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HomeMy WebLinkAboutSD-24-08 - Supplemental - 0850 Hinesburg Road (9)6,601 335.3 ANR HSG Mapping Vermont Agency of Natural Resources 5,000 © Vermont Agency of Natural Resources 254.0 1: WGS_1984_Web_Mercator_Auxiliary_Sphere Meters254.00 NOTES Map created using ANR's Natural Resources Atlas LEGEND 127.00 vermont.gov DISCLAIMER: This map is for general reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. ANR and the State of Vermont make no representations of any kind, including but not limited to, the warranties of merchantability, or fitness for a particular use, nor are any such warranties to be implied with respect to the data on this map. March 13, 2024 THIS MAP IS NOT TO BE USED FOR NAVIGATION 1" = 417 1cm = 50Ft.Meters Soils - Hydrologic Groups A A/D B B/D C C/D D Parcels (standardized) Roads Interstate US Highway; 1 State Highway Town Highway (Class 1) Town Highway (Class 2,3) Town Highway (Class 4) State Forest Trail National Forest Trail Legal Trail Private Road/Driveway Proposed Roads Town Boundary SHED POOL W W W W W W W W W W W W W W W W W W W ELEC. METER ON BOARD HOUSE (#950) S ELEC. METER GAS REGULATOR PROPANE TANKS GARAGE COMM BOX HEDGE ROW APPROX. LOCATION OF EXIST. SEPTIC SYSTEM APPROX. LOCATION OF EXIST. SEPTIC SYSTEM APPROX. LOCATION OF EXIST. SEPTIC SYSTEM A/C ELEC. METER A/C PROPANE TANK GARAGE SHED HOUSE (#900) HOUSE (#850) SHED SILO ELEC. METER ELEC. METER PROPANE TANK HEDGE ROW SOLAR PANELS HE D G E R O W EL. EASE. 10' FROM PL PROBABLE GAS & WATER EASEMENTS 40' FROM PL 20' SEWER EASEMENT 725.79' N 83°09'1 5 " E 59 8 . 9 4 ' S 0 4 ° 5 0 ' 1 1 " E S 83°07'45" W 727.48' N 0 5 ° 5 3 ' 2 1 " W 4 2 0 . 7 2 ' 17 8 . 9 1 ' N 0 1 ° 4 9 ' 1 2 " W OIL FILL GAS REGULATORGAS REGULATOR OIL FILL ELEC. METER ELEC. PANEL UTIL. CABINET SHED A/C FUEL PUMPS (3) OIL FILL GAS VALVE WATER VALVE BLUE PAINT COMM. VAULT WATER VALVE WATER PIPELINE MARKER MANHOLE (BLUE) BLUE PAINT W ? DE C K G G G G G G G G G G G G COMM. VAULT S S S S S S S S S S S S N/F WATERLOO REAL ESTATE GROUP, LLC (DR Power Equipment) N/F BURLINGTON PROPERTIES LTD (Dynapower) N/F LANDRUM (Lane Press) N/F 835 HINESBURG RD. LLC W W W W W W W W W W W W S S S 385 38 5 38 5 38 5 391 39 1 39 1 39 1 3 8 9 38 9 38 9 38 9 390 39 0 39 0 39 0 3 9 8 39 8 39 8 383 38 3 38 3 3 8 3 38 2 38 2 38 2 38 2 3 9 7 39 7 39 7 379 37 9 37 9 379 39 6 39 6 39 6 39 5 39 5 39 5 39 5 381 38 1 38 1 3 8 1 380 38 0 38 0 3 8 0 393 39 3 39 3 39 3 394 39 4 39 4 39 4 39 2 39 2 39 2 3 9 2 388 38 8 3 8 8 38 8 37 8 37 8 37 8 37 8 37 8 37 7 37 7 37 7 377 419 4 1 9 41 9 41 9 419 41 5 41 5 4 1 5 41 5 4 1 7 41 7 4 1 7 417 41 6 41 6 41 6 416 41 1 4 1 1 411 41 1 3 9 9 39 9 3 9 9 39 9 40 6 40 6 40 6 40 6 386 38 6 38 6 38 6 4 0 1 40 1 40 1 40 1 42 2 42 2 42 2 4 0 0 40 0 40 0 40 0 42 1 4 2 1 42 1 421 421 42 1 42 0 420 420 42 0 42 0 4 1 8 41 8 4 1 8 41 8 4 0 4 40 4 40 4 4 0 3 40 3 40 3 40 3 41 4 41 4 41 4 414 41 3 41 3 4 1 3 41 3 41 2 41 2 41 2 41 2 41 0 4 1 0 41 0 41 0 4 0 9 409 40 9 40 8 40 8 40 8 40 8 4 0 5 40 5 40 5 40 5 40 7 40 7 40 7 40 7 40 2 40 2 40 2 40 2 384 38 4 38 4 3 8 4 376 3 7 6 376 376 37 1 3 7 1 371 3 7 1 371 366 3 6 6 3 6 6 36 9 36 9 36 9 369 36 9 387 38 7 38 7 38 7 36 8 36 