Wetland Inventory (NWI) Classification system (see photo 1, attached). The dominant hydrologic regimes within this wooded swamp are seasonally saturated and seasonally flooded and the wetland’s hydro-geomorphic classification (HGM) is groundwater and surface water slope. Within this wetland area the soils were observed to be poorly drained. Typical vegetation observed within Wetland-1 includes such species as red maple, sugar maple, sweet pepperbush, green brier, royal fern, woodferns, and areas of sedges, as well as others. Wetland -2 This isolated wetland area is located in the northeastern portion of the overall site, and was at one time at the northern edge of an agricultural field. This disturbed wetland is located in the vicinity of Governors Highway, where fill piles, landscape debris and other miscellaneous disturbances were observed. Town of South Windsor IWA/CC 25 Talbot Lane, South Windsor, CT July 7, 2021 Page 3 JMM As with Wetland-1, Wetland-2 is also classified as a palustrine, broad-leaved forested wetland (PFO1E) according to the NWI Classification system (see photo 6). The dominant hydrologic regimes within this wooded swamp are seasonally saturated and seasonally flooded and the wetland’s hydro-geomorphic classification (HGM) is groundwater and surface water slope. Within this wetland area the observed soils were disturbed and poorly drained. Typical vegetation observed within Wetland-2 included such species as red maple, sugar maple, white ash, spicebush, firebush (invasive), cinnamon fern, sensitive fern, oak seedlings, Asiatic bittersweet (invasive), and poison ivy, to name a few. Watercourse-1 This isolated, disturbed man-made watercourse is located along the eastern portion of the site. This ditched watercourse follows an abrupt boundary along the bank of the ditch with little to no hydrophytic vegetation within the watercourse (see photo 2). Periodic flow travels in an easterly direction to an outlet structure located off-site, but adjacent to the eastern property line (see photo 3). Both this ditch, as well as the one identified as Watercourse-2, were located along the edges of prior agricultural fields. They were excavated in order to lower the water table of the adjacent moderately well drained upland soils, and extend the growing season. It is worth noting that this ditched watercourse is proposed to be filled (see Section 5 for additional information). Watercourse-2 Watercourse-2 is also an isolated, man-made watercourse located along the eastern portion of the site and north of Watercourse-1. This ditched watercourse follows an abrupt boundary along the bank of the ditch and travels in an easterly direction to an outlet structure located at the eastern property line (see photos 4 & 5). It is worth noting that Watercourse-2 is not as long as Watercourse-1. This man-made disturbed ditched watercourse is also proposed to be filled (see Section 5 for additional information). 3.0 Soils of Study Area The soils within the study area were observed to be both undisturbed and disturbed. The disturbed soils were observed to be scattered throughout, which includes the ditched watercourses and wetland areas. The undisturbed soils are derived from glacial outwash (i.e., stratified sand and gravel) deposits. The undisturbed upland soils are comprised of the moderately well drained Ninigret (701) soil series. Town of South Windsor IWA/CC 25 Talbot Lane, South Windsor, CT July 7, 2021 Page 4 JMM Ninigret fine sandy loam (701). This series consists of very deep moderately well drained soils formed in a coarse-loamy mantle underlain by sandy water deposited glacial outwash materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in slight depressions and broad drainage ways. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark grayish brown fine sandy loam surface layer 8 inches thick. The subsoil from 8 to 26 inches is yellowish brown fine sandy loam with mottles below 16 inches. The substratum from 26 to 60 inches is mottled, pale brown, loose, stratified loamy sand. The disturbed upland soils were mapped as the Udorthents (308) mapping unit. Udorthents (308). This soil mapping unit consists of well drained to moderately well drained soils that have been altered by cutting, filling, or grading. The areas either have had two feet or more of the upper part of the original soil removed or have more than two feet of fill material on top of the original soil. Udorthents or Made Land soils can be found on any soil parent material but are typically fluvial on glacial till plains and outwash plains and stream terraces. The undisturbed wetland soils were identified as the poorly to very poorly drained Walpole (13) soil series. Walpole sandy loam (13). This series consists of deep, poorly drained soils formed in sandy water deposited glacial outwash materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in shallow drainage ways and low-lying positions on stream terraces and outwash plains. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark brown sandy loam surface layer 6 inches thick. The subsoil from 6 to 23 inches is mottled, grayish brown sandy loam. The substratum from 23 to 60 inches is mottled, light brownish gray, gravelly loamy sand and gravelly sand. Any disturbed wetland soils were mapped as the Aquents (308w) soil mapping unit. Aquents (308w). This soil map unit consists of poorly drained and very poorly drained disturbed land areas. They are most often found on landscapes, which have been subject to prior filling and/or excavation activities. In general, this soil map unit occurs where two or more feet of the original soil surface has been filled over, graded or excavated. The Aquents are characterized by a seasonal to prolonged high ground water table and either support or are capable of supporting wetland vegetation. Town of South Windsor IWA/CC 25 Talbot Lane, South Windsor, CT July 7, 2021 Page 5 JMM Aquents are recently formed soils, which have an aquic moisture regime. An aquic moisture regime is associated with a reducing soil environment that is virtually free of dissolved oxygen because the soil is saturated by groundwater or by water of the capillary fringe. The key feature is the presence of a ground water table at or very near to the soil surface for a period of fourteen days or longer during the growing season. 4.0 Functions/Values Assessment The assessment of wetland functions and values is based primarily on the US Army Corps of Engineers’ (USACE) Descriptive Approach (1995), and on best professional judgment. The assessment looks at Wetland-1 and Wetland-2. A summary of the functions and values assessment can be found in Table 1, below. As can be seen, Wetland-1 offers three (3) principal functions and values, while Wetland-2 offers one (1) principal function and value. This assessment is based on a number of factors, including the fact that both wetlands are relatively small and isolated, have low diversity of vegetative cover types and plant species, are disturbed and/or man-made in nature, and the surrounding upland landscape (i.e., residential, industrial) is considered unfavorable. Thus, the assessed wetlands only offer a few principal functions and values, which although present, are conferred at a low level. Table 1: Summary of Wetland/Watercourse Function-Value Assessment Function/Value Wetland-1 Wetland-2 Groundwater Recharge/Discharge P P Floodflow Alteration Y N Sediment/Shoreline Stabilization N/A N/A Sediment/Toxicant/Pathogen Retention P Y Nutrient Removal/Retention/Transformation P Y Production Export Y Y Fish and Aquatic Habitat N/A N/A Wildlife Habitat Y Y Endangered Species Habitat N N Visual Quality/Aesthetics N N Educational/Scientific Value N N Recreation (Passive, Active) N N Uniqueness/Heritage N N Notes: P = Principal function; Y = function present; N = function not appreciably present or absent Town of South Windsor IWA/CC 25 Talbot Lane, South Windsor, CT July 7, 2021 Page 6 JMM 5.0 Proposed Activities Overview According to the reviewed plans, entitled 25 Talbot Lane Site Plan Application, 5 & 25 Talbot Lane & 475 & 551 Governor’s Highway, South Windsor, CT, by Design Professional, Inc., and dated July 2, 2021, a new 359,640 square foot industrial building is proposed, with paved parking areas and drives, utilities, a large stormwater basin, a wetland creation area, and other associated miscellaneous site work. This industrial development will be served by public sewer and water supply. Direct Wetland Impacts According to the reviewed site plans 13,781 square feet (0.32-acres) of direct isolated “watercourse” impacts are proposed at the subject site. This impact is associated with a portion of the proposed building, parking areas and drives, as well as the above-ground stormwater management basin (i.e., water quality basin). It is worth noting that a roughly 13,900 square feet (0.32-acres) wetland creation area is being proposed in the southwestern portion of the site adjacent to Wetland-1 (see Design Professionals planting plan for more/detailed information; Sheet C-LS1). Indirect Wetland Impacts Indirect or secondary impacts to a wetland or watercourse can occur as a result of activities outside of wetlands or watercourses. Such impacts can be short-term or long-term, and are typically associated with erosion and sedimentation, mostly during the construction period, the removal or disturbance of vegetation in upland areas, but adjacent to wetlands or watercourses, the alteration of wetland hydrology or the flow regime of a watercourse, and the discharge of degraded or insufficiently treated surface water or groundwater, which may adversely impact the water quality of the regulated resources. The potential for any of these indirect impacts to occur at the site as a result of the proposal depends on the regulated resources themselves, their sensitivity, their ecological and physical characteristics, and the degree to which they provide recognized functions and values. These potential impacts are discussed below. Erosion and Sedimentation The potential for soil erosion and subsequent deposition in wetlands or watercourses exists at every construction site that involves soil disturbance. At this site the risk or the potential for Town of South Windsor IWA/CC 25 Talbot Lane, South Windsor, CT July 7, 2021 Page 7 JMM adverse impacts from erosion and sedimentation is considered low. The primary reasons for this assessment are as follows: (1) a detailed erosion and sedimentation control plan has been prepared and submitted, which complies with the CT DEEP’s 2002 Connecticut Guidelines for Erosion and Sediment Control, as well as any recent guidelines promulgated by regulatory agencies; and (2) the site’s undisturbed soils are moderately erosive (see attached K-factor assessment) and the slopes within the development area are relatively gentle, which reduces the risk of significant erosion and sedimentation. Removal of Native Vegetation and Habitat Loss Habitat loss associated with land clearing is an unavoidable consequence of land development, which has the potential of impacting wetlands and watercourses. At the subject site, an effort has been made to limit the disturbance of woody vegetation to the extent possible, maintaining a sufficient wooded and/or planted buffer to the both of the site’s wetland resources. The proposed plans show that the majority of the site will have its tree canopy removed, including areas of weedy/scrub shrub growth. The amount of the 80-foot-wide upland review area (URA) to be disturbed is 5.3-acres. Due to the fact that both Wetland-1 and Wetland-2 are small, isolated, and confer limited functions and values, the significance of a permanent vegetated buffer is much reduced in the post-construction condition. Nevertheless, the plans show that a planted buffer is provided for both these wetlands that will remain, and which will continue to provide similar functions and values as under existing conditions. Potential Impacts to Wetland Hydrology and Stream Flow The hydrologic and flow regime of Wetland-1 and Wetland-2 are dependent both on contributions via shallow groundwater flow and surface flows. However, both these wetlands rely primarily on the rising of the subregional water table, which provides for their hydrology. The site plans show that an effort has been made to ensure that wetland hydrology will be preserved. An effort has been made to both infiltrate stormwater into the ground both with below-ground infiltrator systems, which will handle, treat and infiltrate the “first-flush” generated during a storm event, as well as through direct discharge from the relatively clean roof runoff. Moreover, the large water quality basin will recharge the groundwater table at the site. Based on review of the plans, as well as of the drainage report, the hydrology of the wetlands will be maintained. Town of South Windsor IWA/CC 25 Talbot Lane, South Windsor, CT July 7, 2021 Page 8 JMM Potential Water Quality Impacts Stormwater runoff from impervious surfaces of residential sites has the potential of degrading the water quality (i.e., surface and groundwater) of regulated resources. Generation of potential pollutants on impervious surfaces typically results from vehicular traffic over them. The CT-DEEP’s 2004 Stormwater Quality Manual (“the Manual”) is used to guide the selection, design, siting, and sizing of appropriate best management practices (BMPs), which are protective of surface and groundwater quality. The CT-DEEP has adopted, through their General Permit for discharge of stormwater, an 80% TSS (total suspended solids) minimum annual removal goal, because research has shown that the concomitant removal of other runoff constituents is high at these levels of TSS removal. Flows generated from the proposed development will be intercepted and conveyed through a formal stormwater management system which includes catch basins, below-ground infiltrators with water quality isolator rows, and a large water quality basin, with a properly sized sediment forebay. This basin has been designed and sized to comply the CT-DEEP Manual, and provides for a water quality volume (WQV) that far exceeds what is required. It is JMM’s opinion that the proposed handling of runoff from the site will protect both on-site and off-site downgradient regulated resources. 6.0 Conclusion In conclusion, it is JMM’s opinion that as proposed, and with diligent monitoring of erosion and sediment controls, the proposal will not have significant adverse short-term (construction) or long-term (water quality/habitat) impacts upon the regulated resources. Please call us if you have any questions on the above or need further assistance. Respectfully submitted, JMM WETLAND CONSULTING SERVICES, LLC James M. McManus, MS, CPSS Certified Professional Soil Scientist (No. 15226) Attachments: Figure 1, Photos 1-8, NRCS Web Soil Survey Map, K-Factor Erodibility Assessment Town of South Windsor Geographic Information System (GIS) Date Printed: 6/10/2021 Approximate Scale: 1 inch = 400 feetMAP DISCLAIMER - NOTICE OF LIABILITY This map is for assessment purposes only. It is not for legal description or conveyances. All information is subject to verification by any user. The Town of South Windsor and its mapping contractors assume no legal responsibility for the information contained herein. Print Map https://southwindsor.mapxpress.net/ags_map/printmap.asp?extentYmin... 1 of 1 6/10/2021, 10:31 PM Photo 1: View of Wetland-1 located along the southwestern part of site (JMM photo taken 6/10/2021); facing southwesterly Photo 2: View of Watercourse-1 located along the eastern part of site (JMM photo taken 6/10/2021); facing northwesterly Photo 3: View of off-site drainage structure at the eastern terminus of Watercourse-1 (JMM photo taken 6/10/2021); facing easterly Photo 4: View of Watercourse-2 located along the eastern part of site (JMM photo taken 6/10/2021); facing northeasterly Photo 5: View of drainage structure at the eastern terminus of Watercourse-2 (JMM photo taken 6/10/2021); facing easterly Photo 6: View of Wetland-2 located in the northeastern part site (JMM photo taken 6/10/2021); facing northeasterly Photo 7: View of abandoned paved road in the northeastern part of site (JMM photo taken 6/10/2021); facing northwesterly Photo 8: View of typical upland area (JMM photo taken 6/10/2021); facing northeasterly Page 2 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 2 Analysis of Results 4 Storm Sewer Analysis 4 Water Quality 4 Conclusion 5 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D Storm Sewer Analysis Results E Water Quality Calculations Water Quality Volume Calculation Water Quality Basin and Forebay Stage Storage Reports Water Quality Flow Calculation Cultec Isolation Row Specs F Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction UW Vintage Lane II, LLC is proposing an industrial development of a tract of land comprised of four properties located at 5 & 25 Talbot Lane and 475 & 551 Governor’s Highway, South Windsor, Connecticut. The properties are referenced on the Town of South Windsor Tax Assessors map as GIS#: 88900005, 88900025, 36900475 and 36900551, respectively. The proposed development will include the construction of one 359,640 SF industrial building. 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 30.37 acres. 27.1+ acres of this area are proposed to be disturbed during construction. For more information, please refer to the plans entitled “25 Talbot Lane ~ Site Plan Application ~ 5 & 25 Talbot Lane and 475 & 551 Governor’s Highway ~ South Windsor, Ct ~ GIS#: 88900005, 88900025, 36900475 and 36900551” prepared by Design Professionals, Inc., and dated July 02, 2021, as amended. Pre-Development Site Conditions The existing surficial characteristics of the area to be developed can be primarily classified as undisturbed woodland area with industrial development to the west and residential properties to south and east. The northern property line along Governors Highway forms the drainage divide for storm water that falls within the ROW. No runoff from the site flows to the Governors Highway drainage system directly. Review of the site topography indicated all stormwater runoff generated across the tract would flow to one of four design points. These four design points were identified as follows: 1. Design Point 1 (DP#1): Existing stilling basin @ SW corner of property. Conveying water through Carla’s Pasta (50 Talbot Lane) via a 36” HDPE culvert. 2. Design Point 2 (DP#2): Existing outlet structure with 24” RCP culvert outlet to the Cody Circle subsurface drainage system. 3. Design Point 3 (DP#3): Sheet flow runoff across the SE Property corner. 4. Design Point 4 (DP#4): Existing outlet structure with 15” RCP culvert outlet to Temple Beth Hillel’s drainage system (20 Baker Lane). DP#1 ultimately drains to The Newbury Brook, and is a part of local basin ID 4000-21-1. DP#2 - 4 ultimately drain 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 F. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soils types C, A/D, & B/D are located on site. See Appendix C for The NRCS Soil Map & Data. Page 3 An evaluation was performed to quantify the peak rate of stormwater discharge offsite to the design points identified. The Natural Resources Conservation Service’s TR-55 Manual was followed in predicting the peak rates of runoff and volumes. HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. For more information, please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. Post-Development Site Conditions The proposed development will include the construction of one 359,640 SF industrial building. 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. Site generated runoff from all proposed roofs, roadways, parking, and landscaped areas will be collected in an underground storm water conveyance system. This conveyance system will be comprised of a series of catchbasins connected with culverts and an underground stormwater chamber system. All first flush stormwater will either be directed to proposed isolation rows within the underground chamber system, or the forebay within the proposed water quality basin for treatment. 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 F. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS) hydrology methods. Four discharge locations (Design Point #1 - 4) were identified as points 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 Stilling Basin Pre 2.39 8.67 13.43 17.21 21.61 Post 2.31 8.64 13.20 17.1 21.33 DP#2 – 24” RCP To Cody Circle Pre 2.85 8.66 12.87 16.15 19.89 Post 2.51 4.59 5.97 7.01 8.19 DP#3 – SE Overflow Pre 0.91 2.85 4.26 5.36 6.62 Post 0.94 2.82 4.18 5.24 6.45 DP#4 – 15” RCP To Temple Beth Hillel Pre 2.21 7.27 11.01 13.95 17.32 Post 0.66 1.99 2.94 3.69 4.54 Page 4 As seen in the table above, most of the storm events evaluated for the subject project will result in peak runoff rates in the proposed condition that are less than the peak runoff rates of the existing condition for 2-, 10-, 25-, 50- and 100-year design storms. There was a small 0.03 cfs increase in peak flow to DP#3 in the 2-yr storm. This increase to DP#3 is offset by reductions in the peak flow to DP#2 & 4, all of which ultimately drain to the Podunk River. It is our opinion that this increase is negligible and will not cause any detrimental downstream impacts. 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. Autodesk Storm and Sanitary Analysis software was used for analysis. The computations are included as Appendix D. Water Quality The proposed water quality basin and forebay were sized to treat a 3.10” rain event (per NOAA’s Atlas 14 Point Precipitation Frequency Estimate for a 2-year, 24-hr storm) instead of 1” as recommended in the 2004 Connecticut Stormwater Quality Manual, per your recommendation. The proposed forebay was sized to store over 10% of this water quality volume as recommended by the 2004 Connecticut Stormwater Quality Manual. The water quality basin shall be evaluated at least every 5 years for the buildup of organic matter. If recommended by a qualified ecological consultant, the organic matter buildup shall be removed as directed. Cultec Isolator rows will also be utilized to address water quality for pavement surfaces draining to them. 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 treated flow rate per chamber. The required water quality flow was also calculated considering a 3.10” rain event. See Attachment C for water quality flow & volume calcs, pond and forebay stage storage reports, and Cultec Isolator rows manufactures specs. 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 Existing E1 (DP1) E2 Existing E2 (DP2) E3 Existing E3 (DP3) E4 Existing E4 (DP4) Routing Diagram for 1976.U Hydrocad Prepared by Design Professionals, Inc. , Printed 6/30/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Condition Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=14.370 ac 0.56% Impervious Runoff Depth=0.54"Subcatchment E1: Existing E1 (DP1) Flow Length=1,260' Tc=72.1 min CN=64 Runoff=2.39 cfs 0.642 af Runoff Area=10.640 ac 0.09% Impervious Runoff Depth=0.71"Subcatchment E2: Existing E2 (DP2) Flow Length=934' Tc=62.6 min CN=68 Runoff=2.85 cfs 0.626 af Runoff Area=2.920 ac 0.00% Impervious Runoff Depth=0.66"Subcatchment E3: Existing E3 (DP3) Flow Length=286' Tc=41.9 min CN=67 Runoff=0.91 cfs 0.161 af Runoff Area=6.569 ac 0.76% Impervious Runoff Depth=0.62"Subcatchment E4: Existing E4 (DP4) Flow Length=658' Tc=29.0 min CN=66 Runoff=2.21 cfs 0.338 af Existing Condition Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=14.370 ac 0.56% Impervious Runoff Depth=1.57"Subcatchment E1: Existing E1 (DP1) Flow Length=1,260' Tc=72.1 min CN=64 Runoff=8.67 cfs 1.885 af Runoff Area=10.640 ac 0.09% Impervious Runoff Depth=1.87"Subcatchment E2: Existing E2 (DP2) Flow Length=934' Tc=62.6 min CN=68 Runoff=8.66 cfs 1.660 af Runoff Area=2.920 ac 0.00% Impervious Runoff Depth=1.80"Subcatchment E3: Existing E3 (DP3) Flow Length=286' Tc=41.9 min CN=67 Runoff=2.85 cfs 0.437 af Runoff Area=6.569 ac 0.76% Impervious Runoff Depth=1.72"Subcatchment E4: Existing E4 (DP4) Flow Length=658' Tc=29.0 min CN=66 Runoff=7.27 cfs 0.942 af Existing Condition Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=14.370 ac 0.56% Impervious Runoff Depth=2.36"Subcatchment E1: Existing E1 (DP1) Flow Length=1,260' Tc=72.1 min CN=64 Runoff=13.43 cfs 2.822 af Runoff Area=10.640 ac 0.09% Impervious Runoff Depth=2.72"Subcatchment E2: Existing E2 (DP2) Flow Length=934' Tc=62.6 min CN=68 Runoff=12.87 cfs 2.413 af Runoff Area=2.920 ac 0.00% Impervious Runoff Depth=2.63"Subcatchment E3: Existing E3 (DP3) Flow Length=286' Tc=41.9 min CN=67 Runoff=4.26 cfs 0.640 af Runoff Area=6.569 ac 0.76% Impervious Runoff Depth=2.54"Subcatchment E4: Existing E4 (DP4) Flow Length=658' Tc=29.0 min CN=66 Runoff=11.01 cfs 1.389 af Existing Condition Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=14.370 ac 0.56% Impervious Runoff Depth=2.98"Subcatchment E1: Existing E1 (DP1) Flow Length=1,260' Tc=72.1 min CN=64 Runoff=17.21 cfs 3.567 af Runoff Area=10.640 ac 0.09% Impervious Runoff Depth=3.39"Subcatchment E2: Existing E2 (DP2) Flow Length=934' Tc=62.6 min CN=68 Runoff=16.15 cfs 3.002 af Runoff Area=2.920 ac 0.00% Impervious Runoff Depth=3.28"Subcatchment E3: Existing E3 (DP3) Flow Length=286' Tc=41.9 min CN=67 Runoff=5.36 cfs 0.799 af Runoff Area=6.569 ac 0.76% Impervious Runoff Depth=3.18"Subcatchment E4: Existing E4 (DP4) Flow Length=658' Tc=29.0 min CN=66 Runoff=13.95 cfs 1.741 af Existing Condition Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=14.370 ac 0.56% Impervious Runoff Depth=3.70"Subcatchment E1: Existing E1 (DP1) Flow Length=1,260' Tc=72.1 min CN=64 Runoff=21.61 cfs 4.433 af Runoff Area=10.640 ac 0.09% Impervious Runoff Depth=4.15"Subcatchment E2: Existing E2 (DP2) Flow Length=934' Tc=62.6 min CN=68 Runoff=19.89 cfs 3.681 af Runoff Area=2.920 ac 0.00% Impervious Runoff Depth=4.04"Subcatchment E3: Existing E3 (DP3) Flow Length=286' Tc=41.9 min CN=67 Runoff=6.62 cfs 0.983 af Runoff Area=6.569 ac 0.76% Impervious Runoff Depth=3.93"Subcatchment E4: Existing E4 (DP4) Flow Length=658' Tc=29.0 min CN=66 Runoff=17.32 cfs 2.149 af Existing Condition Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Existing E1 (DP1) Runoff = 2.39 cfs @ 13.14 hrs, Volume= 0.642 af, Depth= 0.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.170 60 >75% Grass cover, Good, HSG A/D * 0.010 71 >75% Grass cover, Good, HSG B/D 0.030 74 >75% Grass cover, Good, HSG C * 0.080 98 IMPERVIOUS 1.200 30 Woods, Good, HSG A * 1.860 54 Woods, Good, HSG A/D * 3.710 66 Woods, Good, HSG B/D 7.310 70 Woods, Good, HSG C 14.370 64 Weighted Average 14.290 99.44% Pervious Area 0.080 0.