8 368 36 7 36 7 36 7 37 5 3 7 5 375 37 5 37 5 374 37 4 37 4 37 4 37 4 3 7 3 37 3 37 3 373 3 7 2 37 2 37 2 3 7 2 370 37 0 37 0 37 0 365 365 364 PRESUMED WETLAND (AS SHOWN ON PREVIOUS LANE PRESS PLANS) SS SS S S HI N E S B U R G R O A D O E O E OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE GAS REGULATOR LOT 1A 0.32 ACRES LOT 1B 1.45 ACRES LOT 1C 0.52 ACRES LOT 1D 0.73 ACRES LOT 4 1.00 ACRES LOT 2 3.02 ACRES LOT 3 3.02 ACRES S S S S S S S S W W W W W W S W S S S S C.O.C.O. C.O. C.O. C.O. SMH #3 RIM 411.4 INV. IN. 403.9 INV. IN. 403.9 INV. OUT 403.7 SMH #2 RIM 392.5 INV. IN. 385.1 INV. OUT 385.0 SMH #1 RIM 379.9 INV. IN. 374.1 INV. OUT 375.0 14 4 L . F . - 8 " S D R 3 5 P V C 200 L.F. - 8" SD R 3 5 P V C 186 L.F. - 8" SD R 3 5 P V C 0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+59.96 EX. SMH RIM 373.0± INV. 4" SDR 35 PVC (MIN. 2% SLOPE) 4" SDR 35 PVC (MIN. 2% SLOPE) C.O. C.O. C.O. C.O. 112" WATER SERVICE CONNECTION 34" TYPE 'K' COPPER (TYP.) 4" SDR 35 PVC (MIN. 2% SLOPE) (TYP.) INV. ____ (8" NW) CORE NEW OPENING AND BUILD NEW SHELF INSIDE EXIST. MANHOLE 50' WETLAN D BUFFE R 50' WETLAND BUFFER VALVE & BLOWOFF 112" TYPE 'K' CO P P E R 40 0 40 5410 39 5 39 0 38 5 380 12" HDPE INV. 397.0 12" HDPE INV. 398.0 12" HDPE INV. 386.5 12" HDPE INV. 387.0 12" HDPE INV. 379.0 12" HDPE INV. 380.0 EX. SMH RIM 370.9± INV. EX. SMH RIM 373.2± INV. 37 9 37 8 S S C.O. C.O. INV. 405.9 2" RIGID INSULATION BOARD INV. 418.0 INV. 416.6 INV. 408.0 INV. 407.6 2" RIGID INSULATION BOARD S S C.O.C.O.S 37 6 37 7 37 6 12" HDPE INV. 377.5 37 3 37 3 37 5 LEVEL SPREADER TOP AT EL. ______ PRETREATMENT FOREBAY GRAVEL WETLAND TOP OF SPILLWAY EL. 375.25 STONE SPILLWAY 12" F.E.S. INV. 373.5 12" F.E.S. INV. 374.5 37 6 37 6 376 OUTLET CONTROL STRUCTURE RIM 375.0 INV. _____ (6" W) INV. _____ (12" E) MAINTAIN 18" VERTICAL SEPARATION AT ALL WATER/SEWER CROSSINGS (TYP.) LEGEND W FM G ST S T W E PROPOSED CONTOUR100 PROPOSED CURB PROPOSED FENCE PROPOSED GRAVEL PROPOSED PAVEMENT PROPOSED GUARD RAIL PROPOSED SWALE PROPOSED ELECTRIC PROPOSED FORCEMAIN PROPOSED GAS PROPOSED STORM PROPOSED GRAVITY SEWER PROPOSED TELEPHONE PROPOSED WATER PROPOSED WELL S PROPOSED SEWER MANHOLE D PROPOSED STORM MANHOLE PROPOSED CATCH BASIN REBAR SET CONCRETE MONUMENT SET PROPOSED HYDRANT PROPOSED SHUT OFF PROPOSED UTILITY POLE PROPOSED LIGHT POLE PROPOSED EDGE OF BRUSH/WOODS PROPOSED SETBACK LINE PROPOSED PROPERTY LINE 1.UTILITIES SHOWN DO NOT PURPORT TO CONSTITUTE OR REPRESENT ALL UTILITIES LOCATED UPON OR ADJACENT TO THE SURVEYED PREMISES. EXISTING UTILITY LOCATIONS ARE APPROXIMATE ONLY. THE CONTRACTOR SHALL FIELD VERIFY ALL UTILITY CONFLICTS. ALL DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER. THE CONTRACTOR SHALL CONTACT DIG SAFE (888-344-7233) PRIOR TO ANY CONSTRUCTION. IN ADDITION, THE CONTRACTOR SHALL HIRE A PRIVATE UTILITY LOCATING FIRM TO LOCATE OWNER OWNED UNDERGROUND UTILITIES PRIOR TO START OF ANY EXCAVATION. 2.ALL EXISTING UTILITIES NOT INCORPORATED INTO THE FINAL DESIGN SHALL BE REMOVED OR ABANDONED AS INDICATED ON THE PLANS OR DIRECTED BY THE ENGINEER. 3.THE CONTRACTOR SHALL MAINTAIN AS-BUILT PLANS (WITH TIES) FOR ALL UNDERGROUND UTILITIES. THOSE PLANS SHALL BE SUBMITTED TO THE OWNER AT THE COMPLETION OF THE PROJECT. 4.THE CONTRACTOR SHALL REPAIR/RESTORE ALL DISTURBED AREAS (ON OR OFF THE SITE) AS A DIRECT OR INDIRECT RESULT OF THE CONSTRUCTION. 5.ALL GRASSED AREAS SHALL BE MAINTAINED UNTIL FULL VEGETATION IS ESTABLISHED. 6.MAINTAIN ALL TREES OUTSIDE OF CONSTRUCTION LIMITS. 7.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK NECESSARY FOR COMPLETE AND OPERABLE FACILITIES AND UTILITIES. 8.THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL ITEMS AND MATERIALS INCORPORATED INTO THE SITE WORK. WORK SHALL NOT BEGIN ON ANY ITEM UNTIL SHOP DRAWING APPROVAL IS GRANTED. 9.IN ADDITION TO THE REQUIREMENTS SET IN THESE PLANS AND SPECIFICATIONS, THE CONTRACTOR SHALL COMPLETE THE WORK IN ACCORDANCE WITH ALL PERMIT CONDITIONS AND ANY LOCAL PUBLIC WORKS STANDARDS. 10.THE TOLERANCE FOR FINISH GRADES FOR ALL PAVEMENT, WALKWAYS AND LAWN AREAS SHALL BE 0.1 FEET. UNLESS NOTED OTHERWISE, ALL EXISTING MANHOLE COVERS, VALVES, CURB STOPS AND OTHER ITEMS TO REMAIN SHALL BE ADJUSTED TO THE NEW FINISH GRADE. 11.ANY DEWATERING NECESSARY FOR THE COMPLETION OF THE SITEWORK SHALL BE CONSIDERED AS PART OF THE CONTRACT AND SHALL BE THE CONTRACTOR'S RESPONSIBILITY. 12.THE CONTRACTOR SHALL COORDINATE ALL WORK WITHIN TOWN ROAD R.O.W. WITH TOWN AUTHORITIES. 13.THE CONTRACTOR SHALL INSTALL THE ELECTRICAL, CABLE AND TELEPHONE SERVICES IN ACCORDANCE WITH THE UTILITY COMPANIES REQUIREMENTS. 14.EXISTING PAVEMENT AND TREE STUMPS TO BE REMOVED SHALL BE DISPOSED OF AT AN APPROVED OFF-SITE LOCATION. ALL PAVEMENT CUTS SHALL BE MADE WITH A PAVEMENT SAW. 15.IF THERE ARE ANY CONFLICTS OR INCONSISTENCIES WITH THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR VERIFICATION BEFORE WORK CONTINUES ON THE ITEM IN QUESTION. 16.PROPERTY LINE INFORMATION IS APPROXIMATE AND BASED ON EXISTING TAX MAP INFORMATION. THIS PLAN IS NOT A BOUNDARY SURVEY AND IS NOT INTENDED TO BE USED AS ONE. 17.IF THE BUILDING IS TO BE SPRINKLERED, BACKFLOW PREVENTION SHALL BE PROVIDED IN ACCORDANCE WITH AWWA M14. THE SITE CONTRACTOR SHALL CONSTRUCT THE WATER LINE TO TWO FEET ABOVE THE FINISHED FLOOR. SEE MECHANICAL PLANS FOR RISER DETAIL. 18.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING TESTING AND INSPECTION SERVICES INDICATED IN THE CONTRACT DOCUMENTS, TYPICAL FOR CONCRETE AND SOIL TESTING. 19.THE CONTRACTOR IS RESPONSIBLE FOR ALL LAYOUT AND FIELD ENGINEERING REQUIRED FOR COMPLETION OF THE PROJECT. CIVIL ENGINEERING ASSOCIATES WILL PROVIDE AN AUTOCAD FILE WHERE APPLICABLE. 20.THE OWNER SHALL BE RESPONSIBLE FOR THE INSTALLATION OF ANY AND ALL SAFETY FENCES OR RAILS ABOVE EXISTING AND PROPOSED WALLS. THE OWNER SHALL VERIFY LOCAL, STATE AND INSURANCE REQUIREMENT GUIDELINES FOR THE INSTALLATION AND VERIFY ANY AND ALL PERMITTING REQUIREMENTS. GENERAL NOTES PROPOSED GUY WIRE/POLE PROPOSED SIGN PROPOSED YARD DRAIN OE PROPOSED OVERHEAD ELECTRIC UE PROPOSED UNDERGROUND ELECTRIC COM PROPOSED COMMUNICATIONS UNMARKED ANGLE POINT PROPOSED EASEMENT LINE DSM DSM SAL 1" = 40' 24110 C2.0 MAR., 2024 LOCATION MAP 1" = 2000' WGM ASSOCIATES c/o KEITH WRIGHT P.O. BOX 2352 SOUTH BURLINGTON VERMONT 05407 7-LOT SUBDIVISION PROPOSED CONDITIONS PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 P: 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com 