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.6 100 0.0250 0.09 Sheet Flow, Woodland Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.22" 52.4 1,144 0.0053 0.36 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 0.1 16 0.2450 2.47 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 72.1 1,260 Total Existing Condition Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing E1 (DP1) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=14.370 ac Runoff Volume=0.642 af Runoff Depth=0.54" Flow Length=1,260' Tc=72.1 min CN=64 2.39 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Existing E2 (DP2) Runoff = 2.85 cfs @ 12.94 hrs, Volume= 0.626 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.150 71 >75% Grass cover, Good, HSG B/D 0.440 74 >75% Grass cover, Good, HSG C * 0.010 98 IMPERVIOUS * 4.610 66 Woods, Good, HSG B/D 5.430 70 Woods, Good, HSG C 10.640 68 Weighted Average 10.630 99.91% Pervious Area 0.010 0.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.2 100 0.0067 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 9.2 227 0.0067 0.41 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 20.2 607 0.0005 0.50 18.04 Channel Flow, Channel Flow Area= 36.0 sf Perim= 55.0' r= 0.65' n= 0.050 Scattered brush, heavy weeds 62.6 934 Total Existing Condition Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E2: Existing E2 (DP2) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=10.640 ac Runoff Volume=0.626 af Runoff Depth=0.71" Flow Length=934' Tc=62.6 min CN=68 2.85 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Existing E3 (DP3) Runoff = 0.91 cfs @ 12.67 hrs, Volume= 0.161 af, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 2.220 66 Woods, Good, HSG B/D 0.700 70 Woods, Good, HSG C 2.920 67 Weighted Average 2.920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.9 100 0.0080 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 11.0 186 0.0032 0.28 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 41.9 286 Total Subcatchment E3: Existing E3 (DP3) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=2.920 ac Runoff Volume=0.161 af Runoff Depth=0.66" Flow Length=286' Tc=41.9 min CN=67 0.91 cfs Existing Condition Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E4: Existing E4 (DP4) Runoff = 2.21 cfs @ 12.50 hrs, Volume= 0.338 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.070 66 >75% Grass cover, Good, HSG B/D * 0.050 98 IMPERVIOUS 0.219 30 Woods, Good, HSG A * 5.220 66 Woods, Good, HSG B/D 1.010 70 Woods, Good, HSG C 6.569 66 Weighted Average 6.519 99.24% Pervious Area 0.050 0.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 100 0.0496 0.11 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 9.9 294 0.0098 0.49 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 4.2 264 0.0022 1.05 37.66 Channel Flow, Channel Flow Area= 35.9 sf Perim= 55.0' r= 0.65' n= 0.050 Scattered brush, heavy weeds 29.0 658 Total Existing Condition Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E4: Existing E4 (DP4) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=6.569 ac Runoff Volume=0.338 af Runoff Depth=0.62" Flow Length=658' Tc=29.0 min CN=66 2.21 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing E1 (DP1) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=14.370 ac Runoff Volume=1.885 af Runoff Depth=1.57" Flow Length=1,260' Tc=72.1 min CN=64 8.67 cfs Subcatchment E2: Existing E2 (DP2) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=10.640 ac Runoff Volume=1.660 af Runoff Depth=1.87" Flow Length=934' Tc=62.6 min CN=68 8.66 cfs Existing Condition Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing E3 (DP3) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=2.920 ac Runoff Volume=0.437 af Runoff Depth=1.80" Flow Length=286' Tc=41.9 min CN=67 2.85 cfs Subcatchment E4: Existing E4 (DP4) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.99" Runoff Area=6.569 ac Runoff Volume=0.942 af Runoff Depth=1.72" Flow Length=658' Tc=29.0 min CN=66 7.27 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing E1 (DP1) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=14.370 ac Runoff Volume=2.822 af Runoff Depth=2.36" Flow Length=1,260' Tc=72.1 min CN=64 13.43 cfs Subcatchment E2: Existing E2 (DP2) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=10.640 ac Runoff Volume=2.413 af Runoff Depth=2.72" Flow Length=934' Tc=62.6 min CN=68 12.87 cfs Existing Condition Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing E3 (DP3) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=2.920 ac Runoff Volume=0.640 af Runoff Depth=2.63" Flow Length=286' Tc=41.9 min CN=67 4.26 cfs Subcatchment E4: Existing E4 (DP4) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.13" Runoff Area=6.569 ac Runoff Volume=1.389 af Runoff Depth=2.54" Flow Length=658' Tc=29.0 min CN=66 11.01 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing E1 (DP1) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=14.370 ac Runoff Volume=3.567 af Runoff Depth=2.98" Flow Length=1,260' Tc=72.1 min CN=64 17.21 cfs Subcatchment E2: Existing E2 (DP2) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=10.640 ac Runoff Volume=3.002 af Runoff Depth=3.39" Flow Length=934' Tc=62.6 min CN=68 16.15 cfs Existing Condition Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing E3 (DP3) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=2.920 ac Runoff Volume=0.799 af Runoff Depth=3.28" Flow Length=286' Tc=41.9 min CN=67 5.36 cfs Subcatchment E4: Existing E4 (DP4) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.97" Runoff Area=6.569 ac Runoff Volume=1.741 af Runoff Depth=3.18" Flow Length=658' Tc=29.0 min CN=66 13.95 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing E1 (DP1) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=14.370 ac Runoff Volume=4.433 af Runoff Depth=3.70" Flow Length=1,260' Tc=72.1 min CN=64 21.61 cfs Subcatchment E2: Existing E2 (DP2) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=10.640 ac Runoff Volume=3.681 af Runoff Depth=4.15" Flow Length=934' Tc=62.6 min CN=68 19.89 cfs Existing Condition Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 6/30/2021Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: Existing E3 (DP3) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=2.920 ac Runoff Volume=0.983 af Runoff Depth=4.04" Flow Length=286' Tc=41.9 min CN=67 6.62 cfs Subcatchment E4: Existing E4 (DP4) Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.90" Runoff Area=6.569 ac Runoff Volume=2.149 af Runoff Depth=3.93" Flow Length=658' Tc=29.0 min CN=66 17.32 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P1 P1 (DP3) P10 P10 (RB3) P11 P11 P2 P2 P3 P3 (DP4) P4 P4 P5 P5 P6 P6 P7 P7 P8 P8 P9 P9 PP1 UG Chambers (CULTEC R-360) PP2 Water Quality Basin 2L DP2 DP1 DP1 Routing Diagram for 1976.U Hydrocad Prepared by Design Professionals, Inc. , Printed 10/15/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.430 ac 0.00% Impervious Runoff Depth=0.71"Subcatchment P1: P1 (DP3) Flow Length=198' Tc=32.5 min CN=68 Runoff=0.94 cfs 0.143 af Runoff Area=0.745 ac 100.00% Impervious Runoff Depth=2.92"Subcatchment P10: P10 (RB3) Tc=6.0 min CN=98 Runoff=2.28 cfs 0.181 af Runoff Area=2.302 ac 100.00% Impervious Runoff Depth=2.92"Subcatchment P11: P11 Tc=6.0 min CN=98 Runoff=7.04 cfs 0.560 af Runoff Area=2.034 ac 0.69% Impervious Runoff Depth=0.85"Subcatchment P2: P2 Flow Length=514' Tc=30.9 min CN=71 Runoff=1.02 cfs 0.144 af Runoff Area=1.922 ac 0.36% Impervious Runoff Depth=0.71"Subcatchment P3: P3 (DP4) Flow Length=490' Tc=41.0 min CN=68 Runoff=0.66 cfs 0.113 af Runoff Area=2.389 ac 54.42% Impervious Runoff Depth=1.50"Subcatchment P4: P4 Tc=10.0 min CN=82 Runoff=3.64 cfs 0.298 af Runoff Area=6.487 ac 52.52% Impervious Runoff Depth=1.79"Subcatchment P5: P5 Tc=10.0 min CN=86 Runoff=11.91 cfs 0.969 af Runoff Area=7.411 ac 72.49% Impervious Runoff Depth=2.04"Subcatchment P6: P6 Tc=10.0 min CN=89 Runoff=15.38 cfs 1.257 af Runoff Area=3.585 ac 6.16% Impervious Runoff Depth=0.58"Subcatchment P7: P7 Flow Length=471' Tc=32.5 min CN=65 Runoff=1.04 cfs 0.172 af Runoff Area=4.128 ac 100.00% Impervious Runoff Depth=2.92"Subcatchment P8: P8 Tc=6.0 min CN=98 Runoff=12.62 cfs 1.004 af Runoff Area=1.081 ac 100.00% Impervious Runoff Depth=2.92"Subcatchment P9: P9 Tc=6.0 min CN=98 Runoff=3.30 cfs 0.263 af Peak Elev=72.18' Storage=10,330 cf Inflow=26.78 cfs 2.261 afPond PP1: UG Chambers (CULTEC R-360) Outflow=24.21 cfs 2.261 af Peak Elev=71.15' Storage=500,254 cf Inflow=47.93 cfs 4.350 afPond PP2: Water Quality Basin Outflow=1.44 cfs 4.040 af Inflow=2.51 cfs 0.325 afLink 2L: DP2 Primary=2.51 cfs 0.325 af Inflow=2.31 cfs 4.212 afLink DP1: DP1 Primary=2.31 cfs 4.212 af Proposed Conditions Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.430 ac 0.00% Impervious Runoff Depth=1.87"Subcatchment P1: P1 (DP3) Flow Length=198' Tc=32.5 min CN=68 Runoff=2.82 cfs 0.379 af Runoff Area=0.745 ac 100.00% Impervious Runoff Depth=4.75"Subcatchment P10: P10 (RB3) Tc=6.0 min CN=98 Runoff=3.64 cfs 0.295 af Runoff Area=2.302 ac 100.00% Impervious Runoff Depth=4.75"Subcatchment P11: P11 Tc=6.0 min CN=98 Runoff=11.24 cfs 0.912 af Runoff Area=2.034 ac 0.69% Impervious Runoff Depth=2.11"Subcatchment P2: P2 Flow Length=514' Tc=30.9 min CN=71 Runoff=2.76 cfs 0.357 af Runoff Area=1.922 ac 0.36% Impervious Runoff Depth=1.87"Subcatchment P3: P3 (DP4) Flow Length=490' Tc=41.0 min CN=68 Runoff=1.99 cfs 0.300 af Runoff Area=2.389 ac 54.42% Impervious Runoff Depth=3.07"Subcatchment P4: P4 Tc=10.0 min CN=82 Runoff=7.50 cfs 0.611 af Runoff Area=6.487 ac 52.52% Impervious Runoff Depth=3.46"Subcatchment P5: P5 Tc=10.0 min CN=86 Runoff=22.70 cfs 1.869 af Runoff Area=7.411 ac 72.49% Impervious Runoff Depth=3.76"Subcatchment P6: P6 Tc=10.0 min CN=89 Runoff=27.81 cfs 2.324 af Runoff Area=3.585 ac 6.16% Impervious Runoff Depth=1.65"Subcatchment P7: P7 Flow Length=471' Tc=32.5 min CN=65 Runoff=3.58 cfs 0.492 af Runoff Area=4.128 ac 100.00% Impervious Runoff Depth=4.75"Subcatchment P8: P8 Tc=6.0 min CN=98 Runoff=20.15 cfs 1.635 af Runoff Area=1.081 ac 100.00% Impervious Runoff Depth=4.75"Subcatchment P9: P9 Tc=6.0 min CN=98 Runoff=5.28 cfs 0.428 af Peak Elev=72.68' Storage=13,472 cf Inflow=46.05 cfs 3.959 afPond PP1: UG Chambers (CULTEC R-360) Outflow=42.83 cfs 3.958 af Peak Elev=71.96' Storage=571,542 cf Inflow=86.48 cfs 7.778 afPond PP2: Water Quality Basin Outflow=5.97 cfs 7.350 af Inflow=4.59 cfs 0.653 afLink 2L: DP2 Primary=4.59 cfs 0.653 af Inflow=8.64 cfs 7.842 afLink DP1: DP1 Primary=8.64 cfs 7.842 af Proposed Conditions Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.430 ac 0.00% Impervious Runoff Depth=2.72"Subcatchment P1: P1 (DP3) Flow Length=198' Tc=32.5 min CN=68 Runoff=4.18 cfs 0.551 af Runoff Area=0.745 ac 100.00% Impervious Runoff Depth=5.89"Subcatchment P10: P10 (RB3) Tc=6.0 min CN=98 Runoff=4.48 cfs 0.366 af Runoff Area=2.302 ac 100.00% Impervious Runoff Depth=5.89"Subcatchment P11: P11 Tc=6.0 min CN=98 Runoff=13.83 cfs 1.130 af Runoff Area=2.034 ac 0.69% Impervious Runoff Depth=3.00"Subcatchment P2: P2 Flow Length=514' Tc=30.9 min CN=71 Runoff=3.97 cfs 0.509 af Runoff Area=1.922 ac 0.36% Impervious Runoff Depth=2.72"Subcatchment P3: P3 (DP4) Flow Length=490' Tc=41.0 min CN=68 Runoff=2.94 cfs 0.436 af Runoff Area=2.389 ac 54.42% Impervious Runoff Depth=4.11"Subcatchment P4: P4 Tc=10.0 min CN=82 Runoff=9.97 cfs 0.818 af Runoff Area=6.487 ac 52.52% Impervious Runoff Depth=4.53"Subcatchment P5: P5 Tc=10.0 min CN=86 Runoff=29.45 cfs 2.451 af Runoff Area=7.411 ac 72.49% Impervious Runoff Depth=4.86"Subcatchment P6: P6 Tc=10.0 min CN=89 Runoff=35.48 cfs 3.002 af Runoff Area=3.585 ac 6.16% Impervious Runoff Depth=2.45"Subcatchment P7: P7 Flow Length=471' Tc=32.5 min CN=65 Runoff=5.48 cfs 0.731 af Runoff Area=4.128 ac 100.00% Impervious Runoff Depth=5.89"Subcatchment P8: P8 Tc=6.0 min CN=98 Runoff=24.80 cfs 2.027 af Runoff Area=1.081 ac 100.00% Impervious Runoff Depth=5.89"Subcatchment P9: P9 Tc=6.0 min CN=98 Runoff=6.50 cfs 0.531 af Peak Elev=72.97' Storage=15,163 cf Inflow=57.95 cfs 5.029 afPond PP1: UG Chambers (CULTEC R-360) Outflow=54.43 cfs 5.028 af Peak Elev=72.50' Storage=621,949 cf Inflow=110.61 cfs 9.958 afPond PP2: Water Quality Basin Outflow=8.81 cfs 9.484 af Inflow=5.97 cfs 0.875 afLink 2L: DP2 Primary=5.97 cfs 0.875 af Inflow=13.20 cfs 10.215 afLink DP1: DP1 Primary=13.20 cfs 10.215 af Proposed Conditions Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.430 ac 0.00% Impervious Runoff Depth=3.39"Subcatchment P1: P1 (DP3) Flow Length=198' Tc=32.5 min CN=68 Runoff=5.24 cfs 0.686 af Runoff Area=0.745 ac 100.00% Impervious Runoff Depth=6.73"Subcatchment P10: P10 (RB3) Tc=6.0 min CN=98 Runoff=5.09 cfs 0.418 af Runoff Area=2.302 ac 100.00% Impervious Runoff Depth=6.73"Subcatchment P11: P11 Tc=6.0 min CN=98 Runoff=15.74 cfs 1.291 af Runoff Area=2.034 ac 0.69% Impervious Runoff Depth=3.70"Subcatchment P2: P2 Flow Length=514' Tc=30.9 min CN=71 Runoff=4.91 cfs 0.627 af Runoff Area=1.922 ac 0.36% Impervious Runoff Depth=3.39"Subcatchment P3: P3 (DP4) Flow Length=490' Tc=41.0 min CN=68 Runoff=3.69 cfs 0.542 af Runoff Area=2.389 ac 54.42% Impervious Runoff Depth=4.89"Subcatchment P4: P4 Tc=10.0 min CN=82 Runoff=11.80 cfs 0.973 af Runoff Area=6.487 ac 52.52% Impervious Runoff Depth=5.34"Subcatchment P5: P5 Tc=10.0 min CN=86 Runoff=34.41 cfs 2.885 af Runoff Area=7.411 ac 72.49% Impervious Runoff Depth=5.68"Subcatchment P6: P6 Tc=10.0 min CN=89 Runoff=41.10 cfs 3.507 af Runoff Area=3.585 ac 6.16% Impervious Runoff Depth=3.08"Subcatchment P7: P7 Flow Length=471' Tc=32.5 min CN=65 Runoff=6.98 cfs 0.920 af Runoff Area=4.128 ac 100.00% Impervious Runoff Depth=6.73"Subcatchment P8: P8 Tc=6.0 min CN=98 Runoff=28.23 cfs 2.315 af Runoff Area=1.081 ac 100.00% Impervious Runoff Depth=6.73"Subcatchment P9: P9 Tc=6.0 min CN=98 Runoff=7.39 cfs 0.606 af Peak Elev=73.17' Storage=16,323 cf Inflow=66.68 cfs 5.823 afPond PP1: UG Chambers (CULTEC R-360) Outflow=62.97 cfs 5.822 af Peak Elev=72.88' Storage=659,361 cf Inflow=128.40 cfs 11.578 afPond PP2: Water Quality Basin Outflow=11.25 cfs 11.074 af Inflow=7.01 cfs 1.045 afLink 2L: DP2 Primary=7.01 cfs 1.045 af Inflow=17.10 cfs 11.994 afLink DP1: DP1 Primary=17.10 cfs 11.994 af Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.430 ac 0.00% Impervious Runoff Depth=4.15"Subcatchment P1: P1 (DP3) Flow Length=198' Tc=32.5 min CN=68 Runoff=6.45 cfs 0.841 af Runoff Area=0.745 ac 100.00% Impervious Runoff Depth=7.66"Subcatchment P10: P10 (RB3) Tc=6.0 min CN=98 Runoff=5.78 cfs 0.476 af Runoff Area=2.302 ac 100.00% Impervious Runoff Depth=7.66"Subcatchment P11: P11 Tc=6.0 min CN=98 Runoff=17.85 cfs 1.469 af Runoff Area=2.034 ac 0.69% Impervious Runoff Depth=4.49"Subcatchment P2: P2 Flow Length=514' Tc=30.9 min CN=71 Runoff=5.97 cfs 0.761 af Runoff Area=1.922 ac 0.36% Impervious Runoff Depth=4.15"Subcatchment P3: P3 (DP4) Flow Length=490' Tc=41.0 min CN=68 Runoff=4.54 cfs 0.665 af Runoff Area=2.389 ac 54.42% Impervious Runoff Depth=5.76"Subcatchment P4: P4 Tc=10.0 min CN=82 Runoff=13.83 cfs 1.148 af Runoff Area=6.487 ac 52.52% Impervious Runoff Depth=6.23"Subcatchment P5: P5 Tc=10.0 min CN=86 Runoff=39.88 cfs 3.370 af Runoff Area=7.411 ac 72.49% Impervious Runoff Depth=6.59"Subcatchment P6: P6 Tc=10.0 min CN=89 Runoff=47.29 cfs 4.069 af Runoff Area=3.585 ac 6.16% Impervious Runoff Depth=3.81"Subcatchment P7: P7 Flow Length=471' Tc=32.5 min CN=65 Runoff=8.70 cfs 1.139 af Runoff Area=4.128 ac 100.00% Impervious Runoff Depth=7.66"Subcatchment P8: P8 Tc=6.0 min CN=98 Runoff=32.02 cfs 2.635 af Runoff Area=1.081 ac 100.00% Impervious Runoff Depth=7.66"Subcatchment P9: P9 Tc=6.0 min CN=98 Runoff=8.38 cfs 0.690 af Peak Elev=73.40' Storage=17,539 cf Inflow=76.32 cfs 6.704 afPond PP1: UG Chambers (CULTEC R-360) Outflow=72.44 cfs 6.704 af Peak Elev=73.31' Storage=702,630 cf Inflow=148.08 cfs 13.381 afPond PP2: Water Quality Basin Outflow=13.53 cfs 12.843 af Inflow=8.19 cfs 1.237 afLink 2L: DP2 Primary=8.19 cfs 1.237 af Inflow=21.33 cfs 13.982 afLink DP1: DP1 Primary=21.33 cfs 13.982 af Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 (DP3) Runoff = 0.94 cfs @ 12.53 hrs, Volume= 0.143 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.420 71 >75% Grass cover, Good, HSG B/D 0.160 74 >75% Grass cover, Good, HSG C * 1.220 66 Woods, Good, HSG B/D 0.630 70 Woods, Good, HSG C 2.430 68 Weighted Average 2.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 28 0.2100 0.15 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 25.5 72 0.0067 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 4.0 98 0.0067 0.41 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 198 Total Subcatchment P1: P1 (DP3) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=2.430 ac Runoff Volume=0.143 af Runoff Depth=0.71" Flow Length=198' Tc=32.5 min CN=68 0.94 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P10: P10 (RB3) Runoff = 2.28 cfs @ 12.08 hrs, Volume= 0.181 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.745 98 IMPERVIOUS 0.745 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P10: P10 (RB3) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=0.745 ac Runoff Volume=0.181 af Runoff Depth=2.92" Tc=6.0 min CN=98 2.28 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P11: P11 Runoff = 7.04 cfs @ 12.08 hrs, Volume= 0.560 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 2.302 98 IMPERVIOUS 2.302 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P11: P11 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=2.302 ac Runoff Volume=0.560 af Runoff Depth=2.92" Tc=6.0 min CN=98 7.04 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 1.02 cfs @ 12.47 hrs, Volume= 0.144 af, Depth= 0.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.300 71 >75% Grass cover, Good, HSG B/D 0.527 74 >75% Grass cover, Good, HSG C * 0.014 98 IMPERVIOUS * 0.380 66 Woods, Good, HSG B/D 0.813 70 Woods, Good, HSG C 2.034 71 Weighted Average 2.020 99.31% Pervious Area 0.014 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.1 100 0.0084 0.08 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 2.6 100 0.0084 0.64 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 6.9 190 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 1.3 124 0.0050 1.58 57.03 Channel Flow, Channel Flow Area= 36.0 sf Perim= 55.0' r= 0.65' n= 0.050 30.9 514 Total Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=2.034 ac Runoff Volume=0.144 af Runoff Depth=0.85" Flow Length=514' Tc=30.9 min CN=71 1.02 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 (DP4) Runoff = 0.66 cfs @ 12.66 hrs, Volume= 0.113 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.441 71 >75% Grass cover, Good, HSG B/D 0.064 74 >75% Grass cover, Good, HSG C * 1.292 66 Woods, Good, HSG B/D 0.118 70 Woods, Good, HSG C * 0.007 98 IMPERVIOUS 1.922 68 Weighted Average 1.915 99.64% Pervious Area 0.007 0.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 16 0.2800 0.23 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 25.7 84 0.0089 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 14.2 390 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 41.0 490 Total Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P3: P3 (DP4) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=1.922 ac Runoff Volume=0.113 af Runoff Depth=0.71" Flow Length=490' Tc=41.0 min CN=68 0.66 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 3.64 cfs @ 12.14 hrs, Volume= 0.298 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description 0.263 39 >75% Grass cover, Good, HSG A * 0.792 71 >75% Grass cover, Good, HSG B/D 0.034 74 >75% Grass cover, Good, HSG C * 1.300 98 IMPERVIOUS 2.389 82 Weighted Average 1.089 45.58% Pervious Area 1.300 54.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=2.389 ac Runoff Volume=0.298 af Runoff Depth=1.50" Tc=10.0 min CN=82 3.64 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 11.91 cfs @ 12.14 hrs, Volume= 0.969 af, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.052 60 >75% Grass cover, Good, HSG A/D * 1.761 71 >75% Grass cover, Good, HSG B/D 1.267 74 >75% Grass cover, Good, HSG C * 3.407 98 IMPERVIOUS 6.487 86 Weighted Average 3.080 47.48% Pervious Area 3.407 52.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=6.487 ac Runoff Volume=0.969 af Runoff Depth=1.79" Tc=10.0 min CN=86 11.91 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P6: P6 Runoff = 15.38 cfs @ 12.14 hrs, Volume= 1.257 af, Depth= 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description 0.427 39 >75% Grass cover, Good, HSG A * 0.012 60 >75% Grass cover, Good, HSG A/D * 1.243 71 >75% Grass cover, Good, HSG B/D 0.357 74 >75% Grass cover, Good, HSG C * 5.372 98 IMPERVIOUS 7.411 89 Weighted Average 2.039 27.51% Pervious Area 5.372 72.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=7.411 ac Runoff Volume=1.257 af Runoff Depth=2.04" Tc=10.0 min CN=89 15.38 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 1.04 cfs @ 12.56 hrs, Volume= 0.172 af, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.550 60 >75% Grass cover, Good, HSG A/D * 0.410 71 >75% Grass cover, Good, HSG B/D 0.335 74 >75% Grass cover, Good, HSG C * 1.230 54 Woods, Good, HSG A/D * 0.251 66 Woods, Good, HSG B/D 0.588 70 Woods, Good, HSG C * 0.221 98 IMPERVIOUS 3.585 65 Weighted Average 3.364 93.84% Pervious Area 0.221 6.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 12 0.2600 0.21 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 21.6 88 0.0152 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" 10.0 371 0.0152 0.62 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 471 Total Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=3.585 ac Runoff Volume=0.172 af Runoff Depth=0.58" Flow Length=471' Tc=32.5 min CN=65 1.04 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P8: P8 Runoff = 12.62 cfs @ 12.08 hrs, Volume= 1.004 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 4.128 98 IMPERVIOUS 4.128 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P8: P8 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=4.128 ac Runoff Volume=1.004 af Runoff Depth=2.92" Tc=6.0 min CN=98 12.62 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P9: P9 Runoff = 3.30 cfs @ 12.08 hrs, Volume= 0.263 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 1.081 98 IMPERVIOUS 1.081 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P9: P9 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 2-yr Rainfall=3.15" Runoff Area=1.081 ac Runoff Volume=0.263 af Runoff Depth=2.92" Tc=6.0 min CN=98 3.30 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: UG Chambers (CULTEC R-360) Inflow Area = 11.539 ac, 82.33% Impervious, Inflow Depth = 2.35" for 2-yr event Inflow = 26.78 cfs @ 12.11 hrs, Volume= 2.261 af Outflow = 24.21 cfs @ 12.16 hrs, Volume= 2.261 af, Atten= 10%, Lag= 3.0 min Primary = 24.21 cfs @ 12.16 hrs, Volume= 2.261 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 71.00' Surf.Area= 8,790 sf Storage= 2,382 cf Peak Elev= 72.18' @ 12.16 hrs Surf.Area= 8,790 sf Storage= 10,330 cf (7,948 cf above start) Plug-Flow detention time= 47.0 min calculated for 2.206 af (98% of inflow) Center-of-Mass det. time= 21.6 min ( 811.0 - 789.4 ) Volume Invert Avail.Storage Storage Description #1A 70.41' 4,508 cf 7.00'W x 624.17'L x 4.00'H Field A 17,477 cf Overall - 6,206 cf Embedded = 11,271 cf x 40.0% Voids #2A 70.91' 6,206 cf Cultec R-360HD x 169 Inside #1 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #3B 70.41' 4,561 cf 7.00'W x 631.50'L x 4.00'H Field B 17,682 cf Overall - 6,279 cf Embedded = 11,403 cf x 40.0% Voids #4B 70.91' 6,279 cf Cultec R-360HD x 171 Inside #3 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #5 74.41' 72 cf Custom Stage Data (Prismatic) Listed below (Recalc) #6 75.90' 1,752 cf Custom Stage Data (Prismatic) Listed below (Recalc) 23,378 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 74.41 48 0 0 75.90 48 72 72 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 75.90 5 0 0 77.00 3,180 1,752 1,752 Device Routing Invert Outlet Devices #1 Primary 71.00'30.0" Round UG1-OUTLET A L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Primary 71.00'30.0" Round UG1-OUTLET B Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC L= 37.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0135 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #3 Primary 71.00'30.0" Round UG1-OUTLET C L= 41.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0122 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=24.19 cfs @ 12.16 hrs HW=72.18' TW=70.28' (Dynamic Tailwater) 1=UG1-OUTLET A (Barrel Controls 8.14 cfs @ 5.23 fps) 2=UG1-OUTLET B (Barrel Controls 8.07 cfs @ 5.18 fps) 3=UG1-OUTLET C (Barrel Controls 7.98 cfs @ 5.13 fps) Pond PP1: UG Chambers (CULTEC R-360) Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=11.539 ac Peak Elev=72.18' Storage=10,330 cf 26.78 cfs 24.21 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP2: Water Quality Basin Inflow Area = 23.798 ac, 73.91% Impervious, Inflow Depth = 2.19" for 2-yr event Inflow = 47.93 cfs @ 12.13 hrs, Volume= 4.350 af Outflow = 1.44 cfs @ 17.21 hrs, Volume= 4.040 af, Atten= 97%, Lag= 304.6 min Primary = 1.44 cfs @ 17.21 hrs, Volume= 4.040 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 69.40' Surf.Area= 70,371 sf Storage= 364,407 cf Peak Elev= 71.15' @ 17.21 hrs Surf.Area= 84,827 sf Storage= 500,254 cf (135,847 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 1,024.8 min ( 1,831.2 - 806.3 ) Volume Invert Avail.Storage Storage Description #1 61.00' 1,010,167 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 61.00 23,792 0 0 23,792 62.00 27,841 25,790 25,790 27,881 63.00 31,986 29,890 55,680 32,071 64.00 36,230 34,086 89,766 36,365 65.00 40,581 38,385 128,150 40,771 66.00 45,053 42,798 170,948 45,303 67.00 50,959 47,976 218,924 51,260 68.00 59,020 54,940 273,864 59,363 69.00 67,150 63,041 336,905 67,542 70.00 75,343 71,207 408,112 75,789 71.00 83,598 79,435 487,547 84,104 72.00 91,912 87,722 575,269 92,485 73.00 100,282 96,067 671,336 100,926 74.00 108,710 104,468 775,804 109,432 75.00 117,193 112,925 888,729 117,998 76.00 125,734 121,438 1,010,167 126,628 Device Routing Invert Outlet Devices #1 Primary 69.32'30.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 69.32' / 69.25' S= 0.0011 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Device 1 69.32'11.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 71.16'33.0" W x 5.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 72.00'11.0" W x 11.