850, 900 & 950 HINESBURG RD. SOUTH BURLINGTON, VT DRA F T for R e v i e w 116 89PROJECT LOCATION P:\ A u t o C A D D P r o j e c t s \ 2 0 2 4 \ 2 4 1 1 0 - W G M A s s o c i a t e s \ 1 - C A D D F i l e s \ d w g \ 2 4 1 1 0 - S i t e . d w g , 3 / 1 2 / 2 0 2 4 1 2 : 2 1 : 3 5 P M SHED POOL W W W W W W W W W W W W W W W W W W W ELEC. METER ON BOARD HOUSE (#950) S ELEC. METER GAS REGULATOR PROPANE TANKS GARAGE COMM BOX HEDGE ROW APPROX. LOCATION OF EXIST. SEPTIC SYSTEM APPROX. LOCATION OF EXIST. SEPTIC SYSTEM APPROX. LOCATION OF EXIST. SEPTIC SYSTEM A/C ELEC. METER A/C PROPANE TANK GARAGE SHED HOUSE (#900) HOUSE (#850) SHED SILO ELEC. METER ELEC. METER PROPANE TANK HEDGE ROW SOLAR PANELS HE D G E R O W EL. EASE. 10' FROM PL PROBABLE GAS & WATER EASEMENTS 40' FROM PL 20' SEWER EASEMENT 725.79' N 83°09'1 5 " E 59 8 . 9 4 ' S 0 4 ° 5 0 ' 1 1 " E S 83°07'45" W 727.48' N 0 5 ° 5 3 ' 2 1 " W 4 2 0 . 7 2 ' 17 8 . 9 1 ' N 0 1 ° 4 9 ' 1 2 " W OIL FILL GAS REGULATORGAS REGULATOR OIL FILL ELEC. METER ELEC. PANEL UTIL. CABINET SHED A/C FUEL PUMPS (3) OIL FILL GAS VALVE WATER VALVE BLUE PAINT COMM. VAULT WATER VALVE WATER PIPELINE MARKER MANHOLE (BLUE) BLUE PAINT W ? DE C K G G G G G G G G G G G G COMM. VAULT S S S S S S S S S S S S N/F WATERLOO REAL ESTATE GROUP, LLC (DR Power Equipment) N/F BURLINGTON PROPERTIES LTD (Dynapower) N/F LANDRUM (Lane Press) N/F 835 HINESBURG RD. LLC W W W W W W W W W W W W S S S 385 38 5 38 5 38 5 391 39 1 39 1 39 1 3 8 9 38 9 38 9 38 9 390 39 0 39 0 39 0 3 9 8 39 8 39 8 383 38 3 38 3 3 8 3 38 2 38 2 38 2 38 2 3 9 7 39 7 39 7 379 37 9 37 9 379 39 6 39 6 39 6 39 5 39 5 39 5 39 5 381 38 1 38 1 3 8 1 380 38 0 38 0 3 8 0 393 39 3 39 3 39 3 394 39 4 39 4 39 4 39 2 39 2 39 2 3 9 2 388 38 8 3 8 8 38 8 37 8 37 8 37 8 37 8 37 8 37 7 37 7 37 7 377 419 4 1 9 41 9 41 9 419 41 5 41 5 4 1 5 41 5 4 1 7 41 7 4 1 7 417 41 6 41 6 41 6 416 41 1 4 1 1 411 41 1 3 9 9 39 9 3 9 9 39 9 40 6 40 6 40 6 40 6 386 38 6 38 6 38 6 4 0 1 40 1 40 1 40 1 42 2 42 2 42 2 4 0 0 40 0 40 0 40 0 42 1 4 2 1 42 1 421 421 42 1 42 0 420 420 42 0 42 0 4 1 8 41 8 4 1 8 41 8 4 0 4 40 4 40 4 4 0 3 40 3 40 3 40 3 41 4 41 4 41 4 414 41 3 41 3 4 1 3 41 3 41 2 41 2 41 2 41 2 41 0 4 1 0 41 0 41 0 4 0 9 409 40 9 40 8 40 8 40 8 40 8 4 0 5 40 5 40 5 40 5 40 7 40 7 40 7 40 7 40 2 40 2 40 2 40 2 384 38 4 38 4 3 8 4 376 3 7 6 376 376 37 1 3 7 1 371 3 7 1 371 366 3 6 6 3 6 6 36 9 36 9 36 9 369 36 9 387 38 7 38 7 38 7 36 8 36 8 368 36 7 36 7 36 7 37 5 3 7 5 375 37 5 37 5 374 37 4 37 4 37 4 37 4 3 7 3 37 3 37 3 373 3 7 2 37 2 37 2 3 7 2 370 37 0 37 0 37 0 365 365 364 PRESUMED WETLAND (AS SHOWN ON PREVIOUS LANE PRESS PLANS) SS SS S S HI N E S B U R G R O A D O E O E OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE GAS REGULATOR LOT 1A 0.32 ACRES LOT 1B 1.45 ACRES LOT 1C 0.52 ACRES LOT 1D 0.73 ACRES LOT 4 1.00 ACRES LOT 2 3.02 ACRES LOT 3 3.02 ACRES S S S S S S S S W W W W W W S W S S S S C.O.C.O. C.O. C.O. C.O. SMH #3 RIM 411.4 INV. IN. 403.9 INV. IN. 403.9 INV. OUT 403.7 SMH #2 RIM 392.5 INV. IN. 385.1 INV. OUT 385.0 SMH #1 RIM 379.9 INV. IN. 374.1 INV. OUT 375.0 14 4 L . F . - 8 " S D R 3 5 P V C 200 L.F. - 8" SD R 3 5 P V C 186 L.F. - 8" SD R 3 5 P V C 0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+59.96 EX. SMH RIM 373.0± INV. 4" SDR 35 PVC (MIN. 2% SLOPE) 4" SDR 35 PVC (MIN. 2% SLOPE) C.O. C.O. C.O. C.O. 112" WATER SERVICE CONNECTION 34" TYPE 'K' COPPER (TYP.) 4" SDR 35 PVC (MIN. 2% SLOPE) (TYP.) INV. ____ (8" NW) CORE NEW OPENING AND BUILD NEW SHELF INSIDE EXIST. MANHOLE 50' WETLAN D BUFFE R 50' WETLAND BUFFER VALVE & BLOWOFF 112" TYPE 'K' CO P P E R 40 0 40 5410 39 5 39 0 38 5 380 12" HDPE INV. 397.0 12" HDPE INV. 398.0 12" HDPE INV. 386.5 12" HDPE INV. 387.0 12" HDPE INV. 379.0 12" HDPE INV. 380.0 EX. SMH RIM 370.9± INV. EX. SMH RIM 373.2± INV. 37 9 37 8 S S C.O. C.O. INV. 405.9 2" RIGID INSULATION BOARD INV. 418.0 INV. 416.6 INV. 408.0 INV. 407.6 2" RIGID INSULATION BOARD S S C.O.C.O.S 37 6 37 7 37 6 12" HDPE INV. 377.5 37 3 37 3 37 5 LEVEL SPREADER TOP AT EL. ______ PRETREATMENT FOREBAY GRAVEL WETLAND TOP OF SPILLWAY EL. 375.25 STONE SPILLWAY 12" F.E.S. INV. 373.5 12" F.E.S. INV. 374.5 37 6 37 6 376 OUTLET CONTROL STRUCTURE RIM 375.0 INV. _____ (6" W) INV. _____ (12" E) MAINTAIN 18" VERTICAL SEPARATION AT ALL WATER/SEWER CROSSINGS (TYP.) LEGEND W FM G ST S T W E PROPOSED CONTOUR100 PROPOSED CURB PROPOSED FENCE PROPOSED GRAVEL PROPOSED PAVEMENT PROPOSED GUARD RAIL PROPOSED SWALE PROPOSED ELECTRIC PROPOSED FORCEMAIN PROPOSED GAS PROPOSED STORM PROPOSED GRAVITY SEWER PROPOSED TELEPHONE PROPOSED WATER PROPOSED WELL S PROPOSED SEWER MANHOLE D PROPOSED STORM MANHOLE PROPOSED CATCH BASIN REBAR SET CONCRETE MONUMENT SET PROPOSED HYDRANT PROPOSED SHUT OFF PROPOSED UTILITY POLE PROPOSED LIGHT POLE PROPOSED EDGE OF BRUSH/WOODS PROPOSED SETBACK LINE PROPOSED PROPERTY LINE 1.UTILITIES SHOWN DO NOT PURPORT TO CONSTITUTE OR REPRESENT ALL UTILITIES LOCATED UPON OR ADJACENT TO THE SURVEYED PREMISES. EXISTING UTILITY LOCATIONS ARE APPROXIMATE ONLY. THE CONTRACTOR SHALL FIELD VERIFY ALL UTILITY CONFLICTS. ALL DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER. THE CONTRACTOR SHALL CONTACT DIG SAFE (888-344-7233) PRIOR TO ANY CONSTRUCTION. IN ADDITION, THE CONTRACTOR SHALL HIRE A PRIVATE UTILITY LOCATING FIRM TO LOCATE OWNER OWNED UNDERGROUND UTILITIES PRIOR TO START OF ANY EXCAVATION. 2.ALL EXISTING UTILITIES NOT INCORPORATED INTO THE FINAL DESIGN SHALL BE REMOVED OR ABANDONED AS INDICATED ON THE PLANS OR DIRECTED BY THE ENGINEER. 3.THE CONTRACTOR SHALL MAINTAIN AS-BUILT PLANS (WITH TIES) FOR ALL UNDERGROUND UTILITIES. THOSE PLANS SHALL BE SUBMITTED TO THE OWNER AT THE COMPLETION OF THE PROJECT. 4.THE CONTRACTOR SHALL REPAIR/RESTORE ALL DISTURBED AREAS (ON OR OFF THE SITE) AS A DIRECT OR INDIRECT RESULT OF THE CONSTRUCTION. 5.ALL GRASSED AREAS SHALL BE MAINTAINED UNTIL FULL VEGETATION IS ESTABLISHED. 6.MAINTAIN ALL TREES OUTSIDE OF CONSTRUCTION LIMITS. 7.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK NECESSARY FOR COMPLETE AND OPERABLE FACILITIES AND UTILITIES. 8.THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL ITEMS AND MATERIALS INCORPORATED INTO THE SITE WORK. WORK SHALL NOT BEGIN ON ANY ITEM UNTIL SHOP DRAWING APPROVAL IS GRANTED. 9.IN ADDITION TO THE REQUIREMENTS SET IN THESE PLANS AND SPECIFICATIONS, THE CONTRACTOR SHALL COMPLETE THE WORK IN ACCORDANCE WITH ALL PERMIT CONDITIONS AND ANY LOCAL PUBLIC WORKS STANDARDS. 