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.44 cfs @ 17.21 hrs HW=71.15' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.44 cfs of 11.44 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.44 cfs @ 6.29 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP2: Water Quality Basin Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=23.798 ac Peak Elev=71.15' Storage=500,254 cf 47.93 cfs 1.44 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link 2L: DP2 Inflow Area = 2.779 ac, 27.31% Impervious, Inflow Depth = 1.40" for 2-yr event Inflow = 2.51 cfs @ 12.09 hrs, Volume= 0.325 af Primary = 2.51 cfs @ 12.09 hrs, Volume= 0.325 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link 2L: DP2 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=2.779 ac 2.51 cfs 2.51 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link DP1: DP1 Inflow Area = 27.383 ac, 65.04% Impervious, Inflow Depth > 1.85" for 2-yr event Inflow = 2.31 cfs @ 12.57 hrs, Volume= 4.212 af Primary = 2.31 cfs @ 12.57 hrs, Volume= 4.212 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=27.383 ac 2.31 cfs 2.31 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 (DP3) Runoff = 2.82 cfs @ 12.47 hrs, Volume= 0.379 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (ac) CN Description * 0.420 71 >75% Grass cover, Good, HSG B/D 0.160 74 >75% Grass cover, Good, HSG C * 1.220 66 Woods, Good, HSG B/D 0.630 70 Woods, Good, HSG C 2.430 68 Weighted Average 2.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 28 0.2100 0.15 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 25.5 72 0.0067 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 4.0 98 0.0067 0.41 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 198 Total Summary for Subcatchment P10: P10 (RB3) Runoff = 3.64 cfs @ 12.08 hrs, Volume= 0.295 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (ac) CN Description * 0.745 98 IMPERVIOUS 0.745 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P11: P11 Runoff = 11.24 cfs @ 12.08 hrs, Volume= 0.912 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Proposed Conditions Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 2.302 98 IMPERVIOUS 2.302 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P2: P2 Runoff = 2.76 cfs @ 12.46 hrs, Volume= 0.357 af, Depth= 2.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (ac) CN Description * 0.300 71 >75% Grass cover, Good, HSG B/D 0.527 74 >75% Grass cover, Good, HSG C * 0.014 98 IMPERVIOUS * 0.380 66 Woods, Good, HSG B/D 0.813 70 Woods, Good, HSG C 2.034 71 Weighted Average 2.020 99.31% Pervious Area 0.014 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.1 100 0.0084 0.08 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 2.6 100 0.0084 0.64 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 6.9 190 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 1.3 124 0.0050 1.58 57.03 Channel Flow, Channel Flow Area= 36.0 sf Perim= 55.0' r= 0.65' n= 0.050 30.9 514 Total Summary for Subcatchment P3: P3 (DP4) Runoff = 1.99 cfs @ 12.61 hrs, Volume= 0.300 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Proposed Conditions Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.441 71 >75% Grass cover, Good, HSG B/D 0.064 74 >75% Grass cover, Good, HSG C * 1.292 66 Woods, Good, HSG B/D 0.118 70 Woods, Good, HSG C * 0.007 98 IMPERVIOUS 1.922 68 Weighted Average 1.915 99.64% Pervious Area 0.007 0.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 16 0.2800 0.23 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 25.7 84 0.0089 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 14.2 390 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 41.0 490 Total Summary for Subcatchment P4: P4 Runoff = 7.50 cfs @ 12.14 hrs, Volume= 0.611 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (ac) CN Description 0.263 39 >75% Grass cover, Good, HSG A * 0.792 71 >75% Grass cover, Good, HSG B/D 0.034 74 >75% Grass cover, Good, HSG C * 1.300 98 IMPERVIOUS 2.389 82 Weighted Average 1.089 45.58% Pervious Area 1.300 54.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P5: P5 Runoff = 22.70 cfs @ 12.14 hrs, Volume= 1.869 af, Depth= 3.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Proposed Conditions Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.052 60 >75% Grass cover, Good, HSG A/D * 1.761 71 >75% Grass cover, Good, HSG B/D 1.267 74 >75% Grass cover, Good, HSG C * 3.407 98 IMPERVIOUS 6.487 86 Weighted Average 3.080 47.48% Pervious Area 3.407 52.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P6: P6 Runoff = 27.81 cfs @ 12.14 hrs, Volume= 2.324 af, Depth= 3.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (ac) CN Description 0.427 39 >75% Grass cover, Good, HSG A * 0.012 60 >75% Grass cover, Good, HSG A/D * 1.243 71 >75% Grass cover, Good, HSG B/D 0.357 74 >75% Grass cover, Good, HSG C * 5.372 98 IMPERVIOUS 7.411 89 Weighted Average 2.039 27.51% Pervious Area 5.372 72.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P7: P7 Runoff = 3.58 cfs @ 12.49 hrs, Volume= 0.492 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Proposed Conditions Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.550 60 >75% Grass cover, Good, HSG A/D * 0.410 71 >75% Grass cover, Good, HSG B/D 0.335 74 >75% Grass cover, Good, HSG C * 1.230 54 Woods, Good, HSG A/D * 0.251 66 Woods, Good, HSG B/D 0.588 70 Woods, Good, HSG C * 0.221 98 IMPERVIOUS 3.585 65 Weighted Average 3.364 93.84% Pervious Area 0.221 6.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 12 0.2600 0.21 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 21.6 88 0.0152 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" 10.0 371 0.0152 0.62 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 471 Total Summary for Subcatchment P8: P8 Runoff = 20.15 cfs @ 12.08 hrs, Volume= 1.635 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (ac) CN Description * 4.128 98 IMPERVIOUS 4.128 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P9: P9 Runoff = 5.28 cfs @ 12.08 hrs, Volume= 0.428 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.99" Area (ac) CN Description * 1.081 98 IMPERVIOUS 1.081 100.00% Impervious Area Proposed Conditions Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond PP1: UG Chambers (CULTEC R-360) Inflow Area = 11.539 ac, 82.33% Impervious, Inflow Depth = 4.12" for 10-yr event Inflow = 46.05 cfs @ 12.11 hrs, Volume= 3.959 af Outflow = 42.83 cfs @ 12.15 hrs, Volume= 3.958 af, Atten= 7%, Lag= 2.5 min Primary = 42.83 cfs @ 12.15 hrs, Volume= 3.958 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 71.00' Surf.Area= 8,790 sf Storage= 2,382 cf Peak Elev= 72.68' @ 12.15 hrs Surf.Area= 8,790 sf Storage= 13,472 cf (11,090 cf above start) Plug-Flow detention time= 43.1 min calculated for 3.903 af (99% of inflow) Center-of-Mass det. time= 27.2 min ( 804.7 - 777.5 ) Volume Invert Avail.Storage Storage Description #1A 70.41' 4,508 cf 7.00'W x 624.17'L x 4.00'H Field A 17,477 cf Overall - 6,206 cf Embedded = 11,271 cf x 40.0% Voids #2A 70.91' 6,206 cf Cultec R-360HD x 169 Inside #1 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #3B 70.41' 4,561 cf 7.00'W x 631.50'L x 4.00'H Field B 17,682 cf Overall - 6,279 cf Embedded = 11,403 cf x 40.0% Voids #4B 70.91' 6,279 cf Cultec R-360HD x 171 Inside #3 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #5 74.41' 72 cf Custom Stage Data (Prismatic) Listed below (Recalc) #6 75.90' 1,752 cf Custom Stage Data (Prismatic) Listed below (Recalc) 23,378 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 74.41 48 0 0 75.90 48 72 72 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 75.90 5 0 0 77.00 3,180 1,752 1,752 Proposed Conditions Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 71.00'30.0" Round UG1-OUTLET A L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Primary 71.00'30.0" Round UG1-OUTLET B L= 37.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0135 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #3 Primary 71.00'30.0" Round UG1-OUTLET C L= 41.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0122 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=42.83 cfs @ 12.15 hrs HW=72.68' TW=71.02' (Dynamic Tailwater) 1=UG1-OUTLET A (Barrel Controls 14.38 cfs @ 5.79 fps) 2=UG1-OUTLET B (Barrel Controls 14.28 cfs @ 5.75 fps) 3=UG1-OUTLET C (Barrel Controls 14.16 cfs @ 5.71 fps) Summary for Pond PP2: Water Quality Basin Inflow Area = 23.798 ac, 73.91% Impervious, Inflow Depth = 3.92" for 10-yr event Inflow = 86.48 cfs @ 12.13 hrs, Volume= 7.778 af Outflow = 5.97 cfs @ 13.98 hrs, Volume= 7.350 af, Atten= 93%, Lag= 110.7 min Primary = 5.97 cfs @ 13.98 hrs, Volume= 7.350 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 69.40' Surf.Area= 70,371 sf Storage= 364,407 cf Peak Elev= 71.96' @ 13.98 hrs Surf.Area= 91,567 sf Storage= 571,542 cf (207,135 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 752.2 min ( 1,549.1 - 797.0 ) Volume Invert Avail.Storage Storage Description #1 61.00' 1,010,167 cf Custom Stage Data (Conic) Listed below (Recalc) Proposed Conditions Type III 24-hr 10-yr Rainfall=4.99"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 61.00 23,792 0 0 23,792 62.00 27,841 25,790 25,790 27,881 63.00 31,986 29,890 55,680 32,071 64.00 36,230 34,086 89,766 36,365 65.00 40,581 38,385 128,150 40,771 66.00 45,053 42,798 170,948 45,303 67.00 50,959 47,976 218,924 51,260 68.00 59,020 54,940 273,864 59,363 69.00 67,150 63,041 336,905 67,542 70.00 75,343 71,207 408,112 75,789 71.00 83,598 79,435 487,547 84,104 72.00 91,912 87,722 575,269 92,485 73.00 100,282 96,067 671,336 100,926 74.00 108,710 104,468 775,804 109,432 75.00 117,193 112,925 888,729 117,998 76.00 125,734 121,438 1,010,167 126,628 Device Routing Invert Outlet Devices #1 Primary 69.32'30.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 69.32' / 69.25' S= 0.0011 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Device 1 69.32'11.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 71.16'33.0" W x 5.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 72.00'11.0" W x 11.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=5.97 cfs @ 13.98 hrs HW=71.96' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 5.97 cfs of 20.73 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.75 cfs @ 7.63 fps) 3=Orifice/Grate (Orifice Controls 4.22 cfs @ 3.68 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Summary for Link 2L: DP2 Inflow Area = 2.779 ac, 27.31% Impervious, Inflow Depth = 2.82" for 10-yr event Inflow = 4.59 cfs @ 12.09 hrs, Volume= 0.653 af Primary = 4.59 cfs @ 12.09 hrs, Volume= 0.653 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Link DP1: DP1 Inflow Area = 27.383 ac, 65.04% Impervious, Inflow Depth > 3.44" for 10-yr event Inflow = 8.64 cfs @ 12.57 hrs, Volume= 7.842 af Primary = 8.64 cfs @ 12.57 hrs, Volume= 7.842 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 (DP3) Runoff = 4.18 cfs @ 12.46 hrs, Volume= 0.551 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (ac) CN Description * 0.420 71 >75% Grass cover, Good, HSG B/D 0.160 74 >75% Grass cover, Good, HSG C * 1.220 66 Woods, Good, HSG B/D 0.630 70 Woods, Good, HSG C 2.430 68 Weighted Average 2.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 28 0.2100 0.15 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 25.5 72 0.0067 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 4.0 98 0.0067 0.41 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 198 Total Summary for Subcatchment P10: P10 (RB3) Runoff = 4.48 cfs @ 12.08 hrs, Volume= 0.366 af, Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (ac) CN Description * 0.745 98 IMPERVIOUS 0.745 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P11: P11 Runoff = 13.83 cfs @ 12.08 hrs, Volume= 1.130 af, Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Proposed Conditions Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 2.302 98 IMPERVIOUS 2.302 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P2: P2 Runoff = 3.97 cfs @ 12.43 hrs, Volume= 0.509 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (ac) CN Description * 0.300 71 >75% Grass cover, Good, HSG B/D 0.527 74 >75% Grass cover, Good, HSG C * 0.014 98 IMPERVIOUS * 0.380 66 Woods, Good, HSG B/D 0.813 70 Woods, Good, HSG C 2.034 71 Weighted Average 2.020 99.31% Pervious Area 0.014 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.1 100 0.0084 0.08 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 2.6 100 0.0084 0.64 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 6.9 190 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 1.3 124 0.0050 1.58 57.03 Channel Flow, Channel Flow Area= 36.0 sf Perim= 55.0' r= 0.65' n= 0.050 30.9 514 Total Summary for Subcatchment P3: P3 (DP4) Runoff = 2.94 cfs @ 12.58 hrs, Volume= 0.436 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Proposed Conditions Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.441 71 >75% Grass cover, Good, HSG B/D 0.064 74 >75% Grass cover, Good, HSG C * 1.292 66 Woods, Good, HSG B/D 0.118 70 Woods, Good, HSG C * 0.007 98 IMPERVIOUS 1.922 68 Weighted Average 1.915 99.64% Pervious Area 0.007 0.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 16 0.2800 0.23 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 25.7 84 0.0089 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 14.2 390 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 41.0 490 Total Summary for Subcatchment P4: P4 Runoff = 9.97 cfs @ 12.14 hrs, Volume= 0.818 af, Depth= 4.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (ac) CN Description 0.263 39 >75% Grass cover, Good, HSG A * 0.792 71 >75% Grass cover, Good, HSG B/D 0.034 74 >75% Grass cover, Good, HSG C * 1.300 98 IMPERVIOUS 2.389 82 Weighted Average 1.089 45.58% Pervious Area 1.300 54.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P5: P5 Runoff = 29.45 cfs @ 12.14 hrs, Volume= 2.451 af, Depth= 4.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Proposed Conditions Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.052 60 >75% Grass cover, Good, HSG A/D * 1.761 71 >75% Grass cover, Good, HSG B/D 1.267 74 >75% Grass cover, Good, HSG C * 3.407 98 IMPERVIOUS 6.487 86 Weighted Average 3.080 47.48% Pervious Area 3.407 52.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P6: P6 Runoff = 35.48 cfs @ 12.14 hrs, Volume= 3.002 af, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (ac) CN Description 0.427 39 >75% Grass cover, Good, HSG A * 0.012 60 >75% Grass cover, Good, HSG A/D * 1.243 71 >75% Grass cover, Good, HSG B/D 0.357 74 >75% Grass cover, Good, HSG C * 5.372 98 IMPERVIOUS 7.411 89 Weighted Average 2.039 27.51% Pervious Area 5.372 72.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P7: P7 Runoff = 5.48 cfs @ 12.46 hrs, Volume= 0.731 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Proposed Conditions Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.550 60 >75% Grass cover, Good, HSG A/D * 0.410 71 >75% Grass cover, Good, HSG B/D 0.335 74 >75% Grass cover, Good, HSG C * 1.230 54 Woods, Good, HSG A/D * 0.251 66 Woods, Good, HSG B/D 0.588 70 Woods, Good, HSG C * 0.221 98 IMPERVIOUS 3.585 65 Weighted Average 3.364 93.84% Pervious Area 0.221 6.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 12 0.2600 0.21 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 21.6 88 0.0152 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" 10.0 371 0.0152 0.62 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 471 Total Summary for Subcatchment P8: P8 Runoff = 24.80 cfs @ 12.08 hrs, Volume= 2.027 af, Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (ac) CN Description * 4.128 98 IMPERVIOUS 4.128 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P9: P9 Runoff = 6.50 cfs @ 12.08 hrs, Volume= 0.531 af, Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.13" Area (ac) CN Description * 1.081 98 IMPERVIOUS 1.081 100.00% Impervious Area Proposed Conditions Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond PP1: UG Chambers (CULTEC R-360) Inflow Area = 11.539 ac, 82.33% Impervious, Inflow Depth = 5.23" for 25-yr event Inflow = 57.95 cfs @ 12.11 hrs, Volume= 5.029 af Outflow = 54.43 cfs @ 12.15 hrs, Volume= 5.028 af, Atten= 6%, Lag= 2.3 min Primary = 54.43 cfs @ 12.15 hrs, Volume= 5.028 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 71.00' Surf.Area= 8,790 sf Storage= 2,382 cf Peak Elev= 72.97' @ 12.15 hrs Surf.Area= 8,790 sf Storage= 15,163 cf (12,781 cf above start) Plug-Flow detention time= 43.3 min calculated for 4.974 af (99% of inflow) Center-of-Mass det. time= 30.0 min ( 802.5 - 772.5 ) Volume Invert Avail.Storage Storage Description #1A 70.41' 4,508 cf 7.00'W x 624.17'L x 4.00'H Field A 17,477 cf Overall - 6,206 cf Embedded = 11,271 cf x 40.0% Voids #2A 70.91' 6,206 cf Cultec R-360HD x 169 Inside #1 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #3B 70.41' 4,561 cf 7.00'W x 631.50'L x 4.00'H Field B 17,682 cf Overall - 6,279 cf Embedded = 11,403 cf x 40.0% Voids #4B 70.91' 6,279 cf Cultec R-360HD x 171 Inside #3 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #5 74.41' 72 cf Custom Stage Data (Prismatic) Listed below (Recalc) #6 75.90' 1,752 cf Custom Stage Data (Prismatic) Listed below (Recalc) 23,378 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 74.41 48 0 0 75.90 48 72 72 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 75.90 5 0 0 77.00 3,180 1,752 1,752 Proposed Conditions Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 71.00'30.0" Round UG1-OUTLET A L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Primary 71.00'30.0" Round UG1-OUTLET B L= 37.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0135 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #3 Primary 71.00'30.0" Round UG1-OUTLET C L= 41.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0122 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=54.39 cfs @ 12.15 hrs HW=72.96' TW=71.49' (Dynamic Tailwater) 1=UG1-OUTLET A (Barrel Controls 18.25 cfs @ 6.06 fps) 2=UG1-OUTLET B (Barrel Controls 18.14 cfs @ 6.03 fps) 3=UG1-OUTLET C (Barrel Controls 18.00 cfs @ 5.98 fps) Summary for Pond PP2: Water Quality Basin Inflow Area = 23.798 ac, 73.91% Impervious, Inflow Depth = 5.02" for 25-yr event Inflow = 110.61 cfs @ 12.13 hrs, Volume= 9.958 af Outflow = 8.81 cfs @ 13.56 hrs, Volume= 9.484 af, Atten= 92%, Lag= 86.1 min Primary = 8.81 cfs @ 13.56 hrs, Volume= 9.484 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 69.40' Surf.Area= 70,371 sf Storage= 364,407 cf Peak Elev= 72.50' @ 13.56 hrs Surf.Area= 96,025 sf Storage= 621,949 cf (257,543 cf above start) Plug-Flow detention time= 2,527.9 min calculated for 1.118 af (11% of inflow) Center-of-Mass det. time= 657.9 min ( 1,451.1 - 793.2 ) Volume Invert Avail.Storage Storage Description #1 61.00' 1,010,167 cf Custom Stage Data (Conic) Listed below (Recalc) Proposed Conditions Type III 24-hr 25-yr Rainfall=6.13"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 61.00 23,792 0 0 23,792 62.00 27,841 25,790 25,790 27,881 63.00 31,986 29,890 55,680 32,071 64.00 36,230 34,086 89,766 36,365 65.00 40,581 38,385 128,150 40,771 66.00 45,053 42,798 170,948 45,303 67.00 50,959 47,976 218,924 51,260 68.00 59,020 54,940 273,864 59,363 69.00 67,150 63,041 336,905 67,542 70.00 75,343 71,207 408,112 75,789 71.00 83,598 79,435 487,547 84,104 72.00 91,912 87,722 575,269 92,485 73.00 100,282 96,067 671,336 100,926 74.00 108,710 104,468 775,804 109,432 75.00 117,193 112,925 888,729 117,998 76.00 125,734 121,438 1,010,167 126,628 Device Routing Invert Outlet Devices #1 Primary 69.32'30.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 69.32' / 69.25' S= 0.0011 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Device 1 69.32'11.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 71.16'33.0" W x 5.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 72.00'11.0" W x 11.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=8.81 cfs @ 13.56 hrs HW=72.50' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 8.81 cfs of 25.87 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.93 cfs @ 8.41 fps) 3=Orifice/Grate (Orifice Controls 5.85 cfs @ 5.11 fps) 4=Orifice/Grate (Orifice Controls 1.03 cfs @ 2.26 fps) Summary for Link 2L: DP2 Inflow Area = 2.779 ac, 27.31% Impervious, Inflow Depth = 3.78" for 25-yr event Inflow = 5.97 cfs @ 12.09 hrs, Volume= 0.875 af Primary = 5.97 cfs @ 12.09 hrs, Volume= 0.875 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Link DP1: DP1 Inflow Area = 27.383 ac, 65.04% Impervious, Inflow Depth > 4.48" for 25-yr event Inflow = 13.20 cfs @ 12.54 hrs, Volume= 10.215 af Primary = 13.20 cfs @ 12.54 hrs, Volume= 10.215 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 43HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 (DP3) Runoff = 5.24 cfs @ 12.46 hrs, Volume= 0.686 af, Depth= 3.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (ac) CN Description * 0.420 71 >75% Grass cover, Good, HSG B/D 0.160 74 >75% Grass cover, Good, HSG C * 1.220 66 Woods, Good, HSG B/D 0.630 70 Woods, Good, HSG C 2.430 68 Weighted Average 2.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 28 0.2100 0.15 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 25.5 72 0.0067 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 4.0 98 0.0067 0.41 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 198 Total Summary for Subcatchment P10: P10 (RB3) Runoff = 5.09 cfs @ 12.08 hrs, Volume= 0.418 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (ac) CN Description * 0.745 98 IMPERVIOUS 0.745 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P11: P11 Runoff = 15.74 cfs @ 12.08 hrs, Volume= 1.291 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Proposed Conditions Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 44HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 2.302 98 IMPERVIOUS 2.302 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P2: P2 Runoff = 4.91 cfs @ 12.43 hrs, Volume= 0.627 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (ac) CN Description * 0.300 71 >75% Grass cover, Good, HSG B/D 0.527 74 >75% Grass cover, Good, HSG C * 0.014 98 IMPERVIOUS * 0.380 66 Woods, Good, HSG B/D 0.813 70 Woods, Good, HSG C 2.034 71 Weighted Average 2.020 99.31% Pervious Area 0.014 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.1 100 0.0084 0.08 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 2.6 100 0.0084 0.64 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 6.9 190 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 1.3 124 0.0050 1.58 57.03 Channel Flow, Channel Flow Area= 36.0 sf Perim= 55.0' r= 0.65' n= 0.050 30.9 514 Total Summary for Subcatchment P3: P3 (DP4) Runoff = 3.69 cfs @ 12.57 hrs, Volume= 0.542 af, Depth= 3.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Proposed Conditions Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 45HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.441 71 >75% Grass cover, Good, HSG B/D 0.064 74 >75% Grass cover, Good, HSG C * 1.292 66 Woods, Good, HSG B/D 0.118 70 Woods, Good, HSG C * 0.007 98 IMPERVIOUS 1.922 68 Weighted Average 1.915 99.64% Pervious Area 0.007 0.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 16 0.2800 0.23 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 25.7 84 0.0089 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 14.2 390 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 41.0 490 Total Summary for Subcatchment P4: P4 Runoff = 11.80 cfs @ 12.14 hrs, Volume= 0.973 af, Depth= 4.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (ac) CN Description 0.263 39 >75% Grass cover, Good, HSG A * 0.792 71 >75% Grass cover, Good, HSG B/D 0.034 74 >75% Grass cover, Good, HSG C * 1.300 98 IMPERVIOUS 2.389 82 Weighted Average 1.089 45.58% Pervious Area 1.300 54.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P5: P5 Runoff = 34.41 cfs @ 12.14 hrs, Volume= 2.885 af, Depth= 5.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Proposed Conditions Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 46HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.052 60 >75% Grass cover, Good, HSG A/D * 1.761 71 >75% Grass cover, Good, HSG B/D 1.267 74 >75% Grass cover, Good, HSG C * 3.407 98 IMPERVIOUS 6.487 86 Weighted Average 3.080 47.48% Pervious Area 3.407 52.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P6: P6 Runoff = 41.10 cfs @ 12.14 hrs, Volume= 3.507 af, Depth= 5.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (ac) CN Description 0.427 39 >75% Grass cover, Good, HSG A * 0.012 60 >75% Grass cover, Good, HSG A/D * 1.243 71 >75% Grass cover, Good, HSG B/D 0.357 74 >75% Grass cover, Good, HSG C * 5.372 98 IMPERVIOUS 7.411 89 Weighted Average 2.039 27.51% Pervious Area 5.372 72.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P7: P7 Runoff = 6.98 cfs @ 12.46 hrs, Volume= 0.920 af, Depth= 3.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Proposed Conditions Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 47HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.550 60 >75% Grass cover, Good, HSG A/D * 0.410 71 >75% Grass cover, Good, HSG B/D 0.335 74 >75% Grass cover, Good, HSG C * 1.230 54 Woods, Good, HSG A/D * 0.251 66 Woods, Good, HSG B/D 0.588 70 Woods, Good, HSG C * 0.221 98 IMPERVIOUS 3.585 65 Weighted Average 3.364 93.84% Pervious Area 0.221 6.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 12 0.2600 0.21 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 21.6 88 0.0152 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" 10.0 371 0.0152 0.62 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 471 Total Summary for Subcatchment P8: P8 Runoff = 28.23 cfs @ 12.08 hrs, Volume= 2.315 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (ac) CN Description * 4.128 98 IMPERVIOUS 4.128 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P9: P9 Runoff = 7.39 cfs @ 12.08 hrs, Volume= 0.606 af, Depth= 6.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.97" Area (ac) CN Description * 1.081 98 IMPERVIOUS 1.081 100.00% Impervious Area Proposed Conditions Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 48HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond PP1: UG Chambers (CULTEC R-360) Inflow Area = 11.539 ac, 82.33% Impervious, Inflow Depth = 6.06" for 50-yr event Inflow = 66.68 cfs @ 12.11 hrs, Volume= 5.823 af Outflow = 62.97 cfs @ 12.15 hrs, Volume= 5.822 af, Atten= 6%, Lag= 2.2 min Primary = 62.97 cfs @ 12.15 hrs, Volume= 5.822 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 71.00' Surf.Area= 8,790 sf Storage= 2,382 cf Peak Elev= 73.17' @ 12.15 hrs Surf.Area= 8,790 sf Storage= 16,323 cf (13,941 cf above start) Plug-Flow detention time= 42.8 min calculated for 5.767 af (99% of inflow) Center-of-Mass det. time= 31.1 min ( 800.6 - 769.5 ) Volume Invert Avail.Storage Storage Description #1A 70.41' 4,508 cf 7.00'W x 624.17'L x 4.00'H Field A 17,477 cf Overall - 6,206 cf Embedded = 11,271 cf x 40.0% Voids #2A 70.91' 6,206 cf Cultec R-360HD x 169 Inside #1 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #3B 70.41' 4,561 cf 7.00'W x 631.50'L x 4.00'H Field B 17,682 cf Overall - 6,279 cf Embedded = 11,403 cf x 40.0% Voids #4B 70.91' 6,279 cf Cultec R-360HD x 171 Inside #3 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #5 74.41' 72 cf Custom Stage Data (Prismatic) Listed below (Recalc) #6 75.90' 1,752 cf Custom Stage Data (Prismatic) Listed below (Recalc) 23,378 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 74.41 48 0 0 75.90 48 72 72 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 75.90 5 0 0 77.00 3,180 1,752 1,752 Proposed Conditions Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 49HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 71.00'30.0" Round UG1-OUTLET A L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Primary 71.00'30.0" Round UG1-OUTLET B L= 37.