10.THE TOLERANCE FOR FINISH GRADES FOR ALL PAVEMENT, WALKWAYS AND LAWN AREAS SHALL BE 0.1 FEET. UNLESS NOTED OTHERWISE, ALL EXISTING MANHOLE COVERS, VALVES, CURB STOPS AND OTHER ITEMS TO REMAIN SHALL BE ADJUSTED TO THE NEW FINISH GRADE. 11.ANY DEWATERING NECESSARY FOR THE COMPLETION OF THE SITEWORK SHALL BE CONSIDERED AS PART OF THE CONTRACT AND SHALL BE THE CONTRACTOR'S RESPONSIBILITY. 12.THE CONTRACTOR SHALL COORDINATE ALL WORK WITHIN TOWN ROAD R.O.W. WITH TOWN AUTHORITIES. 13.THE CONTRACTOR SHALL INSTALL THE ELECTRICAL, CABLE AND TELEPHONE SERVICES IN ACCORDANCE WITH THE UTILITY COMPANIES REQUIREMENTS. 14.EXISTING PAVEMENT AND TREE STUMPS TO BE REMOVED SHALL BE DISPOSED OF AT AN APPROVED OFF-SITE LOCATION. ALL PAVEMENT CUTS SHALL BE MADE WITH A PAVEMENT SAW. 15.IF THERE ARE ANY CONFLICTS OR INCONSISTENCIES WITH THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR VERIFICATION BEFORE WORK CONTINUES ON THE ITEM IN QUESTION. 16.PROPERTY LINE INFORMATION IS APPROXIMATE AND BASED ON EXISTING TAX MAP INFORMATION. THIS PLAN IS NOT A BOUNDARY SURVEY AND IS NOT INTENDED TO BE USED AS ONE. 17.IF THE BUILDING IS TO BE SPRINKLERED, BACKFLOW PREVENTION SHALL BE PROVIDED IN ACCORDANCE WITH AWWA M14. THE SITE CONTRACTOR SHALL CONSTRUCT THE WATER LINE TO TWO FEET ABOVE THE FINISHED FLOOR. SEE MECHANICAL PLANS FOR RISER DETAIL. 18.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING TESTING AND INSPECTION SERVICES INDICATED IN THE CONTRACT DOCUMENTS, TYPICAL FOR CONCRETE AND SOIL TESTING. 19.THE CONTRACTOR IS RESPONSIBLE FOR ALL LAYOUT AND FIELD ENGINEERING REQUIRED FOR COMPLETION OF THE PROJECT. CIVIL ENGINEERING ASSOCIATES WILL PROVIDE AN AUTOCAD FILE WHERE APPLICABLE. 20.THE OWNER SHALL BE RESPONSIBLE FOR THE INSTALLATION OF ANY AND ALL SAFETY FENCES OR RAILS ABOVE EXISTING AND PROPOSED WALLS. THE OWNER SHALL VERIFY LOCAL, STATE AND INSURANCE REQUIREMENT GUIDELINES FOR THE INSTALLATION AND VERIFY ANY AND ALL PERMITTING REQUIREMENTS. GENERAL NOTES PROPOSED GUY WIRE/POLE PROPOSED SIGN PROPOSED YARD DRAIN OE PROPOSED OVERHEAD ELECTRIC UE PROPOSED UNDERGROUND ELECTRIC COM PROPOSED COMMUNICATIONS UNMARKED ANGLE POINT PROPOSED EASEMENT LINE DSM DSM SAL 1" = 40' 24110 C2.0 MAR., 2024 LOCATION MAP 1" = 2000' WGM ASSOCIATES c/o KEITH WRIGHT P.O. BOX 2352 SOUTH BURLINGTON VERMONT 05407 7-LOT SUBDIVISION PROPOSED CONDITIONS PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 P: 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com 850, 900 & 950 HINESBURG RD. SOUTH BURLINGTON, VT DRA F T for R e v i e w 116 89PROJECT LOCATION P:\ A u t o C A D D P r o j e c t s \ 2 0 2 4 \ 2 4 1 1 0 - W G M A s s o c i a t e s \ 1 - C A D D F i l e s \ d w g \ 2 4 1 1 0 - S i t e . d w g , 3 / 1 2 / 2 0 2 4 1 2 : 2 1 : 3 5 P M Version: 11/30/2020 Project Name: Discharge Point: Treatment Wetland # Practice Drainage Area For Permit Coverage Not for Permit Coverage Total to Practice 1 Total Area (acres)2.910 0.000 2.910 2 1.120 0.000 1.120 3 0.000 0.000 0.000 WQV for credit WQV not for credit Total WQV 4 WQV to practice 0.0961 0.0000 0.0961 92 5 2 6 2 Response Attachment location 7 8 9 10 11* 12* 13* Response Attachment location 14 ↑Enter this value on the Standards Compliance Workbook Is