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0135 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #3 Primary 71.00'30.0" Round UG1-OUTLET C L= 41.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0122 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=62.91 cfs @ 12.15 hrs HW=73.17' TW=71.82' (Dynamic Tailwater) 1=UG1-OUTLET A (Barrel Controls 21.10 cfs @ 6.24 fps) 2=UG1-OUTLET B (Barrel Controls 20.98 cfs @ 6.21 fps) 3=UG1-OUTLET C (Barrel Controls 20.83 cfs @ 6.16 fps) Summary for Pond PP2: Water Quality Basin Inflow Area = 23.798 ac, 73.91% Impervious, Inflow Depth = 5.84" for 50-yr event Inflow = 128.40 cfs @ 12.13 hrs, Volume= 11.578 af Outflow = 11.25 cfs @ 13.27 hrs, Volume= 11.074 af, Atten= 91%, Lag= 68.5 min Primary = 11.25 cfs @ 13.27 hrs, Volume= 11.074 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 69.40' Surf.Area= 70,371 sf Storage= 364,407 cf Peak Elev= 72.88' @ 13.27 hrs Surf.Area= 99,258 sf Storage= 659,361 cf (294,954 cf above start) Plug-Flow detention time= 1,909.9 min calculated for 2.708 af (23% of inflow) Center-of-Mass det. time= 608.1 min ( 1,398.6 - 790.6 ) Volume Invert Avail.Storage Storage Description #1 61.00' 1,010,167 cf Custom Stage Data (Conic) Listed below (Recalc) Proposed Conditions Type III 24-hr 50-yr Rainfall=6.97"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 50HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 61.00 23,792 0 0 23,792 62.00 27,841 25,790 25,790 27,881 63.00 31,986 29,890 55,680 32,071 64.00 36,230 34,086 89,766 36,365 65.00 40,581 38,385 128,150 40,771 66.00 45,053 42,798 170,948 45,303 67.00 50,959 47,976 218,924 51,260 68.00 59,020 54,940 273,864 59,363 69.00 67,150 63,041 336,905 67,542 70.00 75,343 71,207 408,112 75,789 71.00 83,598 79,435 487,547 84,104 72.00 91,912 87,722 575,269 92,485 73.00 100,282 96,067 671,336 100,926 74.00 108,710 104,468 775,804 109,432 75.00 117,193 112,925 888,729 117,998 76.00 125,734 121,438 1,010,167 126,628 Device Routing Invert Outlet Devices #1 Primary 69.32'30.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 69.32' / 69.25' S= 0.0011 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Device 1 69.32'11.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 71.16'33.0" W x 5.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 72.00'11.0" W x 11.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=11.25 cfs @ 13.27 hrs HW=72.88' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 11.25 cfs of 29.46 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.04 cfs @ 8.92 fps) 3=Orifice/Grate (Orifice Controls 6.78 cfs @ 5.92 fps) 4=Orifice/Grate (Orifice Controls 2.43 cfs @ 3.01 fps) Summary for Link 2L: DP2 Inflow Area = 2.779 ac, 27.31% Impervious, Inflow Depth = 4.51" for 50-yr event Inflow = 7.01 cfs @ 12.10 hrs, Volume= 1.045 af Primary = 7.01 cfs @ 12.10 hrs, Volume= 1.045 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Link DP1: DP1 Inflow Area = 27.383 ac, 65.04% Impervious, Inflow Depth > 5.26" for 50-yr event Inflow = 17.10 cfs @ 12.53 hrs, Volume= 11.994 af Primary = 17.10 cfs @ 12.53 hrs, Volume= 11.994 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 51HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 (DP3) Runoff = 6.45 cfs @ 12.46 hrs, Volume= 0.841 af, Depth= 4.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (ac) CN Description * 0.420 71 >75% Grass cover, Good, HSG B/D 0.160 74 >75% Grass cover, Good, HSG C * 1.220 66 Woods, Good, HSG B/D 0.630 70 Woods, Good, HSG C 2.430 68 Weighted Average 2.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 28 0.2100 0.15 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 25.5 72 0.0067 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 4.0 98 0.0067 0.41 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 198 Total Summary for Subcatchment P10: P10 (RB3) Runoff = 5.78 cfs @ 12.08 hrs, Volume= 0.476 af, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (ac) CN Description * 0.745 98 IMPERVIOUS 0.745 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P11: P11 Runoff = 17.85 cfs @ 12.08 hrs, Volume= 1.469 af, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 52HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 2.302 98 IMPERVIOUS 2.302 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P2: P2 Runoff = 5.97 cfs @ 12.43 hrs, Volume= 0.761 af, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (ac) CN Description * 0.300 71 >75% Grass cover, Good, HSG B/D 0.527 74 >75% Grass cover, Good, HSG C * 0.014 98 IMPERVIOUS * 0.380 66 Woods, Good, HSG B/D 0.813 70 Woods, Good, HSG C 2.034 71 Weighted Average 2.020 99.31% Pervious Area 0.014 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.1 100 0.0084 0.08 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 2.6 100 0.0084 0.64 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 6.9 190 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 1.3 124 0.0050 1.58 57.03 Channel Flow, Channel Flow Area= 36.0 sf Perim= 55.0' r= 0.65' n= 0.050 30.9 514 Total Summary for Subcatchment P3: P3 (DP4) Runoff = 4.54 cfs @ 12.57 hrs, Volume= 0.665 af, Depth= 4.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 53HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.441 71 >75% Grass cover, Good, HSG B/D 0.064 74 >75% Grass cover, Good, HSG C * 1.292 66 Woods, Good, HSG B/D 0.118 70 Woods, Good, HSG C * 0.007 98 IMPERVIOUS 1.922 68 Weighted Average 1.915 99.64% Pervious Area 0.007 0.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 16 0.2800 0.23 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 25.7 84 0.0089 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.22" 14.2 390 0.0084 0.46 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 41.0 490 Total Summary for Subcatchment P4: P4 Runoff = 13.83 cfs @ 12.14 hrs, Volume= 1.148 af, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (ac) CN Description 0.263 39 >75% Grass cover, Good, HSG A * 0.792 71 >75% Grass cover, Good, HSG B/D 0.034 74 >75% Grass cover, Good, HSG C * 1.300 98 IMPERVIOUS 2.389 82 Weighted Average 1.089 45.58% Pervious Area 1.300 54.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P5: P5 Runoff = 39.88 cfs @ 12.14 hrs, Volume= 3.370 af, Depth= 6.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 54HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.052 60 >75% Grass cover, Good, HSG A/D * 1.761 71 >75% Grass cover, Good, HSG B/D 1.267 74 >75% Grass cover, Good, HSG C * 3.407 98 IMPERVIOUS 6.487 86 Weighted Average 3.080 47.48% Pervious Area 3.407 52.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P6: P6 Runoff = 47.29 cfs @ 12.13 hrs, Volume= 4.069 af, Depth= 6.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (ac) CN Description 0.427 39 >75% Grass cover, Good, HSG A * 0.012 60 >75% Grass cover, Good, HSG A/D * 1.243 71 >75% Grass cover, Good, HSG B/D 0.357 74 >75% Grass cover, Good, HSG C * 5.372 98 IMPERVIOUS 7.411 89 Weighted Average 2.039 27.51% Pervious Area 5.372 72.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, estimated Summary for Subcatchment P7: P7 Runoff = 8.70 cfs @ 12.46 hrs, Volume= 1.139 af, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 55HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.550 60 >75% Grass cover, Good, HSG A/D * 0.410 71 >75% Grass cover, Good, HSG B/D 0.335 74 >75% Grass cover, Good, HSG C * 1.230 54 Woods, Good, HSG A/D * 0.251 66 Woods, Good, HSG B/D 0.588 70 Woods, Good, HSG C * 0.221 98 IMPERVIOUS 3.585 65 Weighted Average 3.364 93.84% Pervious Area 0.221 6.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 12 0.2600 0.21 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.22" 21.6 88 0.0152 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.22" 10.0 371 0.0152 0.62 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 32.5 471 Total Summary for Subcatchment P8: P8 Runoff = 32.02 cfs @ 12.08 hrs, Volume= 2.635 af, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (ac) CN Description * 4.128 98 IMPERVIOUS 4.128 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P9: P9 Runoff = 8.38 cfs @ 12.08 hrs, Volume= 0.690 af, Depth= 7.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.90" Area (ac) CN Description * 1.081 98 IMPERVIOUS 1.081 100.00% Impervious Area Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 56HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond PP1: UG Chambers (CULTEC R-360) Inflow Area = 11.539 ac, 82.33% Impervious, Inflow Depth = 6.97" for 100-yr event Inflow = 76.32 cfs @ 12.11 hrs, Volume= 6.704 af Outflow = 72.44 cfs @ 12.14 hrs, Volume= 6.704 af, Atten= 5%, Lag= 2.1 min Primary = 72.44 cfs @ 12.14 hrs, Volume= 6.704 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 71.00' Surf.Area= 8,790 sf Storage= 2,382 cf Peak Elev= 73.40' @ 12.14 hrs Surf.Area= 8,790 sf Storage= 17,539 cf (15,157 cf above start) Plug-Flow detention time= 42.0 min calculated for 6.648 af (99% of inflow) Center-of-Mass det. time= 31.9 min ( 798.6 - 766.7 ) Volume Invert Avail.Storage Storage Description #1A 70.41' 4,508 cf 7.00'W x 624.17'L x 4.00'H Field A 17,477 cf Overall - 6,206 cf Embedded = 11,271 cf x 40.0% Voids #2A 70.91' 6,206 cf Cultec R-360HD x 169 Inside #1 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #3B 70.41' 4,561 cf 7.00'W x 631.50'L x 4.00'H Field B 17,682 cf Overall - 6,279 cf Embedded = 11,403 cf x 40.0% Voids #4B 70.91' 6,279 cf Cultec R-360HD x 171 Inside #3 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #5 74.41' 72 cf Custom Stage Data (Prismatic) Listed below (Recalc) #6 75.90' 1,752 cf Custom Stage Data (Prismatic) Listed below (Recalc) 23,378 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 74.41 48 0 0 75.90 48 72 72 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 75.90 5 0 0 77.00 3,180 1,752 1,752 Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 57HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 71.00'30.0" Round UG1-OUTLET A L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Primary 71.00'30.0" Round UG1-OUTLET B L= 37.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0135 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #3 Primary 71.00'30.0" Round UG1-OUTLET C L= 41.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0122 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=72.36 cfs @ 12.14 hrs HW=73.39' TW=72.18' (Dynamic Tailwater) 1=UG1-OUTLET A (Barrel Controls 24.27 cfs @ 6.43 fps) 2=UG1-OUTLET B (Barrel Controls 24.13 cfs @ 6.39 fps) 3=UG1-OUTLET C (Barrel Controls 23.96 cfs @ 6.35 fps) Summary for Pond PP2: Water Quality Basin Inflow Area = 23.798 ac, 73.91% Impervious, Inflow Depth = 6.75" for 100-yr event Inflow = 148.08 cfs @ 12.13 hrs, Volume= 13.381 af Outflow = 13.53 cfs @ 13.16 hrs, Volume= 12.843 af, Atten= 91%, Lag= 61.8 min Primary = 13.53 cfs @ 13.16 hrs, Volume= 12.843 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 69.40' Surf.Area= 70,371 sf Storage= 364,407 cf Peak Elev= 73.31' @ 13.16 hrs Surf.Area= 102,843 sf Storage= 702,630 cf (338,223 cf above start) Plug-Flow detention time= 1,482.2 min calculated for 4.476 af (33% of inflow) Center-of-Mass det. time= 567.6 min ( 1,355.6 - 788.0 ) Volume Invert Avail.Storage Storage Description #1 61.00' 1,010,167 cf Custom Stage Data (Conic) Listed below (Recalc) Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 58HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 61.00 23,792 0 0 23,792 62.00 27,841 25,790 25,790 27,881 63.00 31,986 29,890 55,680 32,071 64.00 36,230 34,086 89,766 36,365 65.00 40,581 38,385 128,150 40,771 66.00 45,053 42,798 170,948 45,303 67.00 50,959 47,976 218,924 51,260 68.00 59,020 54,940 273,864 59,363 69.00 67,150 63,041 336,905 67,542 70.00 75,343 71,207 408,112 75,789 71.00 83,598 79,435 487,547 84,104 72.00 91,912 87,722 575,269 92,485 73.00 100,282 96,067 671,336 100,926 74.00 108,710 104,468 775,804 109,432 75.00 117,193 112,925 888,729 117,998 76.00 125,734 121,438 1,010,167 126,628 Device Routing Invert Outlet Devices #1 Primary 69.32'30.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 69.32' / 69.25' S= 0.0011 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Device 1 69.32'11.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 71.16'33.0" W x 5.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 72.00'11.0" W x 11.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=13.53 cfs @ 13.16 hrs HW=73.31' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 13.53 cfs of 34.59 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.17 cfs @ 9.46 fps) 3=Orifice/Grate (Orifice Controls 7.68 cfs @ 6.70 fps) 4=Orifice/Grate (Orifice Controls 3.68 cfs @ 4.38 fps) Summary for Link 2L: DP2 Inflow Area = 2.779 ac, 27.31% Impervious, Inflow Depth = 5.34" for 100-yr event Inflow = 8.19 cfs @ 12.10 hrs, Volume= 1.237 af Primary = 8.19 cfs @ 12.10 hrs, Volume= 1.237 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Link DP1: DP1 Inflow Area = 27.383 ac, 65.04% Impervious, Inflow Depth > 6.13" for 100-yr event Inflow = 21.33 cfs @ 12.52 hrs, Volume= 13.982 af Primary = 21.33 cfs @ 12.52 hrs, Volume= 13.982 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 59HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: UG Chambers (CULTEC R-360) Inflow Area = 11.539 ac, 82.33% Impervious, Inflow Depth = 6.97" for 100-yr event Inflow = 76.32 cfs @ 12.11 hrs, Volume= 6.704 af Outflow = 72.44 cfs @ 12.14 hrs, Volume= 6.704 af, Atten= 5%, Lag= 2.1 min Primary = 72.44 cfs @ 12.14 hrs, Volume= 6.704 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 71.00' Surf.Area= 8,790 sf Storage= 2,382 cf Peak Elev= 73.40' @ 12.14 hrs Surf.Area= 8,790 sf Storage= 17,539 cf (15,157 cf above start) Plug-Flow detention time= 42.0 min calculated for 6.648 af (99% of inflow) Center-of-Mass det. time= 31.9 min ( 798.6 - 766.7 ) Volume Invert Avail.Storage Storage Description #1A 70.41' 4,508 cf 7.00'W x 624.17'L x 4.00'H Field A 17,477 cf Overall - 6,206 cf Embedded = 11,271 cf x 40.0% Voids #2A 70.91' 6,206 cf Cultec R-360HD x 169 Inside #1 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #3B 70.41' 4,561 cf 7.00'W x 631.50'L x 4.00'H Field B 17,682 cf Overall - 6,279 cf Embedded = 11,403 cf x 40.0% Voids #4B 70.91' 6,279 cf Cultec R-360HD x 171 Inside #3 Effective Size= 54.9"W x 36.0"H => 9.99 sf x 3.67'L = 36.6 cf Overall Size= 60.0"W x 36.0"H x 4.17'L with 0.50' Overlap Cap Storage= +6.5 cf x 2 x 1 rows = 12.9 cf #5 74.41' 72 cf Custom Stage Data (Prismatic) Listed below (Recalc) #6 75.90' 1,752 cf Custom Stage Data (Prismatic) Listed below (Recalc) 23,378 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 74.41 48 0 0 75.90 48 72 72 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 75.90 5 0 0 77.00 3,180 1,752 1,752 Device Routing Invert Outlet Devices #1 Primary 71.00'30.0" Round UG1-OUTLET A L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Primary 71.00'30.0" Round UG1-OUTLET B Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 60HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC L= 37.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0135 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #3 Primary 71.00'30.0" Round UG1-OUTLET C L= 41.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 71.00' / 70.50' S= 0.0122 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf Primary OutFlow Max=72.36 cfs @ 12.14 hrs HW=73.39' TW=72.18' (Dynamic Tailwater) 1=UG1-OUTLET A (Barrel Controls 24.27 cfs @ 6.43 fps) 2=UG1-OUTLET B (Barrel Controls 24.13 cfs @ 6.39 fps) 3=UG1-OUTLET C (Barrel Controls 23.96 cfs @ 6.35 fps) Summary for Pond PP2: Water Quality Basin Inflow Area = 23.798 ac, 73.91% Impervious, Inflow Depth = 6.75" for 100-yr event Inflow = 148.08 cfs @ 12.13 hrs, Volume= 13.381 af Outflow = 13.53 cfs @ 13.16 hrs, Volume= 12.843 af, Atten= 91%, Lag= 61.8 min Primary = 13.53 cfs @ 13.16 hrs, Volume= 12.843 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 69.40' Surf.Area= 70,371 sf Storage= 364,407 cf Peak Elev= 73.31' @ 13.16 hrs Surf.Area= 102,843 sf Storage= 702,630 cf (338,223 cf above start) Plug-Flow detention time= 1,482.2 min calculated for 4.476 af (33% of inflow) Center-of-Mass det. time= 567.6 min ( 1,355.6 - 788.0 ) Volume Invert Avail.Storage Storage Description #1 61.00' 1,010,167 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 61.00 23,792 0 0 23,792 62.00 27,841 25,790 25,790 27,881 63.00 31,986 29,890 55,680 32,071 64.00 36,230 34,086 89,766 36,365 65.00 40,581 38,385 128,150 40,771 66.00 45,053 42,798 170,948 45,303 67.00 50,959 47,976 218,924 51,260 68.00 59,020 54,940 273,864 59,363 69.00 67,150 63,041 336,905 67,542 70.00 75,343 71,207 408,112 75,789 71.00 83,598 79,435 487,547 84,104 72.00 91,912 87,722 575,269 92,485 73.00 100,282 96,067 671,336 100,926 74.00 108,710 104,468 775,804 109,432 75.00 117,193 112,925 888,729 117,998 76.00 125,734 121,438 1,010,167 126,628 Proposed Conditions Type III 24-hr 100-yr Rainfall=7.90"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 61HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 69.32'30.0" Round Culvert L= 66.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 69.32' / 69.25' S= 0.0011 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf #2 Device 1 69.32'11.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 71.16'33.0" W x 5.0" H Vert. Orifice/Grate C= 0.600 #4 Device 1 72.00'11.0" W x 11.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=13.53 cfs @ 13.16 hrs HW=73.31' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 13.53 cfs of 34.59 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.17 cfs @ 9.46 fps) 3=Orifice/Grate (Orifice Controls 7.68 cfs @ 6.70 fps) 4=Orifice/Grate (Orifice Controls 3.68 cfs @ 4.38 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 June 29, 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 13—Walpole sandy loam, 0 to 3 percent slopes.........................................10 15—Scarboro muck, 0 to 3 percent slopes.................................................11 36B—Windsor loamy sand, 3 to 8 percent slopes......................................13 306—Udorthents-Urban land complex........................................................14 308—Udorthents, smoothed.......................................................................15 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................17 Soil Information for All Uses...............................................................................19 Soil Properties and Qualities..............................................................................19 Soil Qualities and Features.............................................................................19 Hydrologic Soil Group.................................................................................19 References............................................................................................................24 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 6 Custom Soil Resource Report Soil Map 46 3 3 1 0 0 46 3 3 2 0 0 46 3 3 3 0 0 46 3 3 4 0 0 46 3 3 5 0 0 46 3 3 6 0 0 46 3 3 7 0 0 46 3 3 1 0 0 46 3 3 2 0 0 46 3 3 3 0 0 46 3 3 4 0 0 46 3 3 5 0 0 46 3 3 6 0 0 46 3 3 7 0 0 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 700300 41° 49' 49'' N 72 ° 3 6 ' 2 ' ' W 41° 49' 49'' N 72 ° 3 5 ' 1 6 ' ' W 41° 49' 27'' N 72 ° 3 6 ' 2 ' ' W 41° 49' 27'' N 72 ° 3 5 ' 1 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,840 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 20, Jun 9, 2020 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 13 Walpole sandy loam, 0 to 3 percent slopes 20.6 42.8% 15 Scarboro muck, 0 to 3 percent slopes 2.1 4.4% 36B Windsor loamy sand, 3 to 8 percent slopes 1.9 4.0% 306 Udorthents-Urban land complex 3.2 6.6% 308 Udorthents, smoothed 1.5 3.1% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 18.8 39.1% Totals for Area of Interest 48.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 8 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 State of Connecticut 13—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,020 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Walpole and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform:Outwash terraces, outwash plains, depressions, deltas, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe - 0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg - 7 to 21 inches: sandy loam BC - 21 to 25 inches: gravelly sandy loam C - 25 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 4 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 10 Minor Components Sudbury Percent of map unit:10 percent Landform:Deltas, outwash plains, terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Scarboro Percent of map unit:10 percent Landform:Outwash terraces, deltas, outwash plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 15—Scarboro muck, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkt Elevation: 0 to 1,350 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Scarboro and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Scarboro Setting Landform:Outwash deltas, depressions, drainageways, outwash terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Base slope, tread, dip Down-slope shape:Concave Across-slope shape:Concave, linear Parent material:Sandy glaciofluvial deposits derived from schist and/or gneiss and/or granite Typical profile Oa - 0 to 8 inches: muck A - 8 to 14 inches: mucky fine sandy loam Cg1 - 14 to 22 inches: sand Custom Soil Resource Report 11 Cg2 - 22 to 65 inches: gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (1.42 to 14.17 in/hr) Depth to water table:About 0 to 2 inches Frequency of flooding:None Frequency of ponding:Frequent Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Moderate (about 6.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A/D Ecological site: F144AY031MA - Very Wet Outwash Hydric soil rating: Yes Minor Components Timakwa Percent of map unit:10 percent Landform:Swamps Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Base slope, tread, dip Down-slope shape:Linear, concave Across-slope shape:Linear, concave Hydric soil rating: Yes Walpole Percent of map unit:8 percent Landform:Deltas, outwash terraces, depressions, outwash plains, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, talf, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Deerfield Percent of map unit:2 percent Landform:Outwash plains, terraces Landform position (three-dimensional):Tread, dip Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Custom Soil Resource Report 12 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:Outwash terraces, deltas, outwash plains, 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: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 capacity: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 Custom Soil Resource Report 13 Hydric soil rating: No Minor Components Hinckley, loamy sand Percent of map unit:10 percent Landform:Eskers, kames, deltas, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Outwash plains, terraces, deltas 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 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 Custom Soil Resource Report 14 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 capacity: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 Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Hydric soil rating: No 308—Udorthents, smoothed Map Unit Setting National map unit symbol: 9lmj Elevation: 0 to 2,000 feet Custom Soil Resource Report 15 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 capacity: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 Unnamed, undisturbed soils Percent of map unit:7 percent Hydric soil rating: No Udorthents, wet substratum 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 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Outwash terraces, kames, moraines, outwash plains, kame terraces Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Linear, convex Across-slope shape:Concave, convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 17 to 39 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Custom Soil Resource Report 17 Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Moraines, kames, eskers, outwash terraces, outwash plains Landform position (two-dimensional):Shoulder, summit Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Moraines, outwash terraces, outwash plains, kame terraces, kames Landform position (two-dimensional):Shoulder, summit Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces, outwash plains, deltas, valley trains Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 18 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. 19 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 20 21 Custom Soil Resource Report Map—Hydrologic Soil Group 46 3 3 1 0 0 46 3 3 2 0 0 46 3 3 3 0 0 46 3 3 4 0 0 46 3 3 5 0 0 46 3 3 6 0 0 46 3 3 7 0 0 46 3 3 1 0 0 46 3 3 2 0 0 46 3 3 3 0 0 46 3 3 4 0 0 46 3 3 5 0 0 46 3 3 6 0 0 46 3 3 7 0 0 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 699300 699400 699500 699600 699700 699800 699900 700000 700100 700200 700300 41° 49' 49'' N 72 ° 3 6 ' 2 ' ' W 41° 49' 49'' N 72 ° 3 5 ' 1 6 ' ' W 41° 49' 27'' N 72 ° 3 6 ' 2 ' ' W 41° 49' 27'' N 72 ° 3 5 ' 1 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,840 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 20, Jun 9, 2020 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 22 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes B/D 20.6 42.8% 15 Scarboro muck, 0 to 3 percent slopes A/D 2.1 4.4% 36B Windsor loamy sand, 3 to 8 percent slopes A 1.9 4.0% 306 Udorthents-Urban land complex B 3.2 6.6% 308 Udorthents, smoothed C 1.5 3.1% 701A Ninigret fine sandy loam, 0 to 3 percent slopes C 18.8 39.1% Totals for Area of Interest 48.2 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 23 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 24 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 25 APPENDIX D Storm Sewer Analysis Results Storm and Sanitary Analysis 2020 Storm Sewer Analysis Hydraulic Grade Line Analysis Results 25 Talbot Lane DPI No. 1976.u Subbasin Summary Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss) Sub-CB-1 0.40 0.7800 0.68 0.53 0.21 2.11 0 00:06:00 Sub-CB-10 0.46 0.9000 0.68 0.61 0.28 2.81 0 00:06:00 Sub-CB-11 0.20 0.9000 0.68 0.61 0.12 1.23 0 00:06:00 Sub-CB-12 0.51 0.8900 0.68 0.60 0.30 3.05 0 00:06:00 Sub-CB-13 0.54 0.7900 0.68 0.53 0.29 2.87 0 00:06:00 Sub-CB-14 0.26 0.8100 0.68 0.55 0.14 1.40 0 00:06:00 Sub-CB-2 0.50 0.8000 0.68 0.54 0.27 2.70 0 00:06:00 Sub-CB-20 0.25 0.5000 0.68 0.34 0.09 0.86 0 00:06:00 Sub-CB-21 (double type ii)0.30 0.5200 0.73 0.38 0.11 0.97 0 00:07:00 Sub-CB-22 (double type ii)0.34 0.5400 0.73 0.39 0.13 1.13 0 00:07:00 Sub-CB-23 0.57 0.6200 0.77 0.48 0.27 2.05 0 00:08:00 Sub-CB-3 0.26 0.5800 0.77 0.45 0.12 0.87 0 00:08:00 Sub-CB-4 0.16 0.4700 0.73 0.34 0.06 0.48 0 00:07:00 Sub-CB-5 (double type ii)0.46 0.4300 0.77 0.33 0.15 1.14 0 00:08:00 Sub-CB-6 (double type ii)0.44 0.4300 0.77 0.33 0.15 1.09 0 00:08:00 Sub-CB-7 0.37 0.6400 0.77 0.49 0.18 1.37 0 00:08:00 Sub-CB-8 0.29 0.7200 0.73 0.52 0.15 1.28 0 00:07:00 Sub-CB-9 0.57 0.9000 0.68 0.61 0.34 3.44 0 00:06:00 Sub-RA1 0.36 0.9000 0.68 0.61 0.22 2.16 0 00:06:00 Sub-RA2 0.73 0.9000 0.68 0.61 0.44 4.41 0 00:06:00 Sub-RA3 0.74 0.9000 0.68 0.61 0.45 4.53 0 00:06:00 Sub-RA4 0.72 0.9000 0.68 0.61 0.43 4.35 0 00:06:00 Sub-RA5 0.69 0.9000 0.68 0.61 0.42 4.18 0 00:06:00 Sub-RA6 0.48 0.9000 0.68 0.61 0.29 2.89 0 00:06:00 Sub-RA7 0.42 0.9000 0.68 0.61 0.26 2.56 0 00:06:00 Sub-RB1 0.36 0.9000 0.68 0.61 0.22 2.16 0 00:06:00 Sub-RB2 0.73 0.9000 0.68 0.61 0.44 4.41 0 00:06:00 Sub-RB3 0.75 0.9000 0.68 0.61 0.45 4.53 0 00:06:00 Sub-RB4 0.72 0.9000 0.68 0.61 0.43 4.35 0 00:06:00 Sub-RB5 0.69 0.9000 0.68 0.61 0.42 4.18 0 00:06:00 Sub-RB6 0.47 0.9000 0.68 0.61 0.29 2.89 0 00:06:00 Sub-RB7 0.42 0.9000 0.68 0.61 0.26 2.57 0 00:06:00 Sub-YD-1 (12 NYLOPLAST)0.11 0.2500 0.77 0.19 0.02 0.16 0 00:08:00 Sub-YD-2 (24 NYLOPLAST)0.19 0.2500 0.77 0.19 0.04 0.27 0 00:08:00 Sub-YD-3 (12 NYLOPLAST)0.06 0.2500 0.77 0.19 0.01 0.09 0 00:08:00 Sub-YD-4 (12 NYLOPLAST)0.06 0.2500 0.77 0.19 0.01 0.08 0 00:08:00 Sub-YD-6 (24 NYLOPLAST)0.41 0.2500 0.86 0.21 0.09 0.53 0 00:10:00 Sub-YD-7 (24 NYLOPLAST)0.45 0.2500 0.86 0.21 0.10 0.58 0 00:10:00 Page 1 Storm and Sanitary Analysis 2020 Storm Sewer Analysis Hydraulic Grade Line Analysis Results 25 Talbot Lane DPI No. 1976.u Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Peak Flow (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Depth Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) CB-11 CB-10 124.00 73.30 72.68 0.5000 10.000 0.0120 1.08 1.68 2.50 0.74 CB-8 CB-10 146.00 72.90 72.28 0.4200 15.000 0.0120 1.71 4.94 2.15 1.05 UG1-OUTLET C FE-6 41.00 71.00 70.50 1.2200 30.000 0.0120 22.03 49.07 6.93 1.92 RA6 TEE-3 16.00 75.60 71.42 26.1200 12.000 0.0120 2.88 19.73 5.22 0.66 RB4 FE-12 159.00 78.40 74.00 2.7700 12.000 0.0120 4.30 6.71 8.56 0.61 RB6 FE-3 160.00 78.40 74.00 2.7500 12.000 0.0120 2.85 6.69 7.82 0.47 RB3 CLEANOUT 141.00 78.40 76.71 1.2000 12.000 0.0120 4.07 4.13 5.21 0.99 RB5 FE-2 159.00 78.40 74.00 2.7700 12.000 0.0120 4.14 6.71 8.50 0.60 RB2 CB-3 118.00 78.60 77.20 1.1900 12.000 0.0120 3.91 4.20 5.63 0.88 RB1 CB-3 95.00 78.60 77.20 1.4700 12.000 0.0120 2.11 4.69 5.41 0.50 YD-7 (24 NYLOPLAST)CB-14 36.00 72.70 72.51 0.5300 10.000 0.0120 0.62 1.72 2.61 0.82 RA1 DMH-1 22.00 75.60 75.35 1.1400 12.000 0.0120 2.14 4.11 4.46 0.59 RA7 DMH-4 14.00 75.60 75.35 1.7900 12.000 0.0120 2.55 5.16 5.16 0.60 RB7 FE-4 160.00 78.40 74.00 2.7500 12.000 0.0120 2.54 6.69 7.61 0.44 CLEANOUT DMH-6 (15 NYLOPLAST)141.00 76.71 76.01 0.5000 15.000 0.0120 4.01 5.01 4.29 0.93 DMH-6 (15 NYLOPLAST) DMH-8 (15 NYLOPLAST)362.00 76.01 74.22 0.4900 15.000 0.0120 4.00 4.98 4.13 0.94 DMH-8 (15 NYLOPLAST)FE-11 43.00 74.22 74.00 0.5100 15.000 0.0120 3.88 5.08 4.04 0.91 CB-4 CB-3 103.00 74.56 74.04 0.5000 15.000 0.0120 2.01 4.99 2.34 1.13 CB-1 FE-1 63.00 72.41 72.10 0.4900 30.000 0.0120 13.13 31.33 5.24 1.27 YD-6 (24 NYLOPLAST)CB-8 136.00 73.70 73.01 0.5100 8.000 0.0120 0.52 0.93 2.53 0.50 TEE-2 DMH-3 130.00 72.75 72.09 0.5100 24.000 0.0120 13.13 17.46 4.28 1.92 RA4 TEE-2 17.00 75.60 72.75 16.7600 12.000 0.0120 4.32 15.80 9.33 0.77 UG1-OUTLET A FE-10 34.00 71.00 70.50 1.4700 30.000 0.0120 22.19 53.89 6.97 1.92 CB-13 CB-12 122.00 71.89 71.28 0.5000 18.000 0.0120 4.11 5.09 2.34 1.46 CB-5 (double type ii)CB-4 131.00 75.24 74.56 0.5200 10.000 0.0120 1.32 1.71 3.00 0.77 CB-23 CB-2 56.00 73.00 72.70 0.5400 30.000 0.0120 9.64 32.52 3.36 1.43 CB-2 CB-1 56.00 72.70 72.41 0.5200 30.000 0.0120 11.55 31.80 3.96 1.44 CB-3 CB-23 204.00 74.04 73.00 0.5100 18.000 0.0120 7.65 8.13 4.41 1.43 CB-10 CB-9 121.00 72.28 71.68 0.5000 18.000 0.0120 4.69 8.03 2.66 1.48 CB-6 (double type ii)CB-7 124.00 74.00 73.36 0.5200 10.000 0.0120 1.45 1.71 3.04 0.68 CB-7 CB-9 110.00 73.30 72.75 0.5000 15.000 0.0120 2.77 4.95 3.84 0.72 CB-9 CB-12 117.00 71.68 71.10 0.5000 30.000 0.0120 9.74 19.87 3.29 1.60 CB-12 Out-1Pipe - (36)6.00 71.10 71.06 0.6700 30.000 0.0120 16.11 138.15 5.05 1.55 CB-14 CB-13 124.00 72.51 71.89 0.5000 15.000 0.0120 1.68 4.95 1.84 1.11 UG1-OUTLET B FE-7 37.00 71.00 70.50 1.3500 30.000 0.0120 22.02 51.65 6.95 1.94 YD-1 (12 NYLOPLAST) CB-5 (double type ii)123.00 77.06 76.44 0.5000 8.000 0.0120 0.15 0.93 1.93 0.18 YD-3 (12 NYLOPLAST) YD-2 (24 NYLOPLAST)98.00 75.12 74.62 0.5100 8.000 0.0120 0.16 0.94 1.62 0.22 YD-4 (12 NYLOPLAST) YD-3 (12 NYLOPLAST)83.00 75.55 75.12 0.5200 8.000 0.0120 0.08 0.94 1.23 0.16 YD-5 (12 NYLOPLAST)CB-8 48.00 75.55 73.80 3.6500 8.000 0.0120 0.00 2.50 0.00 0.03 YD-2 (24 NYLOPLAST) CB-6 (double type ii)57.00 74.62 74.00 1.0900 8.000 0.0120 0.41 1.37 1.64 0.46 FE-8 OCS-1 (60 INSIDE %%C)65.00 69.38 69.32 0.0900 30.000 0.0120 8.93 19.87 5.40 1.18 OCS-1 (60 INSIDE %%C)FE-9 75.00 69.32 69.25 0.0900 30.000 0.0120 5.97 19.87 3.45 0.96 CB-21 (double type ii) CB-22 (double type ii)242.64 72.70 71.50 0.4900 12.000 0.0120 0.92 2.71 2.07 0.55 CB-22 (double type ii)FE-5 20.00 71.50 71.40 0.5000 15.000 0.0120 1.99 4.95 3.22 0.63 CB-20 DMH-5 56.00 73.50 73.21 0.5200 12.000 0.0120 0.83 2.78 2.86 0.40 DMH-1 TEE-1 117.00 74.83 74.23 0.5100 18.000 0.0120 1.95 8.15 2.03 0.90 TEE-1 DMH-2 146.00 74.23 73.49 0.5100 18.000 0.0120 5.88 8.10 3.71 1.31 DMH-2 TEE-2 147.00 73.49 72.75 0.5000 24.000 0.0120 9.66 17.39 3.72 1.67 DMH-3 TEE-3 131.00 72.09 71.42 0.5100 30.000 0.0120 16.81 31.78 3.82 2.11 TEE-3 DMH-4 51.00 71.42 71.16 0.5100 30.000 0.0120 19.29 31.73 4.22 2.20 DMH-4 DMH-7 79.00 71.16 71.00 0.2000 36.000 0.0120 21.51 32.52 4.42 1.95 RA2 TEE-1 16.00 75.60 74.23 8.5600 12.000 0.0120 4.38 11.29 7.34 0.86 RA3 DMH-2 14.00 75.60 75.35 1.7900 12.000 0.0120 4.53 5.16 6.28 0.86 RA5 DMH-3 15.00 75.60 75.35 1.6700 12.000 0.0120 4.18 4.98 5.87 0.85 Page 2 Storm and Sanitary Analysis 2020 Storm Sewer Analysis Hydraulic Grade Line Analysis Results 25 Talbot Lane DPI No. 1976.u Total Time Surcharged (min) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 3 Storm and Sanitary Analysis 2020 Storm Sewer Analysis Hydraulic Grade Line Analysis Results 25 Talbot Lane DPI No. 1976.u Junction Input Element Invert Ground/Rim ID Elevation (Max) Elevation (ft) (ft) CB-1 72.41 77.00 CB-10 72.28 75.40 CB-11 73.30 75.50 CB-12 71.70 75.90 CB-13 71.89 75.60 CB-14 72.51 75.50 CB-2 72.70 77.00 CB-20 73.50 75.80 CB-21 (double type ii)72.70 75.10 CB-22 (double type ii)71.50 75.10 CB-23 73.00 77.00 CB-3 74.04 79.90 CB-4 74.56 79.71 CB-5 (double type ii)75.24 78.38 CB-6 (double type ii)74.00 77.70 CB-7 73.30 76.00 CB-8 73.01 75.60 CB-9 71.68 75.90 CLEANOUT 76.78 79.16 DMH-1 74.83 77.75 DMH-2 73.49 77.75 DMH-3 72.09 77.75 DMH-4 71.16 77.75 DMH-6 (15 NYLOPLAST)76.06 78.43 DMH-8 (15 NYLOPLAST)74.23 77.00 FE-8 69.38 71.88 OCS-1 (60 INSIDE %%C)69.32 75.90 RA1 75.60 77.70 RA2 75.60 77.70 RA3 75.60 77.70 RA4 75.60 76.76 RA5 75.60 81.10 RA6 75.60 78.10 RA7 75.60 78.10 RB1 75.60 77.75 RB2 75.60 77.70 RB3 77.50 79.60 RB4 78.80 80.90 RB5 78.80 79.90 RB6 78.80 77.96 RB7 78.80 77.96 TEE-1 74.23 76.00 TEE-2 72.75 75.06 TEE-3 71.42 74.34 UG1-OUTLET A 71.00 77.30 UG1-OUTLET B 71.00 77.30 UG1-OUTLET C 71.00 77.30 YD-1 (12 NYLOPLAST)77.06 79.06 YD-2 (24 NYLOPLAST)74.62 77.26 YD-3 (12 NYLOPLAST)75.12 77.26 YD-4 (12 NYLOPLAST)75.55 77.35 YD-5 (12 NYLOPLAST)75.55 77.35 YD-6 (24 NYLOPLAST)73.70 75.50 YD-7 (24 NYLOPLAST)72.70 74.70 Page 4 Storm and Sanitary Analysis 2020 Storm Sewer Analysis Hydraulic Grade Line Analysis Results 25 Talbot Lane DPI No. 1976.u Junction Results Element Peak Peak Max HGL Min Time of ID Inflow Lateral Elevation Freeboard Max HGL Inflow Attained Attained Occurrence (cfs) (cfs) (ft) (ft) (days hh:mm) CB-1 13.12 2.11 73.83 3.17 0 00:07 CB-10 4.75 2.80 73.75 1.65 0 00:07 CB-11 1.23 1.23 73.94 1.56 0 00:07 CB-12 16.11 3.04 73.15 2.75 0 00:07 CB-13 4.18 2.87 73.37 2.23 0 00:06 CB-14 1.65 1.40 73.47 2.03 0 00:06 CB-2 11.54 2.70 74.18 2.82 0 00:07 CB-20 0.86 0.86 73.92 1.88 0 00:06 CB-21 (double type ii)0.97 0.97 73.10 2.00 0 00:07 CB-22 (double type ii)2.02 1.12 72.20 2.90 0 00:07 CB-23 9.60 2.05 74.39 2.61 0 00:07 CB-3 7.82 0.87 75.50 4.40 0 00:07 CB-4 1.67 0.48 75.58 4.13 0 00:07 CB-5 (double type ii)1.28 1.14 75.95 2.43 0 00:08 CB-6 (double type ii)1.50 1.09 74.66 3.04 0 00:08 CB-7 2.77 1.37 74.06 1.94 0 00:08 CB-8 1.63 1.28 73.86 1.74 0 00:07 CB-9 9.70 3.44 73.45 2.45 0 00:07 CLEANOUT 4.07 0.00 77.76 1.39 0 00:06 DMH-1 2.14 0.00 75.47 2.28 0 00:06 DMH-2 10.21 0.00 74.95 2.80 0 00:07 DMH-3 16.87 0.00 74.04 3.71 0 00:07 DMH-4 21.46 0.00 73.30 4.45 0 00:06 DMH-6 (15 NYLOPLAST)4.01 0.00 76.94 1.49 0 00:07 DMH-8 (15 NYLOPLAST)4.00 0.00 75.26 1.74 0 00:08 FE-8 5.97 5.97 70.72 1.17 0 00:00 OCS-1 (60 INSIDE %%C)8.93 0.00 70.44 5.46 0 00:01 RA1 2.16 2.16 76.27 1.44 0 00:06 RA2 4.41 4.41 76.32 1.39 0 00:06 RA3 4.52 4.52 76.88 0.82 0 00:06 RA4 4.34 4.34 76.13 0.63 0 00:06 RA5 4.18 4.18 76.76 4.34 0 00:06 RA6 2.89 2.89 75.93 2.18 0 00:06 RA7 2.56 2.56 76.31 1.80 0 00:06 RB1 2.16 2.16 79.13 0.47 0 00:06 RB2 4.41 4.41 79.60 0.00 0 00:06 RB3 4.52 4.52 79.60 0.00 0 00:05 RB4 4.34 4.34 79.44 1.46 0 00:06 RB5 4.18 4.18 79.43 0.48 0 00:06 RB6 2.88 2.88 79.29 0.51 0 00:06 RB7 2.57 2.57 79.26 0.54 0 00:06 TEE-1 6.22 0.00 75.40 0.60 0 00:06 TEE-2 13.79 0.00 74.63 0.43 0 00:07 TEE-3 19.26 0.00 73.69 0.66 0 00:07 UG1-OUTLET A 18.32 14.38 73.42 3.88 0 00:00 UG1-OUTLET B 18.09 14.28 73.42 3.88 0 00:00 UG1-OUTLET C 17.86 14.16 73.42 3.88 0 00:00 YD-1 (12 NYLOPLAST)0.16 0.16 77.24 1.82 0 00:08 YD-2 (24 NYLOPLAST)0.42 0.27 74.87 2.39 0 00:08 YD-3 (12 NYLOPLAST)0.17 0.09 75.31 1.95 0 00:08 YD-4 (12 NYLOPLAST)0.08 0.08 75.68 1.67 0 00:08 YD-5 (12 NYLOPLAST)0.00 0.00 75.55 1.80 0 00:00 YD-6 (24 NYLOPLAST)0.53 0.53 74.05 1.45 0 00:10 YD-7 (24 NYLOPLAST)0.58 0.58 73.50 1.20 0 00:06 Page 5 APPENDIX E Water Quality Calculations 25 Talbot Lane – DPI Project No.:1976.U October 15, 2021 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: On Site to Forebay (P3) P4 & P5 Impervious 4.707 Pervious 4.169 Total Area 8.876 % Impervious 53.03% Water Quality Volume (WQV) = (3.10”)1(R)(A)/12, where: R = unitless volumetric runoff coefficient = 0.05 + 0.009(I), where: I = percent impervious cover of drainage area = 53.03% R = 0.05 + 0.009(I) R = 0.05 + 0.009(53.03) R = 0.527 A = drainage area in acres = 8.876 acres WQV = (3.10”)(R)(A acres)/12 inches per foot WQV = (3.10”)(0.527)(8.876 acres)/12 inches per foot WQV = 1.21 acre-feet required = 52,707.6 cft Proposed BMP The proposed water quality basin and forebay are proposed to provide 7,047 cft (below basin outlet FE-8 @ Elev. 69.4) and 357,360 cft+ (below spillway at Elev. 69.40) of water quality storage, respectively. The forebay will provide storage for more than 10% of the determined water quality volume draining to the basin. The forebay in combination with the proposed wet pool of the water quality basin will provide a total water quality storage volume of 364,407 cft; more than 100% of the water quality volume. Water quality basin and forebay stage storage reports are included as a part of this appendix. 1 NOAA’s Atlas 14 Point Precipitation Frequency Estimates, predicts a 2-year, 24-hr storm onsite will generate 3.10” of rain. WQV was calculated based on the 2-year, 24 Hour storm condition instead of 1” as recommended by the 2004 Water Quality Manual per comments from the Town Engineer. P4 P4 P5 P5 Routing Diagram for 1976.U Hydrocad Prepared by Design Professionals, Inc. , Printed 10/15/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions 1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.315 2.553 1.301 0.000 0.000 4.169 >75% Grass cover, Good P4, P5 0.000 0.000 0.000 0.000 4.707 4.707 IMPERVIOUS P4, P5 0.315 2.553 1.301 0.000 4.707 8.876 TOTAL AREA Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond PP2: Water Quality Basin Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 61.00 23,792 0 61.15 24,379 3,613 61.30 24,973 7,314 61.45 25,575 11,105 61.60 26,183 14,987 61.75 26,799 18,960 61.90 27,422 23,027 62.05 28,041 27,187 62.20 28,647 31,439 62.35 29,259 35,781 62.50 29,878 40,217 62.65 30,503 44,745 62.80 31,134 49,368 62.95 31,772 54,086 63.10 32,399 58,899 63.25 33,022 63,805 63.40 33,652 68,806 63.55 34,287 73,901 63.70 34,929 79,092 63.85 35,577 84,380 64.00 36,230 89,766 64.15 36,867 95,248 64.30 37,509 100,826 64.45 38,157 106,501 64.60 38,811 112,273 64.75 39,470 118,144 64.90 40,135 124,115 65.05 40,799 130,185 65.20 41,457 136,354 65.35 42,120 142,622 65.50 42,788 148,990 65.65 43,461 155,459 65.80 44,140 162,029 65.95 44,824 168,701 66.10 45,627 175,482 66.25 46,495 182,391 66.40 47,372 189,431 66.55 48,256 196,603 66.70 49,149 203,908 66.85 50,050 211,348 67.00 50,959 218,924 67.15 52,130 226,655 67.30 53,315 234,563 67.45 54,513 242,650 67.60 55,725 250,918 67.75 56,949 259,368 67.90 58,187 268,004 68.05 59,414 276,825 68.20 60,604 285,826 68.35 61,806 295,007 68.50 63,019 304,368 68.65 64,245 313,913 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 68.80 65,482 323,642 68.95 66,731 333,558 69.10 67,948 343,660 69.25 69,154 353,943 69.40 70,371 364,407 69.55 71,598 375,054 69.70 72,836 385,887 69.85 74,084 396,905 70.00 75,343 408,112 70.15 76,554 419,505 70.30 77,774 431,079 70.45 79,005 442,837 70.60 80,245 454,781 70.75 81,494 466,911 70.90 82,753 479,230 71.05 84,004 491,737 71.20 85,229 504,430 71.35 86,463 517,306 71.50 87,706 530,369 71.65 88,957 543,619 71.80 90,218 557,057 71.95 91,487 570,684 72.10 92,733 584,501 72.25 93,970 598,504 72.40 95,216 612,693 72.55 96,470 627,069 72.70 97,733 641,635 72.85 99,003 656,390 73.00 100,282 671,336 73.15 101,525 686,471 73.30 102,775 701,794 73.45 104,033 717,304 73.60 105,298 733,004 73.75 106,571 748,894 73.90 107,852 764,976 74.05 109,127 781,249 74.20 110,381 797,712 74.35 111,643 814,364 74.50 112,912 831,206 74.65 114,188 848,238 74.80 115,471 865,462 74.95 116,761 882,880 75.10 118,034 900,490 75.25 119,300 918,290 75.40 120,573 936,280 75.55 121,853 954,462 75.70 123,140 972,837 75.85 124,434 991,404 76.00 125,734 1,010,167 25 Talbot Lane – DPI Project No.:1976.U August 25, 2021 1 Water Quality Flow Calculations Per 2004 Connecticut Stormwater Quality Manual Per Appendix B page B-3: Water Quality Flow (WQF) = (qu)(A)(Q), where: qu = unit peak discharge (cfs/mi2/inch) per Exhibit 4-III A = drainage area (mi2) Q = runoff depth (in watershed inches) = [Water Quality Volume (WQV) (in acre-feet)] x [12 inches/foot] / drainage area (acres) ISOLATION ROW-4 (CB9 – CB18) To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins = 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN = 88 Ia = 0.273 inches Design Precipitation (P) = 3.10” (2-yr, 24-Hr) for water quality storms per NOAA Atlas 141 Ia/P = 0.273 Unit Peak Discharge qu = 625 cfs/mi2/inch Drainage Area A = 242,629.2 sf = 5.57 acres = 0.0087 mi2 Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (3.10”) (R)(A)/12, where: R = volumetric runoff coefficient = 0.05 + 0.009(I), where I = percent impervious cover = 68.04% R = 0.05 + 0.009(I) R = 0.05 + 0.009(68.04) R = 0.662 A = drainage area in acres = 5.57 acres WQV = (3.15”)(R)(A)/12 WQV = (1”)(0.662)(5.57 acres) / 12 in/ft WQV = 0.968 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.968 acre-feet x 12 in/ft) / 5.57 acres Q = 2.085 in WQF = qu x A x Q WQF = 625 cfs/mi2/inch x 0.0087 mi2 x 2.085 in WQF = 11.337 cfs required Proposed The proposed 112 chamber R-360HD Cultec Isolator row (@ 0.102 cfs treated flow rate per chamber) is rated for 80% TSS removal for the required 11.337 cfs water quality flow. The current design plan will provide 11.424 cfs of WQF. See isolator row sizing chart included in the appendix. 1 NOAA’s Atlas 14 Point Precipitation Frequency Estimates, predicts a 2-year, 24-hr storm onsite will generate 3.10” of rain. WQV was calculated based on the 2-year, 24 Hour storm condition instead of 1” as recommended by the 2004 Water Quality Manual per comments from the Town Engineer. 25 Talbot Lane – DPI Project No.:1976.U August 25, 2021 2 Water Quality Flow Calculations Per 2004 Connecticut Stormwater Quality Manual Per Appendix B page B-3: Water Quality Flow (WQF) = (qu)(A)(Q), where: qu = unit peak discharge (cfs/mi2/inch) per Exhibit 4-III A = drainage area (mi2) Q = runoff depth (in watershed inches) = [Water Quality Volume (WQV) (in acre-feet)] x [12 inches/foot] / drainage area (acres) ISOLATION ROW-3 (CB20) To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins = 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN = 88 Ia = 0.273 inches Design Precipitation (P) = 3.10” (2-yr, 24-Hr) for water quality storms per NOAA Atlas 142 Ia/P = 0.273 Unit Peak Discharge qu = 625 cfs/mi2/inch Drainage Area A = 25,264.8 sf = 0.58 acres = 0.00084 mi2 Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (3.10”)(R)(A)/12, where: R = volumetric runoff coefficient = 0.05 + 0.009(I), where I = percent impervious cover = 60.34% R = 0.05 + 0.009(I) R = 0.05 + 0.009(60.34) R = 0.593 A = drainage area in acres = 0.58 acres WQV = (3.10”)(R)(A)/12 WQV = (3.10”)(0.593)(0.58 acres) / 12 in/ft WQV = 0.089 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.089 acre-feet x 12 in/ft) / 0.58 acres Q = 1.841 in WQF = qu x A x Q WQF = 625 cfs/mi2/inch x 0.00084 mi2 x 1.841 in WQF = 0.966 cfs required Proposed The proposed 10 chamber R-360HD Cultec Isolator row (@ 0.102 cfs treated flow rate per chamber) is rated for 80% TSS removal for the required 0.97 cfs water quality flow. The current design plan will provide 1.02 cfs of WQF. See isolator row sizing chart included in the appendix. 2 NOAA’s Atlas 14 Point Precipitation Frequency Estimates, predicts a 2-year, 24-hr storm onsite will generate 3.10” of rain. WQV was calculated based on the 2-year, 24 Hour storm condition instead of 1” as recommended by the 2004 Water Quality Manual per comments from the Town Engineer. 25 Talbot Lane – DPI Project No.:1976.U August 25, 2021 3 Water Quality Flow Calculations Per 2004 Connecticut Stormwater Quality Manual Per Appendix B page B-3: Water Quality Flow (WQF) = (qu)(A)(Q), where: qu = unit peak discharge (cfs/mi2/inch) per Exhibit 4-III A = drainage area (mi2) Q = runoff depth (in watershed inches) = [Water Quality Volume (WQV) (in acre-feet)] x [12 inches/foot] / drainage area (acres) ISOLATION ROW-2 (CB21) To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins = 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN = 92 Ia = 0.174 inches Design Precipitation (P) = 3.10” (2-yr, 24-Hr) for water quality storms per NOAA Atlas 143 Ia/P = 0.174 Unit Peak Discharge qu = 630 cfs/mi2/inch Drainage Area A = 18,295.2 sf = 0.42 acres = 0.00066 mi2 Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (3.10”)(R)(A)/12, where: R = volumetric runoff coefficient = 0.05 + 0.009(I), where I = percent impervious cover = 76.19% R = 0.05 + 0.009(I) R = 0.05 + 0.009(76.19) R = 0.736 A = drainage area in acres = 0.42 acres WQV = (3.10”)(R)(A)/12 WQV = (3.10”)(0.736)(0.42 acres) / 12 in/ft WQV = 0.080 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.080 acre-feet x 12 in/ft) / 0.42 acres Q = 2.286 in WQF = qu x A x Q WQF = 630 cfs/mi2/inch x 0.00066 mi2 x 2.286 in WQF = 0.951 cfs required Proposed The proposed 10 chamber R-360HD Cultec Isolator row (@ 0.102 cfs treated flow rate per chamber) is rated for 80% TSS removal for the required 0.951 cfs water quality flow. The current design plan will provide 1.02 cfs of WQF. See isolator row sizing chart included in the appendix. 3 NOAA’s Atlas 14 Point Precipitation Frequency Estimates, predicts a 2-year, 24-hr storm onsite will generate 3.10” of rain. WQV was calculated based on the 2-year, 24 Hour storm condition instead of 1” as recommended by the 2004 Water Quality Manual per comments from the Town Engineer. 25 Talbot Lane – DPI Project No.:1976.U August 25, 2021 4 Water Quality Flow Calculations Per 2004 Connecticut Stormwater Quality Manual Per Appendix B page B-3: Water Quality Flow (WQF) = (qu)(A)(Q), where: qu = unit peak discharge (cfs/mi2/inch) per Exhibit 4-III A = drainage area (mi2) Q = runoff depth (in watershed inches) = [Water Quality Volume (WQV) (in acre-feet)] x [12 inches/foot] / drainage area (acres) ISOLATION ROW-1 (CB22) To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins = 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN = 91 Ia = 0.198 inches Design Precipitation (P) = 3.10” (2-yr, 24-Hr) for water quality storms per NOAA Atlas 144 Ia/P = 0.198 Unit Peak Discharge qu = 630 cfs/mi2/inch Drainage Area A = 19,602 sf = 0.45 acres = 0.0007 mi2 Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (3.10”)(R)(A)/12, where: R = volumetric runoff coefficient = 0.05 + 0.009(I), where I = percent impervious cover = 77.78% R = 0.05 + 0.009(I) R = 0.05 + 0.009(77.78) R = 0.750 A = drainage area in acres = 0.45 acres WQV = (3.10”)(R)(A)/12 WQV = (3.10”)(0.750)(0.45 acres) / 12 in/ft WQV = 0.087 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.087 acre-feet x 12 in/ft) / 0.45 acres Q = 2.32 in WQF = qu x A x Q WQF = 630 cfs/mi2/inch x 0.0007 mi2 x 2.32 in WQF = 1.023 cfs required Proposed The proposed 11 chamber R-360HD Cultec Isolator row (@ 0.102 cfs treated flow rate per chamber) is rated for 80% TSS removal for the required 1.023 cfs water quality flow. The current design plan will provide 1.12 cfs of WQF. See isolator row sizing chart included in the appendix. 4 NOAA’s Atlas 14 Point Precipitation Frequency Estimates, predicts a 2-year, 24-hr storm onsite will generate 3.10” of rain. WQV was calculated based on the 2-year, 24 Hour storm condition instead of 1” as recommended by the 2004 Water Quality Manual per comments from the Town Engineer. Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 1HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: ISO-7 (CB 6-14 & YD 2-7) Runoff = 9.21 cfs @ 12.12 hrs, Volume= 0.701 af, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description 0.431 39 >75% Grass cover, Good, HSG A * 1.243 71 >75% Grass cover, Good, HSG B/D 0.288 74 >75% Grass cover, Good, HSG C * 2.945 98 IMPERVIOUS 4.907 85 Weighted Average 1.962 39.98% Pervious Area 2.945 60.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment 8S: ISO-6 (CB-15) Runoff = 1.08 cfs @ 12.08 hrs, Volume= 0.081 af, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description 0.048 74 >75% Grass cover, Good, HSG C * 0.326 98 IMPERVIOUS 0.374 95 Weighted Average 0.048 12.83% Pervious Area 0.326 87.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: ISO-5 (CB-16) Runoff = 1.15 cfs @ 12.08 hrs, Volume= 0.088 af, Depth= 2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description 0.025 74 >75% Grass cover, Good, HSG C * 0.364 98 IMPERVIOUS 0.389 96 Weighted Average 0.025 6.43% Pervious Area 0.364 93.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 10S: ISO-4 (CB-17) Runoff = 1.56 cfs @ 12.08 hrs, Volume= 0.124 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.510 98 IMPERVIOUS 0.510 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 11S: ISO-3 (CB-18) Runoff = 1.53 cfs @ 12.08 hrs, Volume= 0.121 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.499 98 IMPERVIOUS 0.499 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 13S: ISO-2 (CB-19) Runoff = 1.57 cfs @ 12.08 hrs, Volume= 0.125 af, Depth= 2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Proposed Conditions Type III 24-hr 2-yr Rainfall=3.15"1976.U Hydrocad Printed 10/15/2021Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.514 98 IMPERVIOUS 0.514 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 15S: ISO-1 (CB-20) Runoff = 0.69 cfs @ 12.09 hrs, Volume= 0.051 af, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.15" Area (ac) CN Description * 0.014 60 >75% Grass cover, Good, HSG A/D 0.026 74 >75% Grass cover, Good, HSG C * 0.214 98 IMPERVIOUS 0.254 93 Weighted Average 0.040 15.75% Pervious Area 0.214 84.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, CULTEC Separator Row Sizing Tables (Imperial) Maine DEP / ADS Equivalent Sizing (OK 110 Particle Distribution) ETV (ETV / NJDEP Particle Distribution) 80% TSS Flow Rate (Maine DEP) Chamber Width Installed Chamber Length Bottom Area Treatment Rate / Chamber CONTACTOR 100HD 2.5 gpm/sf 3.00’ 7.5’ 22.50 s.f. 0.125 cfs RECHARGER 150XLHD 2.5 gpm/sf 2.75’ 10.25’ 28.18 s.f. 0.157 cfs RECHARGER 180HD 2.5 gpm/sf 3.00’ 6.33’ 18.99 s.f. 0.106 cfs RECHARGER 280HD 2.5 gpm/sf 3.91’ 7.00’ 27.37 s.f. 0.152 cfs RECHARGER 330XLHD 2.5 gpm/sf 4.33’ 7.00’ 31.31 s.f. 0.174 cfs RECHARGER 360HD 2.5 gpm/sf 5.00’ 3.67’ 18.35 s.f. 0.102 cfs RECHARGER 902HD 2.5 gpm/sf 6.50’ 3.67’ 23.86 s.f. 0.133 cfs 80% TSS Flow Rate (ETV) Chamber Width Installed Chamber Length Bottom Area Treatment Rate / Chamber CONTACTOR 100HD 1.0 gpm/sf 3.00’ 7.5’ 22.50 s.f. 0.050 cfs RECHARGER 150XLHD 1.0 gpm/sf 2.75’ 10.25’ 28.18 s.f. 0.063 cfs RECHARGER 180HD 1.0 gpm/sf 3.00’ 6.33’ 18.99 s.f. 0.042 cfs RECHARGER 280HD 1.0 gpm/sf 3.91’ 7.00’ 27.37 s.f. 0.061 cfs RECHARGER 330XLHD 1.0 gpm/sf 4.33’ 7.00’ 31.31 s.f. 0.070 cfs RECHARGER 360HD 1.0 gpm/sf 5.00’ 3.67’ 18.35 s.f. 0.041 cfs RECHARGER 902HD 1.0 gpm/sf 6.50’ 3.67’ 23.86 s.f. 0.053 cfs APPENDIX F Drainage Area Maps © ··· es i g n ro f e s s i o n a l s © ··· es i g n ro f e s s i o n a l s REPORT DATE: August 24, 2021 PAGE 1 OF 3 ON-SITE SOIL INVESTIGATION REPORT PROJECT NAME & SITE LOCATION: JMM Job No.: 21-2857-SWN-3 Project Site Field Investigation Date(s): 8/24/2021 25 Talbot Lane Field Investigation Method(s): South Windsor, Connecticut Spade and Auger Backhoe Test Pits Other: REPORT PREPARED FOR: Field Conditions: Mr. Ben Wheeler, PLA Weather: Sunny, 70’s Design Professional, Inc. Soil Moisture: Moist 21 Jeffrey Drive Snow Depth: N/A South Windsor, CT 06074 Frost Depth: N/A Purpose of Investigation: Wetland Delineation/Flagging in Field Wetland Mapping on Sketch Plan or Topographic Plan High Intensity Soil Mapping by Soil Scientist Medium Intensity Soil Mapping from NRCS Soil Survey Maps Other: Base Map Source: USDA-NRCS Web Soil Survey (attached) Wetland Boundary Marker Series: 1 to 20, 21 to 37 (closed loop), 54 to 66, and 67 to 86 General Site Description/Comments: The site is located south of Governors Highway and east of Talbot Lane, in South Windsor, CT. This +/- 30.37-acre site is currently an undeveloped wooded parcel with an abandoned paved road within the north/northwestern part of the site, open weedy/shrubby areas, and forested upland and wetland areas, which include 2 man-made ditched watercourses (see Figure 1, attached). It is worth noting that the weedy/shrubby areas were active agricultural fields until the 1990s. The soils were observed to be both undisturbed and disturbed. The disturbed soils were observed scattered throughout, which includes the ditched watercourses and wetland areas. The undisturbed soils are derived from glacial outwash (i.e., stratified sand and gravel) deposits. The undisturbed upland soils are comprised of the moderately well drained Ninigret (701) soil series. Any disturbed upland and wetland soils are mapped as the Udorthents (308) and Aquents (308w) mapping units. The undisturbed wetland soils were identified as the poorly drained Walpole (13) soil series. The regulated areas associated with the site consist of 2 wooded swamps located along the northeastern and southwestern portions of the site (flags 54-66 & 67-86) and 2 isolated man-made agricultural ditches located in the eastern portion of the overall site (flags1-20 & 21-37). Typical vegetation observed within the regulated areas included such species as red maple, sugar maple, white ash, spicebush, sweet pepperbush, firebush (invasive), cinnamon fern, sensitive fern, sedges, Asiatic bittersweet (invasive), green brier, and poison ivy, to name a few. 23 Horseshoe Ridge Road Newtown, CT 06482 Phone: 203-364-0345 JMM WETLAND CONSULTING SERVICES, LLC PAGE 2 OF 3 DATE: 8/25/2021 ON-SITE SOIL INVESTIGATION REPORT (CONTINUED) PROJECT NAME & SITE LOCATION: Project Site 25 Talbot Lane, South Windsor, CT SOIL MAP UNITS Wetland Soils Walpole sandy loam (13). This series consists of deep, poorly drained soils formed in sandy water deposited glacial outwash materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in shallow drainage ways and low-lying positions on stream terraces and outwash plains. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark brown sandy loam surface layer 6 inches thick. The subsoil from 6 to 23 inches is mottled, grayish brown sandy loam. The substratum from 23 to 60 inches is mottled, light brownish gray, gravelly loamy sand and gravelly sand. Aquents (308w). This soil map unit consists of poorly drained and very poorly drained disturbed land areas. They are most often found on landscapes, which have been subject to prior filling and/or excavation activities. In general, this soil map unit occurs where two or more feet of the original soil surface has been filled over, graded or excavated. The Aquents are characterized by a seasonal to prolonged high ground water table and either support or are capable of supporting wetland vegetation. Aquents are recently formed soils, which have an aquic moisture regime. An aquic moisture regime is associated with a reducing soil environment that is virtually free of dissolved oxygen because the soil is saturated by groundwater or by water of the capillary fringe. The key feature is the presence of a ground water table at or very near to the soil surface for a period of fourteen days or longer during the growing season. Upland Soils Ninigret fine sandy loam (701). This series consists of very deep moderately well drained soils formed in a coarse-loamy mantle underlain by sandy water deposited glacial outwash materials. They are nearly level to gently sloping soils on glaciofluvial landforms, typically in slight depressions and broad drainage ways. The soils formed in loamy over stratified sandy and gravelly outwash derived from a variety of acid rocks. Typically, these soils have a very dark grayish brown fine sandy loam surface layer 8 inches thick. The subsoil from 8 to 26 inches is yellowish brown fine sandy loam with mottles below 16 inches. The substratum from 26 to 60 inches is mottled, pale brown, loose, stratified loamy sand. Udorthents (308). This soil mapping unit consists of well drained to moderately well drained soils that have been altered by cutting, filling, or grading. The areas either have had two feet or more of the upper part of the original soil removed or have more than two feet of fill material on top of the original soil. Udorthents or Made Land soils can be found on any soil parent material but are typically fluvial on glacial till plains and outwash plains and stream terraces. PAGE 3 OF 3 DATE: 8/25/2021 ON-SITE SOIL INVESTIGATION REPORT (CONTINUED) PROJECT NAME & SITE LOCATION: Project Site 25 Talbot Lane, South Windsor, CT SOIL MAP UNITS See previous page Any accompanying soil logs and soil maps, and the on-site soil investigation narrative are in accordance with the taxonomic classification of the National Cooperative Soil Survey of the USDA Natural Resource Conservation Service, and with the Connecticut Soil Legend (DEP Bulletin No.5, 1983). Jurisdictional wetland boundaries were delineated pursuant to the Connecticut General Statutes (CGS Sections 22a-36 to 22a-45), as amended. The site investigation was conducted and/or reviewed by the undersigned Registered Soil Scientist(s) [registered with the Society of Soil Scientists of Southern New England (SSSSNE) in accordance with the standards of the Federal Office of Personnel Management]. All wetland boundary lines established by the undersigned Soil Scientist are subject to change until officially adopted by, local, state, and federal regulatory agencies. Respectfully submitted, JMM WETLAND CONSULTING SERVICES, LLC James M. McManus, MS, CPSS Certified Professional Soil Scientist Field Investigator/Reviewer Town of South Windsor Geographic Information System (GIS) Date Printed: 6/10/2021 Approximate Scale: 1 inch = 400 feetMAP DISCLAIMER - NOTICE OF LIABILITY This map is for assessment purposes only. It is not for legal description or conveyances. All information is subject to verification by any user. The Town of South Windsor and its mapping contractors assume no legal responsibility for the information contained herein. Print Map https://southwindsor.mapxpress.net/ags_map/printmap.asp?extentYmin... 1 of 1 6/10/2021, 10:31 PM Ecological Summary Report UW Vintage Lane 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut Submitted to: Bob Urso Murray Real Estate 400 Hebron Avenue Glastonbury, CT 06033 Bradford Wainman H-M Realty, LLC PO Box 504 South Glastonbury, CT 06073 Submitted by: GEI Consultants, Inc. 455 Winding Brook Drive Glastonbury, CT 06033 860-368-5300 August 25, 2021 2101698 Emily Perko Project Ecologist Matthew Glunt, P.E. Senior Consultant Consulting Engineers and Scientists Ecological Summary Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. i Table of Contents 1. Introduction 1 2. Current Site Description 2 2.1 General Description 2 2.2 Wildlife Habitat 3 3. Site Development 4 3.1 Planting Plan 4 3.2 Wetland Creation 4 3.3 Storm Water Quality Basin 5 4. Conclusion 6 MG/EP/ah H:\WPROC\Project\Urso\475 Governors Highway\Eco Summary report\Ecological Summary Report 8-25-2021.docx Ecological Summary Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 1 1.Introduction The proposed development at 475 & R006B Governors Highway, 5 & 25 Talbot Lane, South Windsor, Connecticut, referred to as the Site, comprises (+/-) 30.37 acres of land. The Site is currently undeveloped, vacant land and bound by Governors Highway to the north, Temple Beth Hillel and residential properties to the east, a residential subdivision to the south, Carla’s Pasta and Barker Steel to the west. Historically, sizeable portions of the subject property were utilized for agriculture. Tilled fields were formerly located in the eastern and northern portions of the Site. Two, deep drainage ditches were excavated between the eastern fields. At one time these ditches extended easterly to Beldon Road. All of the agricultural fields were abandoned well over 20 years ago. At this time the former fields have grown into a dense mixture of old field vegetation, shrubs, briar, vines, and young trees. A new 359,640 square foot industrial building is proposed with paved parking areas, driveways, and utilities. As a result of this development, two man-made watercourses will be impacted and on-site mitigation is proposed through the creation of 0.32-acres of wetlands. Ecological Summary Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 2 2.Current Site Description 2.1 General Description The Site was found to consist of an oak-maple-beech forest with a canopy dominated by red oak (Quercus rubra), pin oak (Quercus palustris), and beech (Fagus grandifolia), interspersed with red maple (Acer rubrum) and sugar maple (Acer saccharum). Oaks were found to dominate the upland canopy. The understory of upland areas included sweet pepperbush (Clethra alnifolia), witch hazel (Hamamelis virginiana), Eastern white pine (Pinus strobus) and common greenbriar (Smilax rotundifolia). Ostrich fern (Matteuccia struthiopteris) dominated the herbaceous cover in the eastern section of the Site. Sections of the Site, primarily in the northwestern corner and along the eastern property boundary, can be characterized as shrub dominated or herbaceous successional agricultural field habitat. Disturbance resulting from historic agricultural use has resulted in a variety of plant species. Alternating patches of dense herbaceous cover occupied this ecological community including common species such as: interrupted fern (Osmunda claytonian); common milkweed (Asclepias syriaca), goldenrod (Solidago sp.), and Canada thistle (Cirsium arvens), poison ivy (Rhus radicans), and sweet fern (Comptonia peregrina). Shrub dominated areas including multiflora rose (Rosa multiflora) with clusters of paper birch (Betula papyrifera), tree-of-heaven (Ailanthus altissima), staghorn sumac (Rhus typhina), maple (Acer spp.), and autumn olive (Elaeagnus umbellata). Several invasive plants commonly associated with disturbed habitat are also located in this area. An isolated palustrine, broad-leaved forested wetland is present in the northeastern corner of the Site along the previous agricultural field edge. This wetland has been disturbed as evident by the fill piles and landscape debris. It is dominated by red maple, sugar maple, white ash, spicebush, firebush (invasive), cinnamon fern, sensitive fern, oak seedlings, Asiatic bittersweet (invasive), and poison ivy. The dominant hydrologic regimes within this wooded swamp are seasonally saturated and seasonally flooded and the wetland’s hydro- geomorphic classification (HGM) is groundwater and surface water slope. A second palustrine, broad-leaved forested wetland was identified in the southwestern portion of the Site. This wetland includes a man-made excavated ditched watercourse that follows the southwestern property line. Dominant vegetation observed were red maple, sugar maple, sweet pepperbush, green brier, royal fern, woodferns, and areas of sedges. The dominant hydrologic regimes within this wooded swamp are seasonally saturated and seasonally flooded and the wetland’s hydro-geomorphic classification (HGM) is groundwater and surface water slope. Ecological Summary Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 3 Two linear excavated watercourses approximately 3-to 4-feet deep and 400-500 feet long were delineated in an east-west direction at the central and eastern side of the Site. The watercourses reportedly supported former agriculture uses at the Site. At the time of the Site visits, standing water was present in some areas of the unvegetated ditches, and some areas were observed to be dry. There was no flowing water observed in the watercourses nor was hydrophytic vegetation present. 2.2 Wildlife Habitat The two delineated watercourses on the east side of the parcel, and wooded wetland in the northeastern part of the Site were evaluated to determine suitable turtle habitat. Both watercourses were found to be forested with standing water in some areas. The watercourses had areas of exposed sandy substrate with occasional scattered cobbles. Water depth in the at the time of the Site visit was approximately 0 to 4 inches. No aquatic vegetation was present in either of the man-made watercourses. The narrow strip of wetland in the northeastern part of the Site is dominated by a canopy of maples and an understory of ostrich fern. No standing water was observed in this area. No suitable habitat characteristics beyond being a narrow strip of wooded wetland was identified that that would support turtle habitat requirements in this area. Additionally, the delineated watercourses do not provide the necessary conditions to support fish and shellfish habitat due to the lack of surface water flow. The on-site wetlands may provide habitat for populations of resident and migrating species typically associated with wetlands, edge, and early successional habitats. Given the lack of surface water function and vegetation within the delineated watercourses, there is minimal possibility to support wildlife habitat. Stagnant water, freshwater swamps and woodland pools are ideal habitats for mosquitos to breed. Many mosquito species in Connecticut will deposit eggs in the fall which will not hatch until the following spring. The delineated wetlands and watercourses are a potential habitats for mosquito breeding. Ecological Summary Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 4 3.Site Development Land clearing will occur across the Site as the result of construction of this development. An effort has been made to limit the disturbance of woody vegetation to the extent possible, by maintaining a sufficient wooded and/or planted buffer to both of the Site’s wetland resources. The north, east, and southern portions of the Site will be developed with a vegetated berm to provide screening, enhance wetland buffers, and upland habitat food sources for wildlife. 3.1 Planting Plan The proposed planting plan will bring a variety of shrubs, deciduous and evergreen trees to the Site. Deciduous trees include autumn blaze maple (Acer freemanii), autumn brilliance serviceberry (Amelanchier grandiflora), heritage rive birch (Betula nigra), milky way dogwood (Cornus kosa), sweetgum (Liquidambar straciflua), sugar tyme crabapple (Malus), pointe flowering plum (Prunus cerasifera), swamp white oak (Quercus bicolor), silk tree lilac (Syringa reticulata), greenspire littleleaf linden (Tilia cordata) and village green selkova (Zelkova serrata). Evergreen trees include balsam fir (Abies balsamea), white fir (Abies concolor), white spruce (Picea glauca), serbian spruce (Picea omorika), eastern white pine (Pinus strobus), mission arborvitae (Thuja accidentails). Shrubs include red chokecherry (Aronia arbutifolia), redosier dogwood (Cornus sericea), winterberry (Ilex verticillate), compact pfitzer juniper (Juniper chinensis), Youngstown Andorra juniper (Juniperus horizontails), northern bayberry (Myrica pensylvanica), summer wine ninebark (Physocarpus opulifolius), compact rhododendron (rhododendron), arborvitae (Thu ja assidentalis), high busy blueberry (Vaccinium corymbosum) and American cranberry (Viburnum opulus). Perennial flowers and ornamental grasses are also proposed on site, they include Stella D’Oro daylily (Hemerocallis), autumn fire stonecrop (Sedum spectabile), and feather reed grass (Calamagrostis acutiflora). Fruit producing trees will provide food sources for birds and other local wildlife. 3.2 Wetland Creation Approximately 0.32-acres of the delineated watercourses will be impacted with the proposed development. These man-made watercourses are intermittent in nature, do not maintain a continual surface water flow or hydrophytic vegetation. As a result of the direct impact, 0.32 acres of wetlands will be created in the southwestern portion of the Site adjacent to the current wetland. This currently established palustrine, broad-leaved forested wetland offers three principal functions: groundwater recharge/discharge, sediment/toxicant/pathogen retention, and nutrient removal/retention/transportation. Additionally, this wetland functions as flood flow alteration and wildlife habitat. Creating another adjacent wetland will expand and enhance these functions. Ecological Summary Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 5 3.3 Storm Water Quality Basin Flows generated from the proposed development will be intercepted and conveyed through a formal storm water management system which includes catch basins, below-ground infiltrators with water quality isolator rows, and a large water quality basin, with a properly sized sediment forebay. The proposed water quality basin and forebay were sized in accordance with the 2004 Connecticut Stormwater Quality Manual, to provide a pond volume that exceeds the determined water quality volume. The proposed forebay was also sized to store over 10% of this water quality volume as recommended by the 2004 Connecticut Stormwater Quality Manual. Cultec Isolator rows will also be utilized to address water quality for pavement surfaces draining to them. 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 treated flow rate per chamber. The water quality volume (WQV) far exceeds what is required as well as at least 80% total suspended solid removal prior to discharge. There are currently no waterbodies on the Site for species that favor an aquatic habitat. The storm water quality basin is a potential habitat for species such as the snapping turtle that have the ability to adapt to changing landscapes and urban wetlands. As stated previously, mosquitos favor stagnant water for breeding. Although this basin will be receiving in-flow from the storm water management system and outlet into an off-site system, there is still a potential for stagnant water depending on seasonal flow variations. Larvicides are proposed to be utilized for mosquito control and remaining larvae will attract wildlife that prey on mosquitos as a food source. Ecological Summary Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 6 4.Conclusion The proposed development will result in the creation of wetlands that will provide multiple functions and values as well as enhancing wildlife habitat. The watercourses that were delineated are intermittent in nature and do not have a continual flow that is conducive for supporting aquatic life such as turtles, fish, shellfish, or frogs. A storm water quality basin will retain water and have the potential to support aquatic wildlife that is adaptive to changing conditions such as the snapping turtle. Based on the information presented and review of development plans, with diligent monitoring of erosion and sediment controls there will not be significant adverse impacts to the inland wetland habitats remaining on site. Habitat Assessment Report UW Vintage Lane 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut Submitted to: Bob Urso Murray Real Estate 400 Hebron Avenue Glastonbury, CT 06033 Bradford Wainman H-M Realty, LLC PO Box 504 South Glastonbury, CT 06073 Submitted by: GEI Consultants, Inc. 455 Winding Brook Drive Glastonbury, CT 06033 860-368-5300 September 30, 2021 2101698 Emily Perko Project Ecologist Damon Oscarson Senior Ecologist/Project Manager Consulting Engineers and Scientists Habitat Assessment Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. Table of Contents 1. Introduction 2 2. Reported Wetland Species 3 2.1 Painted Turtle (Chrysemys picta picta) 3 2.2 Common Snapping Turtle (Chelydra serpentina) 3 2.3 Grey Tree Frog (Hyla chrysoscelis) 4 3. Stormwater Quality Basin 5 4. Conclusion 1 Habitat Assessment Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 1. Introduction Emily Perko, Project Ecologist with GEI performed a site investigation on September 27, 2021 to evaluate the wetland habitat within the two delineated watercourses that are proposed to be filled during development. The watercourses were delineated by James McManus, CPSS, on June 10, 2021. During the site investigation topography, hydrology, vegetation, wildlife and soils were examined in and around the watercourses as well as the overall site to determine the level of habitat functionality. Photographs were taken to document site conditions and can be viewed in Appendix A. The delineated watercourses are isolated, man-made ditched watercourses located on the edges of prior agricultural fields. Both ditched watercourses were excavated in order to lower the water table of the adjacent moderately well drained upland soils, which in turn extending the growing season. There is an abrupt 3-4 ft drop off from the upland landscape into the linear watercourses that follows the length of the delineated areas to off property drainage features. Aside from the drainage ditches themselves, there was no other drainage features intersecting the watercourses nor drainage patterns observed on the landscape leading to the watercourses that would provide regular surface flow. The watercourses were between 5-10 feet wide throughout and there was no surface water present during the site investigation with the exception of an approximately 2’ x 2’ pocket of surface water at the western end of the southern watercourse. Aquents were identified at the bottom of the watercourses, these soils are poorly drained and are often found in landscapes that have been subject to filling or excavation activities. These soils are characterized by a seasonal to prolonged high ground water table. During the site investigation a soil pit was advanced in both watercourses, ground water was encountered within six inches of the surface. There was very sparse to no vegetation observed within either watercourse. Based on the examination of the hydrology, soils, topography and vegetation, the primary function of these watercourses is groundwater recharge and flood flow alteration. Moderately well drained soils underlain the wetland areas, providing suitable conditions for recharging of groundwater. The watercourses were designed to lower the water table in the upland landscape thus making them suitable to handle excess surface water. Maintaining surface water is a requirement to support aquatic habitats, numerous site visits have documented the lack of surface water within the watercourses. They are ephemeral watercourses and do not provide the capacity to support aquatic habitats. Habitat Assessment Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 2. Reported Wetland Species Written testimony and affidavits have been produced documenting the presence of the painted turtle, common snapping turtle and grey tree frog within and around the Site. It is not being disputed these species may occasionally be present on the property for the purposes of foraging or as a pathway between waterbodies, however the delineated watercourses are not ideal and suitable habitats for these species. Additionally, the species identified within these affidavits are not on the State of Connecticut listed threatened, endangered or species of concern lists. 2.1 Painted Turtle (Chrysemys picta picta) Painted turtles are primarily aquatic and inhabit quiet shallow pools, rivers, lake shores, wet meadows, bogs, and slow-moving streams. The ephemeral nature of the watercourses do not provide enough continual water to support the habitat needs of this species. Painted turtles prefer more permanent pools with suitable basking sites and soft, muddy bottoms rich with aquatic vegetation. There is a dense tree cover surrounding the length of the watercourses providing minimal suitable areas for basking. The lack of vegetation does not provide adequate food sources for the painted turtle, which prefers aquatic vegetation. The turtles also only feed underwater, aside from aquatic plants, they’ll also eat aquatic insects, crayfish, snails, small fish, mussels and tadpoles. Painted turtles not only feed off of aquatic vegetation they spend a large portion of their time submerged in it, due to the adequate protection and cover from predators. This type of vegetation is a key component to the suitable turtle habitat. The turtles spend winters hibernating in pond bottoms in mud or under decayed vegetation. The continual presence of water, aquatic vegetation and aquatic species are three key components and requirements for the painted turtle that these watercourses do not possess. 2.2 Common Snapping Turtle (Chelydra serpentina) The common snapping turtle is an adaptive species that is highly aquatic and will inhabit almost any body of water. They prefer slow moving water and sandy or muddy bottoms but can also be found in marshes, creeks, swamps, rivers, streams and lakes. Although they are adaptive species, the presence of water is a requirement for hibernation and breeding. The snapping turtle will foray over land consuming both plant and animal matter. They will eat fish, frogs, reptiles, small mammals, birds and various plant species. Based on observations during the September 27, 2021 site investigation, the watercourses do not support aquatic life. There were no fish, frogs, or vegetation present within the watercourses leaving the area a sparse location for foraging. Although it has been documented snapping turtles can inhabit semi-permanent bodies of water, these watercourses are ephemeral in nature and do not hold water long enough to meet the requirement for the snapping turtle. They hibernate and breed within permanent bodies of water, their primary habitat type Habitat Assessment Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 2.3 Grey Tree Frog (Hyla chrysoscelis) Grey tree frogs are not an aquatic species and spend most of the year high up in the trees, however they breed in swamps, pools or semi-permanent ponds. The best breeding sites tend to be semi-permanent kettle ponds that rarely dry. Tadpoles will live in water until they reach maturity. Grey tree frogs often travel great distances from their breeding habitat. They often hide in trees during the day and emerge at night to feed on small invertebrates and insects. Although mature frogs do not reside in bodies of water, this is still a requirement for their life cycle. As previously stated, the ephemeral nature of these watercourses do not provide an adequate water sources for these species to breed. Habitat Assessment Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 3. Stormwater Quality Basin As stated above the delineated watercourses do not provide adequate water or vegetation sources for aquatic or semi-aquatic species that have been identified on site. The proposed site development plan includes a stormwater quality basin that is designed to permanently hold a percentage of the surface water that will generate from on-site impervious surfaces. It has been noted the common snapping turtle is an adaptive species and favors slow moving water with sandy or muddy bottoms. This stormwater quality basin can also serve as a potential habitat for this species. Over time, native vegetation will grow in and around the basin, creating a potential habitat for the painted turtle that feeds on aquatic vegetation. While performing the site investigation, an off-site detention basin was observed that is located in the southwestern corner, immediately off the property. Multiple green frogs, Lithobates clamitans, were observed as the perimeter of the pond was walked. This is a man- made habitat that is supporting aquatic life, based on these observations, if properly managed the on-site stormwater quality basin may have the capacity to serve such aquatic species. Habitat Assessment Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. 