outlet elevation designed such that a sub-surface water level is maintained in the gravel wetland? If the gravel wetland is designed with an organic soil layer at the surface, have vertical perforated riser pipes been provided to deliver stormwater stormwater from the surface down to the gravel bed? Have the outfalls and the conveyance to the discharge point been designed and protected to avoid erosion? Practice Type Redeveloped Impervious Pre-Treatment (4.3.6.3) Has pretreatment been provided for non-rooftop runoff? Discharges to Cold or Warm Water Fishery? Modified CN for WQ (1.0") storm Note: Designers may use the Practice Drainage Area Runoff Calculator (second tab) for calculation of practice- specific runoff volumes for other treatment standards. Conveyance (4.3.5.2) Are inlets stabilized to ensure that non-erosive conditions exist for at least the 1-year, 24 hour storm? * Questions preceded by an asterix (*) may change based on previously entered values Have inlet pipes been set at the permanent pool or the base of the gravel bed? New Impervious (acres) WGS Associates S/N 001 1Treatment Wetlands (4.3.5) Has a low for orifice been provided to meet the the WQV and CPV extended detention requirements and designed to ensure no clogging will occur? Has a liner designed in accordance with Section 4.3.5.2 been provided if the infiltration rate exceed 0.05 inches per hour and the wetland is located above Yes No Yes No No No Yes Yes NoYes Cold Warm NoYes NoYes NoYes Shallow surface wetland Gravel wetland Page 1 of 2 15 Response Attachment location 16 ft3 0 17 ft3 0 18 ft3 0 19* 20* 21 0.0%No - revise design 22 23 24 ac-ft Enter this on the eNOI Response Attachment location 25 26 27 28 29 30 Attachment location: Indicate the specific location (i.e. appendix, page, plan sheet) where the requisite support documentation has been provided within the application. What is the volume stored in the forebay or other volumetric pre- treatment if used? (minimum 10% WQV) What is the volume stored in the permanent pool? What is the total WQV stored at the normal water level (pre- treatment + permanent pool)? Does the pre-treatment volume plus the permanent pool equal at least 50% of the WQV? Has a planting plan been prepared showing how aquatic and terrestrial areas will be stabilized, including plant species, plant locations, sources of plant material and any required soil amendments? Are any donor organic soils used in the practice obtained from a source other than natural wetlands? Is the remaining WQV provided for by extended detention over 24 hours? Are all deep pool areas of ≥ 4 feet depth with side slopes steeper than 4:1 (H:V) surrounded by a safety bench with ≤6% slope extending 10 feet outward from the normal water edge to the toe of the side slope? Landscaping (4.3.6.5) Treatment (4.3.6.4) Has a minimum flow path at normal water level of 3:1 been provided? Does the planting plan specify that no woody vegetation >2 inches in diameter shall be planted or allowed to grow on the dam, within 15 feet of the dam or the toe of the embankment, or within 25 of a principal spillway outlet? What type of pretreatment is being used? Has an aquatic been been provided that extends at