4. Conclusion The proposed development will result in the creation of wetlands that will provide multiple functions and values as well as enhancing wildlife habitat. The watercourses that were delineated are intermittent in nature and do not have a continual flow and are likely not conducive for supporting aquatic life such as turtles, fish, shellfish or frogs. The intermittent, man-made watercourses do not provide optimal habitat for painted turtles, snapping turtles, and grey treefrogs. A stormwater quality basin will retain water and have the potential to support aquatic wildlife that is adaptive to changing conditions such as the snapping turtle. Based on the information presented and review of development plans, with diligent monitoring of erosion and sediment controls there will not be significant adverse impacts to the inland wetland habitats remaining on site. Habitat Assessment Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. Work Cited Fuller, P., Foster, A., and Somma, L.A., 2021, Chelydra serpentina (Linnaeus, 1758): U.S. Geological Survey, Nonindigenous Aquatic Species Database, Gainesville, FL, https://nas.er.usgs.gov/queries/factsheet.aspx?speciesID=1225, Revision Date: 10/22/2019, Access Date: 9/28/2021 Klemens, M. W. 1993. Amphibians and reptiles of Connecticut and adjacent regions. State Geological and Natural History Survey of Connecticut, Bulletin No. 112, Connecticut Department of Environmental Protection, Hartford, CT. Painted turtle. CT.gov. (2011, July 29). Retrieved September 28, 2021, from https://portal.ct.gov/DEEP/Wildlife/Fact-Sheets/Painted-Turtle. Raithel, C. J. 2019. Amphibians of Rhode Island: Their Status and Conservation, Rhode Island Division of Fish and Wildlife, West Kingston, RI 02982. Slone, J. (n.d.). Cope's gray treefrog (Hyla Chrysoscelis). Species Profile: Cope's Gray Treefrog (Hyla chrysoscelis) | SREL Herpetology. Retrieved September 28, 2021, from https://srelherp.uga.edu/anurans/hylchr.htm. Habitat Assessment Report 475 & R006B Governors Highway, 5 & 25 Talbot Lane South Windsor, Connecticut GEI Consultants, Inc. Appendix A Site Photos Date Photographed: September 27, 2021 Address: 475 & R006B Governors Highway, 5 & 25 Talbot Lane, South Windsor, CT i | P a g e Photo Log Index Photo No. 1 – Western portion of Watercourse 1 _____________________________________________________ 1 Photo No. 2 – Upland landscape to the north of Watercourse 1 _________________________________________ 1 Photo No. 3 – Side of bank in Watercourse 1 ________________________________________________________ 2 Photo No. 4 – Upland landscape between Watercourses _______________________________________________ 2 Photo No. 5 – South western portion of the Site ______________________________________________________ 3 Photo No. 6 – Former roadway running in the northern portion of the Site. ________________________________ 3 Photo No. 7 – Eastern portion of Watercourse 2 _____________________________________________________ 4 Photo No. 8 – Central portion of Watercourse 2 ______________________________________________________ 4 Photo No. 9 – Western portion of Watercourse 2. ____________________________________________________ 5 Photo No. 10 – Green frog observed in man made detention pond located off property in the southwest corner.__ 5 Site Photos Date Photographed: September 27, 2021 Address: 475 & R006B Governors Highway, 5 & 25 Talbot Lane, South Windsor, CT 1 | P a g e Photo No. 1 – Western portion of Watercourse 1 Photo No. 2 – Upland landscape to the north of Watercourse 1 Site Photos Date Photographed: September 27, 2021 Address: 475 & R006B Governors Highway, 5 & 25 Talbot Lane, South Windsor, CT 2 | P a g e Photo No. 3 – Side of bank in Watercourse 1 Photo No. 4 – Upland landscape between Watercourses Site Photos Date Photographed: September 27, 2021 Address: 475 & R006B Governors Highway, 5 & 25 Talbot Lane, South Windsor, CT 3 | P a g e Photo No. 5 – South western portion of the Site Photo No. 6 – Former roadway running in the northern portion of the Site. Site Photos Date Photographed: September 27, 2021 Address: 475 & R006B Governors Highway, 5 & 25 Talbot Lane, South Windsor, CT 4 | P a g e Photo No. 7 – Eastern portion of Watercourse 2 Photo No. 8 – Central portion of Watercourse 2 Site Photos Date Photographed: September 27, 2021 Address: 475 & R006B Governors Highway, 5 & 25 Talbot Lane, South Windsor, CT 5 | P a g e Photo No. 9 – Western portion of Watercourse 2. Photo No. 10 – Green frog observed in man made detention pond located off property in the southwest corner. Mosquito Management P R O G R A M West Nile Virus Mosquito Control Using Larvicide Stat e of CONNECTICUT January 2019 The State’s mosquito monitoring and management program is a collaborative effort involving the Department of Energy and Environmental Protection (DEEP), the Department of Public Health (DPH), The Connecticut Agricultural Experiment Station (CAES), Department of Agriculture (DoAg) and the University of Connecticut Department of Pathobiology and Veterinary Science (UCONN). The program is coordinated by the Department of Energy and Environmental Protection. Mosquito Control Using Larvicide The reduction of mosquito-breeding sites is the most effective action homeowners can take to control mosquitoes. Reduction of these sites can greatly lessen the potential for West Nile virus from becoming a signifi- cant human health threat. How can I reduce mosquitoes around my property? Elimination of backyard mosquito-breed- ing habitats is the first step in reducing mosquitoes. Examples of breeding habi- tats are:  Clogged rain gutters.  Used tire piles.  Trash that collects water. Empty garden containers, wading pools, bird baths, etc. at least once a week. If the source cannot be eliminated, then using a product (larvicide) to reduce mosquito larvae can be used. Eggs Larvae Adult Pupae Mosquito larvae (and pupae) are imma- ture mosquitoes that live in stagnant water before maturing into flying adults. Their growth rate depends largely on water temperature and can be as little as 7-10 days in warm weather. Adulticiding (spraying to kill adult mosqui- toes) is another option, however, it is costly, not as effective, and is reserved for times when the risk to public health from mos- quito-borne disease is high. Where do I use larvicide? Larviciding involves the application of approved pesticides to aquatic habitats where mosquito larvae thrive: o Ornamental ponds (with no fish). o Non-chlorinated swimming pools. o Pool covers. o Low lying areas that maintain stagnant water for more than one week. o Marshy areas fully within homeowners’ property lines. o Rainwater cisterns. o Retention basins. o Catch basins. o Roadside ditches. What kind of larvicides can I use around my home? Bacillus thuringiensis var. israelensis (Bti) is a biological pesticide that is a natu- rally occurring bacteria found in soil throughout the world. Bti is used for mosquito larval control in a broad range of freshwater and salt marsh habitats. It comes in briquette, granular and liquid formulations. No special licensing or certification by the DEEP is needed if these products are used on a homeowner’s own property. Bacillus sphaericus (Bs) is another biological pesticide. This product may is not be marketed for homeowner use and must be applied by a licensed applicator. Where can I get Bti? There are only a few Bti products avail- able to homeowners through hardware stores or nursery and garden centers. Common brand names for Bti are Mosquito Dunks*, VectoBac*, Aquabac*, and Bactimos*. * Note: the mention of a brand name does not imply the endorsement of any product by the Connecticut Mosquito Management Program. Who can I call for more information on using pesticides? What kind of larvicides need a licensed applicator or a permit?  Methoprene, an insect growth regu- lator. A common brand name is Altosid*.  Larvicidal oils or monomolecular surface films (MMF). A common brand name of an MMF is Agnique *. Oils that are not specifically desig- nated for mosquito control cannot be used or substituted for larvicidal oils. Connecticut pesticide regulations require that the applicator be licensed and obtain a permit from the DEEP prior to using these products. These products are not registered for homeowner use. Can larvicides affect my health? Biological pesticides such as Bti are very specific to mosquito, black fly and midge larvae and are not known to affect human health. Due to the very low toxicity of methoprene and low potential for hu- man exposure methoprene does not present a health threat. Contact the DEEP Pesticide Unit at (860) 424-3369 if you have questions about pesticide use and regulations.  Any larvicide used in Connecticut must be registered with the U.S. E nvironmental Protection Agency and the Connecticut Department of Energy and Environmental Protection (DEEP) Pesticide Unit.  In addition, certain products or their use may require that the applicator be licensed by the DEEP to apply mosquito or public health pesticides and a permit may be needed from the DEEP to apply them to certain water bodies or wet- lands. Who can I call for more information on mosquito-breed- ing habitat? Contact the DEEP Wetland Habitat and Mosquito Management Unit at (860) 424- 3011 if you have questions on mosquito breeding habitat reduction and mosquito control measures. Mosquito Management Program Information: Department of Energy and Environmental Protection Website - www.ct.gov/deep 860-424-3011 The Connecticut Agricultural Experiment Station Website – www.ct.gov/caes (203) 974-8500 - Mosquito trapping and testing. Department of Public Health Website – portal.ct.gov/dph (860) 509-7994 - WNV infections in people and wild birds. (860) 509-7742 - Effects of pesticides on people. Department of Agriculture Website – www.ct.gov/doag (860) 713-2505 - WNV infections in domestic animals, including livestock, poultry, and pets. University of Connecticut Department of Pathobiology and Veterinary Science Website –www.patho.uconn.edu/ (860) 486-3738 - Necropsy, tissue sample prep and testing for WNV infections in domestic animals, including livestock, poultry, horses, and pets. Necropsy and tissue prep for wild birds. This brochure was written by the Connecticut Department of Public Health, the Department of Agriculture and the Department of Energy and Environmental Protection for the Mosquito Management Program. Mosquito control truck used for spraying larvicides MOSQUITO CONTROL WHAT YOU NEED TO KNOW ABOUT BTI Killing larvae that hatch from eggs reduces mosquito populations and may reduce the risk of getting infected with Zika, dengue, chikungunya, or West Nile spread by mosquitoes. Bacillus thuringiensis subspecies israelensis (Bti) bacteria is found in soil. Bti is used as a larvicide to kill larvae before they can grow into adults that can bite people. Bti has been used for mosquito control for more than 30 years. During an outbreak, local government departments and mosquito control districts take the lead for large- scale mosquito control activities to quickly kill larvae that hatch from eggs. Depending on the size of the outbreak, larvicides may be applied using handheld sprayers, trucks, or airplanes. How Bti Works • When eaten by mosquito larvae, blackflies, and fungus gnats, Bti produces toxins that kill these insects. How Bti is Used • Bti comes in many forms, including tablets, briquettes, pellets, granules, or liquid. • Bti can be added to standing water and to containers that cannot be emptied out, covered, or turned over every week, such as rain barrels, fountains, ornamental ponds, septic tanks, and pools that are not in use. Bti is Not Harmful to People, Honeybees, Animals, and the Environment When Used as Directed • Bti is not toxic to people. It has not been shown to make people sick. • Bti will not harm people, pets and other animals, aquatic life, or other insects, including honeybees. • Bti is an Environmental Protection Agency (EPA)- registered insecticide. EPA-registered insecticides have been studied for their effectiveness and safety. • Bti is EPA-registered for use in residential, commercial, and agricultural settings. Organic farming operations use Bti. • When used as directed, Bti can be applied safely to standing water where mosquitoes lay eggs without causing harm to food crops or water supplies. • Multiple Bti products are available for use. Some can be used by pest control professionals in certain drinking water storage containers (e.g., cisterns), while others are not EPA-registered for that use. Always follow label instructions to ensure that the product is being used correctly. • Bti is most effective when used as part of an integrated mosquito management plan for reducing the number of mosquitoes in an area. CS272873-A September 7, 2017 Mode of action of Bacillus thuringiensis Cry and Cyt toxins and their potential for insect control Alejandra Bravo1, Sarjeet S. Gill2, and Mario Soberón1,* 1 Departamento de Microbiología Molecular. Instituto de Biotecnologia. Universidad Nacional Autónoma de México. Apdo. Postal 510-3. Cuernavaca, Morelos 62250. Mexico 2 Department of Cell Biology and Neuroscience, University of California, Riverside, CA 92521, USA Abstract Bacillus thuringiensis Cry and Cyt protein families are a diverse group of proteins with activity against insects of different orders - Lepidoptera, Coleoptera, Diptera and also against other invertebrates such as nematodes. Their primary action is to lyse midgut epithelial cells by inserting into the target membrane and forming pores. Among this group of proteins, members of the 3-Domain Cry family are used worldwide for insect control, and their mode of action has been characterized in some detail. Phylogenetic analyses established that the diversity of the 3-Domain Cry family evolved by the independent evolution of the three domains and by swapping of domain III among toxins. Like other pore-forming toxins (PFT) that affect mammals, Cry toxins interact with specific receptors located on the host cell surface and are activated by host proteases following receptor binding resulting in the formation of a pre-pore oligomeric structure that is insertion competent. In contrast, Cyt toxins directly interact with membrane lipids and insert into the membrane. Recent evidence suggests that Cyt synergize or overcome resistance to mosquitocidal-Cry proteins by functioning as a Cry-membrane bound receptor. In this review we summarize recent findings on the mode of action of Cry and Cyt toxins, and compare them to the mode of action of other bacterial PFT. Also, we discuss their use in the control of agricultural insect pests and insect vectors of human diseases. Keywords Cry; Cyt; Bacillus thuringiensis; receptor; mode of action; synergism 1. Introduction Bacillus thuringiensis (Bt) are gram-positive spore-forming bacteria with entomopathogenic properties. Bt produce insecticidal proteins during the sporulation phase as parasporal crystals. These crystals are predominantly comprised of one or more proteins (Cry and Cyt toxins), also called δ-endotoxins. Cry proteins are parasporal inclusion (Crystal) proteins from Bacillus thuringiensis that exhibit experimentally verifiable toxic effect to a target organism or have significant sequence similarity to a known Cry protein. Similarly, Cyt proteins are parasporal inclusion proteins from Bacillus thuringiensis that exhibits hemolytic (Cytolitic) activity or * Corresponding author. mario@ibt.unam.mx Phone 52 777 3291618, Fax 52 777 3291624 Running title: Mode of action of Bacillus thuringiensis Cry and Cyt toxins. Publisher's Disclaimer: This is a PDF file of an unedited manuscript that has been accepted for publication. As a service to our customers we are providing this early version of the manuscript. The manuscript will undergo copyediting, typesetting, and review of the resulting proof before it is published in its final citable form. Please note that during the production process errors may be discovered which could affect the content, and all legal disclaimers that apply to the journal pertain. NIH Public Access Author Manuscript Toxicon. Author manuscript; available in PMC 2008 March 15. Published in final edited form as: Toxicon. 2007 March 15; 49(4): 423–435.NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t has obvious sequence similarity to a known Cyt protein. These toxins are highly specific to their target insect, are innocuous to humans, vertebrates and plants, and are completely biodegradable. Therefore, Bt is a viable alternative for the control of insect pests in agriculture and of important human disease vectors (Bravo et al., 2005). Bt Cry and Cyt toxins belong to a class of bacterial toxins known as pore-forming toxins (PFT) that are secreted as water-soluble proteins undergoing conformational changes in order to insert into, or to translocate across, cell membranes of their host. There are two main groups of PFT: (i) the α-helical toxins, in which α-helix regions form the trans-membrane pore, and (ii) the β-barrel toxins, that insert into the membrane by forming a β-barrel composed of βsheet hairpins from each monomer (Parker and Feil, 2005). The first class of PFT includes toxins such as the colicins, exotoxin A, diphtheria toxin and also the Cry three-domain toxins. On the other hand, aerolysin, α-hemolysin, anthrax protective antigen, cholesterol-dependent toxins as the perfringolysin O and the Cyt toxins belong to the β-barrel toxins (Parker and Feil, 2005). In general, PFT producing-bacteria secrete their toxins and these toxins interact with specific receptors located on the host cell surface. In most cases, PFT are activated by host proteases after receptor binding inducing the formation of an oligomeric structure that is insertion competent. Finally, membrane insertion is triggered, in most cases, by a decrease in pH that induces a molten globule state of the protein (Parker and Feil, 2005). 2. Diversity, structure and evolution of Cry toxins Cry proteins are specifically toxic to the insect orders Lepidoptera, Coleoptera, Hymenoptera and Diptera, and also to nematodes. In contrast, Cyt toxins are mostly found in Bt strains active against Diptera. The Cry proteins comprise at least 50 subgroups with more than 200 members. Cry proteins are defined as: a parasporal inclusion protein from Bt that exhibits toxic effects to a target organism, or any protein that has obvious sequence similarity to a known Cry protein (Crickmore et al., 1998). Cyt toxins are included in this definition but it was agreed that proteins that are structurally related to Cyt toxins retain the mnemonic Cyt (Crickmore et al., 1998). Primary sequence identity among different gene sequences is the bases of the nomenclature of Cry and Cyt proteins. Additionally, other insecticidal proteins that are not related phylogenetically to the three-domain Cry family have been identified. Among these, are binary- like toxins and Mtx-like toxins related to B. sphaericus toxins, and parasporins produced by B. thuringiensis (Crickmore et al., 1998). The members of the three-domain family, the larger group of Cry proteins, are globular molecules containing three structural domains connected by single linkers. One particular feature of the members of this family is the presence of protoxins with two different lengths. One large group of protoxins is approximately twice as long as the majority of the toxins. The C-terminal extension found in the long protoxins is dispensable for toxicity and is believed to play a role in the formation of the crystal inclusion bodies within the bacterium (de Maagd et al., 2001). Cyt toxins comprise two highly related gene families (Cyt1 and Cyt2) (Crickmore et al., 1998). Cyt toxins are also synthesized as protoxins and small portions of the N-terminus and C-terminus are removed to activate the toxin (Li et al., 1996). To date, the tertiary structures of six different three-domain Cry proteins, Cry1Aa, Cry2Aa, Cry3Aa, Cry3Bb, Cry4Aa and Cry4Ba have been determined by X-ray crystallography (Fig. 1) (Li et al., 1991;Grochulski et al., 1995;Morse et al., 2001;Galitsky et al., 2001; Boomserm et al., 2005; Boomserm et al., 2006). All these structures display a high degree of similarity with a three-domain organization, suggesting a similar mode of action of the Cry three-domain protein family. The N-terminal domain (domain I) is a bundle of seven α-helices in which the central helix-α5 is hydrophobic and is encircled by six other amphipathic helices; and this helical domain is responsible for membrane insertion and pore-formation. Domain II consists Bravo et al.Page 2 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t of three anti-parallel β-sheets with exposed loop regions, and domain III is a β-sandwich (Li et al., 1991;Grochulski et al., 1995;Morse et al., 2001;Galitsky et al., 2001; Boomserm et al., 2005; Boomserm et al., 2006). Exposed regions in domain II and domain III are involved in receptor binding (Bravo et al., 2005). Domain I shares structural similarities with other PFT like colicin Ia and N and diphtheria toxin, supporting the role of this domain in pore-formation. In the case of domain II, structural similarities with several carbohydrate-binding proteins like vitelline, lectin jacalin, and lectin Mpa have been reported (de Maagd et al., 2003). Domain III, shares structural similarity with other carbohydrate-binding proteins such as the cellulose binding domain of 1,4-β-glucanase C, galactose oxidase, sialidase, β-glucoronidase, the carbohydrate-binding domain of xylanase U and β-galactosidase (de Maagd et al., 2003). These similarities suggest that carbohydrate moieties could have an important role in the mode of action of three-domain Cry toxins. Interestingly, in the nematode C. elegans, mutations in bre genes involved in the synthesis of certain glycolipids lead to Cry5 resistance showing that glycolipids are important receptor molecules of Cry5 (Griffits et al., 2005). Cyt proteins, on the other hand, have a single α-β domain comprising of two outer layers of α-helix hairpins wrapped around a β-sheet (Li et al., 1996, Fig 1). Cyt toxin is structurally related to volvatoxin A2, a PFT cardiotoxin produced by a straw mushroom Volvariella volvacea (Lin et al., 2004). An analysis of the phylogenetic relationships of the isolated domains of members of the three- domain Cry family revealed interesting features regarding the creation of diversity in this protein family (Bravo, 1997; de Maagd et al., 2001). Domains I and II have coevolved. The analysis of domain III sequences, revealed a different topology due to the fact that several examples of domain III swapping among toxins occurred (Bravo, 1997; de Maagd et al., 2001). Some toxins with dual specificity (coleopteran, lepidopteran) are clear examples of domain III swapping among coleopteran and lepidopteran specific toxins. This suggests that domain III swapping could create novel specificities. In this regard, in vitro domain III swapping of certain Cry1 toxins resulted in changes in insect specificity (Bosch et al., 1994; de Maagd et al., 2000). The independent evolution of the three structural domains and domain III swapping among different toxins generated proteins with similar mode of action but with very different specificities (Bravo, 1997; de Maagd et al., 2001). 3. Mode of action of three-domain Cry toxins in lepidopteran insects The mode of action of Cry toxins has been characterized principally in lepidopteran insects. As mentioned previously, it is widely accepted that the primary action of Cry toxins is to lyse midgut epithelial cells in the target insect by forming pores in the apical microvilli membrane of the cells (Aronson and Shai, 2001; de Maagd et al., 2001, Bravo et al., 2005). Nevertheless, it has been recently suggested that toxicity could be related to G-protein mediated apoptosis following receptor binding (Zhang et al., 2006). Cry proteins pass from crystal inclusion protoxins into membrane-inserted oligomers that cause ion leakage and cell lysis. The crystal inclusions ingested by susceptible larvae dissolve in the alkaline environment of the gut, and the solubilized inactive protoxins are cleaved by midgut proteases yielding 60–70 kDa protease resistant proteins (Bravo et al., 2005). Toxin activation involves the proteolytic removal of an N-terminal peptide (25–30 amino acids for Cry1 toxins, 58 residues for Cry3A and 49 for Cry2Aa) and approximately half of the remaining protein from the C-terminus in the case of the long Cry protoxins. Figure 2 shows a schematic representation of the Cry protoxin structure and their protease cleavege sites. The activated toxin then binds to specific receptors on the brush border membrane of the midgut epithelium columnar cells (de Maagd et al., 2001; Bravo et al., 2005) before inserting into the membrane. Toxin insertion leads to the formation of lytic pores in microvilli of apical membranes (Aronson and Shai, 2001; Bravo et al., 2005). Subsequently cell lysis and disruption of the midgut epithelium releases the cell contents Bravo et al.Page 3 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t providing spores a germinating medium leading to a severe septicemia and insect death (de Maagd et al., 2001; Bravo et al., 2005). One interesting feature of Cry toxin activation is the processing of the N-terminal end of the toxins. The 3-dimensional structure of Cry2Aa protoxin showed that two α-helices of the N- terminal region occlude a region of the toxin involved in the interaction with the receptor (Morse et al., 2001). Also, it was found that a Cry1Ac mutant that retained the N-terminus end after trypsin treatment binds nonspecifically to M. sexta membranes and was unable to form pores on M. sexta brush border membrane vesicles (BBMV) (Bravo et al., 2002). Therefore, processing of the N-terminal end of Cry protoxins may unmask a domain II hydrophobic patch involved in toxin-receptor or toxin-membrane interaction. 3.1 Receptor binding in lepidopteran larvae For Cry1A toxins, at least four different binding-proteins have been described in different lepidopteran insects; a cadherin-like protein (CADR), a glycosylphosphatidyl-inositol (GPI)- anchored aminopeptidase-N (APN), a GPI-anchored alkaline phosphatase (ALP) and a 270 kDa glycoconjugate (Vadlamudi et al., 1995; Knight et al., 1994; Jurat-Fuentes et al., 2004; Valaitis et al., 2001). Figure 3 shows a representation of the four types of putative Cry1A- receptor molecules characterized so far. The role of toxin-receptor interaction has been particularly well described in Manduca sexta. In this insect, at least two Cry1A-binding proteins, a CADR protein (Bt-R1) and a GPI-anchored APN, have been described as receptors (Vadlamudi et al., 1995; Knight et al., 1994). Cadherins are transmembrane proteins with a cytoplasmic domain and an extracellular ectodomain with several cadherin repeats, 12 in the case of Bt-R1 (Vadlamudi et al., 1995). The ectodomain contains calcium-binding sites, integrin interaction sequences and cadherin binding sequences. Surface plasmon resonance experiments showed that the binding affinity of monomeric Cry1A toxins to the M. sexta Bt- R1 is in the range of 1 nM (Vadlamudi et al., 1995), while that of APN is in the range of 100 nM (Jenkins and Dean, 2000). The interaction of Cry1A toxins with the Bt-R1 receptor is rather complex involving at least three binding epitopes in the two molecules. Using a synthetic phage-antibody library, Gómez et al., 2001, 2002a characterized an scFv antibody (scFv73) that binds to domain II loop 2 (β6-β7 loop) of Cry1A toxins. This antibody inhibited binding of Cry1A toxins to Bt-R1 but not to APN. Sequence analysis of the CDR3H region of scFv73 led to the identification of an eight amino acid epitope in Bt-R1 CADR repeat 7 (869HITDTNNK876) involved in toxin binding to domain II loop 2 of Cry1A toxins (Gómez et al., 2001, 2002a). Additionally, another binding epitope in Bt-R1 CADR repeat 11 (1331IPLPASILTVTV1342) that interacts with domain II loop α8 (α8a-α8b loop) and loop 2 of Cry1Ab toxin was identified (Gómez et al., 2003). Finally, a third region in CADR repeat 12 of Bt-R1 (residues 1363–1464) involved in Cry1Ab interaction and toxicity was reported (Hua et al., 2004). In the case of the Heliothis virescens CADR, site-directed mutagenesis narrowed this binding region to residues 1422 to 1440 and shown to bind Cry1Ac domain II loop 3 (β10-β11 loop) (Xie et al., 2005). The most frequent mechanism of resistance to Cry toxins involves a change in receptor binding (Ferré and Van Rie, 2002). In the case of the laboratory selected H. virescens Cry1Ac-resistant line YHD2, it was shown that a single mutation was responsible for 40 to 80% of Cry1Ac resistance levels and shown to be linked to a retrotransposon insertion in the CADR gene (Gahan et al., 2001). Also, characterization of CADR alleles in field-derived and laboratory selected strains of Pectinophora gossypiella (pink bollworm) and Helicoverpa armigera revealed different mutated CADR alleles that were associated with Cry1Ac resistance (Morin et al., 2003; Xu et al., 2005). Bravo et al.Page 4 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t Regarding APN, Cry1Ac toxin binds to APN receptor by means of domain III that specifically recognizes N-acetylgalactosamine (GalNAc) moieties in contrast to Cry1Aa and Cry1Ab toxins that show no GalNAc binding capacities (Masson et al., 1995). Based on the use of monoclonal antibodies that competed binding of Cry1Aa with Bombyx mori APN, the Cry1Aa- APN interacting epitopes were recently mapped in domain III β16 (508STLRVN513) and β22 (582VFTLSAHV589) residues (Atsumi et al., 2005). Surface plasmon resonance binding studies of Cry1Ab mutants with pure M. sexta APN showed that domain II loop 2 and loop 3 are also involved in APN recognition (Jenkins and Dean, 2000). In the case of the lepidopteran insect L. dispar, a sequential binding mechanism was proposed in the interaction of Cry1Ac with APN (Jenkins et al., 2000). Cry1Ac domain III first interacts with APN GalNAc sugar moieties facilitating the subsequent interaction of domain II loop regions with another region in this receptor (Jenkins et al., 2000). In addition, it was described that a Cry1C-resistant Spodoptera exigua colony did not express the APN1 (Herrero et al., 2005). In the case of ALP receptor, it was demonstrated that in the H. virescens resistant line YHD2 part of the Cry1Ac resistant phenotype is due to mutations that lower the production of the GPI-anchored ALP receptor (Jurat-Fuentes et al., 2004). In M. sexta, proteomic analysis of BBMV Cry1Ac-binding proteins also revealed ALP as a putative receptor molecule (McNall and Adang, 2003). 3.2 Pre-pore formation As mentioned previously several PFT form a soluble oligomeric structure before membrane insertion. In the case of Cry1Ab toxin, binding of this toxin to M. sexta Bt-R1 promotes an additional proteolytic cleavage in the N-terminal end of the toxin (helix α-1) facilitating the formation of a pre-pore oligomeric structure that is important for insertion into the membrane and for toxicity (Gómez et al., 2002b; Rausell et al., 2004a). Incubation of Cry1Ab protoxin with the single chain antibody scFv73 that mimics the CADR receptor or with the toxin-binding peptides of Bt-R1 (CADR repeats 7 and 11), and treatment with M. sexta midgut juice, resulted in toxin preparations with the formation of a 250 kDa oligomer that lacked the helix α-1 of domain I (Gómez et al., 2002b, 2003). It was reported that oligomeric structures of Cry1Ab and Cry1Ac increase 100–200 fold their binding affinity to the APN receptor, showing apparent dissociation constants of 0.75–1 nM (Gómez et al., 2003, Pardo et al., 2006). The oligomer, in contrast to the 60 kDa monomer, was membrane insertion competent as judged by measuring toxin membrane insertion using the intrinsic fluorescence of tryptophan residues and also by the analysis of membrane permeability using black lipid bilayers (Rausell et al., 2004a). The pore activity of the Cry1Ab oligomeric structure analyzed in synthetic planar lipid bilayers revealed different kinetic characteristics from the monomeric Cry1Ab toxin. First, pore formation by pure oligomer preparations was observed at much lower toxin concentrations than the monomeric toxin and secondly, the kinetics were different since oligomeric Cry1Ab showed stable channels that had a high open probability in contrast to the monomeric toxin that showed an unstable opening pattern (Rausell et al., 2004a). The formation of Cry oligomeric structures has been demonstrated for Cry1Aa, Cry1Ab, Cry1Ca, Cry1Da, Cry1Ea, Cry1Fa and Cry3 toxins (Gómez et al., 2002b; Rausell et al., 2004a, 2004c; Muñoz-Garay et al., 2006). In all cases, the Cry toxin samples containing oligomeric structures correlated with high pore activity, in contrast to monomeric samples that showed marginal pore-formation activity, supporting the hypothesis that oligomer formation is a necessary step in the mechanism of action of Cry toxins. 3.3 Membrane insertion After exposure of BBMV to Cry1A toxins, these toxins were found associated with lipid rafts microdomains and it was reported that the integrity of these microdomains was essential for in vitro Cry1Ab pore-forming activity (Zhuang et al., 2002). The Bt-R1 receptor is located in Bravo et al.Page 5 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t soluble membrane in contrast with APN and ALP receptors, which are attached to the membrane by GPI anchors, and are preferentially partitioned into lipid rafts (Zhuang et al., 2002). Lipid rafts are detergent-insoluble lipid microdomains enriched in cholesterol and sphingolipids, and GPI-anchored proteins (Simons and Toomre, 2000). Like their mammalian counterparts, H. virescens and M. sexta lipid rafts are enriched in cholesterol, sphingolipids, and GPI-anchored proteins (Zhuang et al., 2002). Lipid rafts have been implicated in membrane and protein sorting, and in signal transduction (Simons and Toomre, 2000). Also, they have been described as portals for different viruses, bacteria and toxins. Different bacterial PFT interact with receptors located in lipid rafts and this is a crucial step in the oligomerization and insertion of PFT into the membrane (Cabiaux et al., 1997). In the case of Cry1A toxins, the APN receptor has been implicated in Cry1A toxin insertion, since cleavage of APN by phosphatidylinositol phospholipase C treatment, that cleaves out the GPI anchored proteins, substantially decreased the levels of Cry1Ab oligomer in insoluble membranes and reduced drastically the pore-formation activity of the toxin (Bravo et al., 2004). In addition, APN incorporation into lipid bilayers enhanced Cry1Aa pore-formation activity (Schwartz et al., 1997). Using tryptophan fluorescence analysis, structural changes observed after binding of the oligomeric Cry1Ac toxin to the APN receptor were studied by analyzing the binding of GalNAc to the Cry1Ac toxin, since GalNac is a binding determinant in the Cry1Ac-APN interaction (Pardo et al., 2006). The in vitro interaction of GalNAc with oligomeric Cry1Ac induced a conformational change in the toxin and enhanced its insertion into lipid membranes indicating that the interaction of the pre-pore oligomer of Cry1A toxins with APN is important for facilitating membrane insertion (Pardo et al., 2006). It has been proposed that proteins must partially unfold to facilitate membrane insertion and channel formation. In the case of PFT active against mammalian cells, unfolding is triggered by acidic pH (Parker and Feil, 2005). Acidic pH could be encountered upon cell internalization of the toxins in acidic membrane compartments, and also in the membrane surface that has an acidic pH that could be up to 2 pH units lower than the bulk pH (Parker and Feil, 2005). Interestingly, lepidopteran and dipteran insects have a basic pH (up to pH 11) in their midgut lumen (Dow J.A.T. 1986). Unfolding analyses of pure Cry1Ab structures at different pHs demonstrated that the molten globe state of the pre-pore complex was induced by alkaline pH (Rausell et al., 2004b). These analyses also showed that the pre-pore and membrane inserted oligomer, have a more flexible conformation than the monomeric toxin (Rausell et al., 2004b). Although not proven, it may be possible that the conformational change observed after interaction of the pre-pore oligomer with APN could be related to molten globule state since, as mentioned previously, this interaction facilitates membrane insertion (Pardo et al., 2006). Additionally, in the membrane-inserted pore, only domain I was protected from heat denaturation, suggesting that it may be inserted into the membrane in contrast to domains II and III (Rausell et al., 2004b). Finally, the alkaline pH induced a looser conformation of the membrane-inserted domain I that is important for an active channel formation (Rausell et al., 2004b). Based on the data described above, we described a model involving the sequential interaction of Cry1A toxins with Bt-R1 and APN receptor molecules. First, the interaction of monomeric Cry1A toxins with Bt-R1 facilitates the formation of a pre-pore oligomeric structure that gains binding-affinity to APN, the pre-pore toxin binds APN, a conformational change occurs and a molten globule state of the toxin is induced, the pre-pore is inserted into lipid rafts inducing pore formation and cell swelling (Bravo et al., 2004; Fig 4A). 4. Mode of action of Cry and Cyt toxins in mosquitoes Bt subsp. israelensis (Bti) is highly toxic to different Aedes, Culex and Anopheles mosquito species that are vectors of human diseases (Margalith and Ben-Dov, 2000). This bacterium Bravo et al.Page 6 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t produces crystal inclusions composed of Cry4Aa, Cry4Ba, Cry10Aa, Cry11Aa, Cyt1Aa and Cyt2Ba toxins (Berry et al., 2002). As mentioned previously, the mosquitocidal active Cry proteins Cry11Aa, Cry4A and Cry4B share similar structures with the lepidopteran active toxin Cry1Aa suggesting a similar mode of action of these Cry proteins in mosquitoes. As in lepidopteran insects, in mosquitoes the crystals ingested by susceptible larvae dissolve in the alkaline gut environment, releasing soluble proteins. In the case of the 70 kDa Cry11Aa protoxin, proteolytic activation using gut extract removes 28 residues from the N-terminal and cleaves intramolecularly resulting in 34 and 32 kDa fragments (Dai and Gill, 1993), but these two fragments remain associated and retain toxicity (Fig. 2) (Yamagiwa et al., 2004). This is also the case for the 130 kDa Cry4Ba protoxin where N-terminal, C-terminal and intra- molecular cleavage results in an active toxin comprised of two protein fragments of 18 kDa and 46 kDa (Fig. 2) (Angsuthanasombat et al., 1993; Komano et al., 1998). As mentioned previously, Cyt toxins are also synthesized as protoxins and small portions of the N-terminus and C-terminus are removed to activate the toxin (Armstrong et al., 1985, Gill et al., 1987; Li et al., 1996). In the case of Cyt2Aa, 32 amino acid residues and 15 amino acid residues from the N-terminal and the C-terminal ends are removed by proteinase K treatment producing a monomeric protein with hemolytic activity (Koni and Ellar, 1994). 4.1 Receptor binding in mosquito midgut membranes It is proposed that Cry toxins bind to specific protein receptors in the microvilli of the mosquito midgut cells. In contrast, Cyt toxins do not bind to protein receptors but directly interact with membrane lipids inserting into the membrane and forming pores (Thomas and Ellar, 1983; Gill et al., 1987; Li et al., 1996; Promdonkoy and Ellar 2003) or destroying the membrane by a detergent like interaction (Butko, 2003). In the mosquitocidal Cry4A, Cry4B and Cry11Aa toxins, domain II loop regions have been implicated in toxin-receptor interaction and specificity. Cry4Ba shows no toxicity to Culex species in contrast to Cry4Aa toxin that is toxic to Culex larvae. Mutagenesis of loop 3 region of Cry4Ba to mimic that of Cry4Aa introduced toxicity to Culex species (Abdullah et al., 2003). In addition, mutagenesis of loop 1 and loop 2 of Cry4Ba abolished toxicity to Aedes and Anopheles larvae (Abdullah et al., 2003). Recently, it was demonstrated that redesigning the Cry1Aa domain II loop amino acid regions to resemble that of Cry4Ba resulted in a Cry1Aa mutant with moderate insecticidal activity against C. pipiens larvae (Liu and Dean, 2006). Also, in the case of Cry11Aa toxin, qualitative binding competition assays with synthetic peptides corresponding to predicted Cry11Aa domain II exposed regions revealed that loop α-8, β-4 region and loop 3 were important for binding to Ae. aegypti BBMV. Mutagenesis of putative loop α-8 residues confirmed that this region is important for Cry11Aa interaction with Ae. aegypti BBMV and toxicity (Fernández et al., 2005). Overall these results show that domain II loop regions are very important for Cry toxin-receptor interaction in mosquitoes. In the case of Cry11Aa and Cry4Ba mosquitocidal toxins, binding-proteins of 65 and 62 kDa were identified in BBMV from Ae. aegypti larvae by toxin overlay assays (Buzdin et al., 2002). Recent work, identified three Ae. aegypti midgut proteins of 200 kDa, 100 kDa and 65 kDa that bound Cry11Aa toxin suggesting the presence of multiple receptor molecules for Cry toxins in the mosquito membranes. Of these proteins, the 100 and 65 kDa were shown to be anchored to the membrane by GPI (Fernández et al., 2006). However, GPI-anchored proteins purified after Cry11Aa affinity chromatography revealed only the 65 kDa. This protein was identified as a GPI-anchored ALP enzyme (Fernández et al., 2006). In addition, Ae. aegypti GPI-ALP protein was shown to be involved in the toxicity of Cry11Aa. Two peptide displaying phages, P1.BBMV and P8.BBMV, that specifically bound the 65 kDa ALP, competed with the binding of the toxin to BBMV, and interfered with the toxicity of Cry11Aa toxin (Fernández Bravo et al.Page 7 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t et al., 2006). Overall these results show that the GPI-ALP is an important receptor molecule that mediates Cry11Aa toxicity to Ae. aegypti larvae. In Anopheles quadrimaculatus, a GPI-anchored APN was identified as a putative Cry11Ba receptor (Abdullah et al., 2006). This APN protein bound Cry11Ba with high affinity but did not interact with Cry4Ba or Cry11Aa toxins (Abdullah et al., 2006). As in lepidopteran insects, several Cry receptors in mosquitoes are attached to the membrane by GPI anchors, including ALP and APN (Fernández et al., 2006; Abdullah et al., 2006). Also, in the case of the Bin toxin produced by B. sphaericus, a GPI-anchored α-glucosidase is the functional receptor in Culex pipiens (Darboux et al., 2001). As mentioned previously, these and other GPI-anchored proteins are proposed to be selectively included in lipid rafts. Therefore it seems that targeting GPI-anchored proteins may be a general strategy of PFT, including Cry toxins, to interact with their target cells. Further work is needed to determine the role of Cry-receptor molecules in mosquitoes and if a pre-pore oligomeric structure is also a membrane-insertion intermediate in these toxins. However, the conserved structure of Cry toxins, the role of domain II in receptor interaction and the presence of multiple receptor molecules, some anchored to the membrane by GPI, suggests that the mode of action of Cry toxins in mosquitoes could be similar to that characterized in lepidopteran insects. Moreover, the role in intracellular signaling, as observed with the Cry1Ab toxin (Zhang et al., 2006), has to be evaluated for mosquitocidal active Cry toxins. 4.2 Synergism of Cyt and Cry toxins A major threat to the use of Bt is the appearance of insect resistance, which has been documented in the field with lepidopteran insects (Ferré and Van Rie, 2002). However, no resistance has been observed in the field in mosquito species controlled with Bti (Becker, 2000). The lack of resistance to Bti is due to the presence of the Cyt1Aa protein in the crystal (Georghiou and Wirth, 1997). Culex quinquefasciatus populations resistant to Cry4Aa, Cry4Ba or/and Cry11Aa have been selected under laboratory conditions but resistance to the Cry proteins could not be selected in the presence of Cyt1Aa protein (Wirth et al., 1997). Also, Cyt1Aa suppresses the resistance of the Cx. quinquefasciatus Cry-resistant populations (Wirth et al., 1997). In addition, synergism between Cyt1Aa and the Cry proteins of Bti has been observed (Chilcott and Ellar, 1988; Angsuthanasombat et al., 1992; Georghiou and Wirth, 1997); the activity of the Bti crystals is much higher than that of the isolated proteins. Recently, it was demonstrated that Cyt1Aa protein synergizes Cry11Aa toxicity by functioning as a receptor molecule (Pérez et al., 2005). Binding of Cry11Aa to Ae. aegypti BBMV was enhanced by membrane-bound Cyt1Aa and the high affinity interaction between Cyt1Aa and Cry11Aa in solution and in membrane bound state was determined. The epitopes of Cyt1Aa that bind Cry11A were identified. The role of loop β6-αE and part of β7 of Cyt1Aa in binding Cry11Aa was confirmed by heterologous competition assays using synthetic peptides corresponding to these regions and by site-directed mutagenesis (Pérez et al., 2005). Previously, it was suggested that Cyt proteins insert into the membrane by means of the βsheets structures leaving the β6- αE loop exposed (Li et al., 1996). Similarly, the loop α8, β4 and loop 2 regions of Cry11Aa were identified as the specific epitopes involved in the binding interaction with Cyt1Aa (Pérez et al., 2005). As mentioned previously, the domain II loop α-8 is involved in the interaction of Cry11Aa with ALP receptor (Fernández et al., 2006). Mutagenesis of specific amino acid residues in both toxins demonstrated that binding between these two toxins correlated with synergism (Pérez et al., 2005). These data indicate that Cry11Aa binds to membrane-inserted Cyt1Aa resulting in the insertion of Cry11Aa into the mosquito membranes. This interaction of Cry11Aa is similar to its binding with its natural receptor. Consequently, this is the first example of an insect pathogenic bacterium that not only produces a toxin but also its functional Bravo et al.Page 8 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t receptor, thereby promoting toxin binding to target membranes and toxicity to the mosquito (Pérez et al., 2005). Figure 4B shows the proposed mode of action of Cry and Cyt in Ae. aegypti. 5. Applications of Cry toxins Three major applications of Bt toxins have been achieved: (i) in the control of defoliator pests in forestry, (ii) in the control of mosquitoes that are vectors of human diseases, and (iii) in the development of transgenic insect resistant plants. One of the most successful applications of Bt has been the control of lepidopteran defoliators, which are pests of coniferous forests mainly in Canada and United States. In both countries, the control of forests defoliators relies mostly on the use of Bt strain, HD-1, producing Cry1Aa, Cy1Ab, Cry1Ac and Cry2Aa toxins (van Frankenhuyzen, 2000; Bauce et al., 2004). Successful application of Bt is highly dependent on proper timing, weather conditions and high dosage of spray applications. These factors combine to determine the probability of larvae ingesting a lethal dose (van Frankenhuyzen, 2000; Bauce et al., 2004). The use of Bt in the control of defoliators has resulted in a significant reduction in the use of chemical insecticides for pest control in the forests. As mentioned previously, Bti is highly active against disease vector mosquitoes like Ae. aegypti (vector of dengue fever), Simulium damnosum (vector of onchocerciasis) and certain Anopheles species (vectors of malaria). Its high insecticidal activity, the lack of resistance to Bti, the lack of toxicity to non-target organisms and the appearance of insect resistant populations to chemical insecticides resulted in a rapid implementation of Bti as an alternative control method of mosquito and black fly populations (Becker, 2000). In 1983, a control program for the eradication of onchocerciasis was launched in eleven countries of Western Africa using Bti since S. damnosum populations had developed resistance to larvicidal organophosphates (Guillet et al., 1990). Presently, more than 80 % of this region is protected by Bti applications and 20 % with the chemical larvicide, temephos. Furthermore, control of onchocerciasis has protected over 15 million children without the appearance of black fly resistance to Bti (Guillet et al., 1990). This success of vector control using Bti will certainly increase its use around the world. However, the low activity of Bti to certain vector mosquitoes, mainly Anophelines, will require the isolation of other Bt strains with novel cry genes more effective against these important disease vectors. The development of transgenic crops that produce Bt Cry proteins has been a major break through in the substitution of chemical insecticides by environmental friendly alternatives. In transgenic plants the Cry toxin is produced continuously, protecting the toxin from degradation and making it reachable to chewing and boring insects. Cry protein production in plants has been improved by engineering cry genes with a plant biased codon usage, by removal of putative splicing signal sequences and deletion of the carboxy-terminal region of the protoxin (Schuler et al., 1998). The use of insect resistant crops has diminished considerably the use of chemical pesticides in areas where these transgenic crops are planted (Qaim and Zilberman, 2003). Interestingly, the use of Bt-cotton in countries like China, Mexico and India showed that the use of this Bt-crop had a significant positive effect on the final yield and a reduction in the use of chemical pesticides, since in these countries the yield loss is mainly due to technical and economical constrains which are overcome in part by the use of insect resistant crops (Qaim and Zilberman, 2003; Toenniessen et al., 2003). 6. Final remarks The mode of action of Cry toxins is a multi-step process that involves the interaction with several receptor molecules leading to membrane insertion and cells lysis. The characterization Bravo et al.Page 9 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t of the mode of action of Cry toxins in other susceptible organisms will be important to fully understand the mode of action of this family of proteins. Also, the identification of receptor molecules and binding epitopes will help in the development of strategies to cope with the potential problem of insect resistance. In addition, screening of novel Cry proteins with novel insect and receptor specificities will be fundamental for the development of novel products for the control of different insect pests. 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Heliothis virescens and Manduca sexta lipid rafts are involved in Cry1A toxin binding to the midgut epithelium and subsequent pore formation. J Biol Chem 2002;277:13863–13872. [PubMed: 11836242] Bravo et al.Page 14 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t Figure 1. Three dimensional structures of insecticidal toxins produced by Bacillus thuringiensis Cry1Aa, Cry2Aa, Cry3Aa, Cry3Bb, Cry4Aa, Cry4Bb and Cyt2A. Bravo et al.Page 15 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t Figure 2. Relative length of Cry protoxins and position of protease digestion. White boxes represent the protoxin and striped boxes represent the activated toxin. Solid arrows show the amino- and carboxy- terminal cleavage sites of the activated toxins. Doted arrows show the intramolecular cleavages. Cleavage of Cry1A at residue 51 resulted in loss of helix α-1 and pre-pore formation. Cleavage of Cry4B resulted in two fragments of 18 and 46 kDa, while Cry11A resulted in two fragments of 34 and 32 kDa. Bravo et al.Page 16 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t Figure 3. Receptor molecules of Cry1A proteins. CADR, cadherin receptor; APN, aminopeptidase-N, ALP, alkaline phosphatase, GCR, 270 kDa glyco-conjugate receptor. Bravo et al.Page 17 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t Figure 4. Model of the mode of action of Cry and Cyt toxins. Panel A, sequential interaction of Cry toxins with different receptor molecules in lepidopteran larvae. (1) Solubilization and activation of the toxin; (2). Binding of monomeric Cry toxin to the first receptor (CADR or GCR), conformational change is induced in the toxin and α-helix 1 is cleaved; (3) Oligomer formation; (4) Binding of oligomeric toxin to second receptor (GPI-APN or GPI-ALP), a conformational change occurs and a molten globule state of the toxin is induced; (5) insertion of the oligomeric toxin into lipid rafts and pore formation. Panel B, role of Cyt and Cry toxins in the intoxication of dipteran larvae. (1) Cry and Cyt toxins are solubilized and activated; (2) Cyt toxin inserts into the membrane and Cry toxin binds to receptors located in the membrane (ALP or Cyt toxin); (3) oligomerization of the Cry toxin is induced; (4) oligomer is inserted into the membrane resulting in pore formation. Bravo et al.Page 18 Toxicon. Author manuscript; available in PMC 2008 March 15. NI H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t N I H - P A A u t h o r M a n u s c r i p t