least 5 feet inward from the normal water edge and is no more than 18 inches deep? Has a setback been provided that extends 25 feet from the maximum design water surface elevation of the practice? What is the Storage Volume of the practice. Include the permanent pool and any volume used for providing extended detention. Swale Filter Strip Forebay (10% WQv) Deep Sump Catch Basins Proprietary NoYes NoYes NoYes Yes No NoYes NoYes NoYes NoYes NoYes NoYes Page 2 of 2 Version: 11/30/2020 Project Name: Discharge Point: Treatment Wetland # Practice Drainage Area For Permit Coverage Not for Permit Coverage Total to Practice 1 Total Area (acres)2.910 0.000 2.910 2 0.530 0.000 0.530 3 0.000 0.000 0.000 WQV for credit WQV not for credit Total WQV 4 WQV to practice 0.0519 0.0000 0.0519 87 5 2 6 2 Response Attachment location 7 8 9 10 11* 12* 13* Response Attachment location 14 ↑Enter this value on the Standards Compliance Workbook Is outlet elevation designed such that a sub-surface water level is maintained in the gravel wetland? If the gravel wetland is designed with an organic soil layer at the surface, have vertical perforated riser pipes been provided to deliver stormwater stormwater from the surface down to the gravel bed? Have the outfalls and the conveyance to the discharge point been designed and protected to avoid erosion? Practice Type Redeveloped Impervious Pre-Treatment (4.3.6.3) Has pretreatment been provided for non-rooftop runoff? Discharges to Cold or Warm Water Fishery? Modified CN for WQ (1.0") storm Note: Designers may use the Practice Drainage Area Runoff Calculator (second tab) for calculation of practice- specific runoff volumes for other treatment standards. Conveyance (4.3.5.2) Are inlets stabilized to ensure that non-erosive conditions exist for at least the 1-year, 24 hour storm? * Questions preceded by an asterix (*) may change based on previously entered values Have inlet pipes been set at the permanent pool or the base of the gravel bed? New Impervious (acres) WGS Associates S/N 001 1Treatment Wetlands (4.3.5) Has a low for orifice been provided to meet the the WQV and CPV extended detention requirements and designed to ensure no clogging will occur? Has a liner designed in accordance with Section 4.3.5.2 been provided if the infiltration rate exceed 0.05 inches per hour and the wetland is located above Yes No Yes No No No Yes Yes NoYes Cold Warm NoYes NoYes NoYes Shallow surface wetland Gravel wetland Page 1 of 2 15 Response Attachment location 16 ft3 0 17 ft3 0 18 ft3 0 19* 20* 21 0.0%No - revise design 22 23 24 ac-ft Enter this on the eNOI Response Attachment location 25 26 27 28 29 30 Attachment location: Indicate the specific location (i.e. appendix, page, plan sheet) where the requisite support documentation has been provided within the application. What is the volume stored in the forebay or other volumetric pre- treatment if used? (minimum 10% WQV) What is the volume stored in the permanent pool? What is the total WQV stored at the normal water level (pre- treatment + permanent pool)? Does the pre-treatment volume plus the permanent pool equal at least 50% of the WQV? Has a planting plan been prepared showing how aquatic and terrestrial areas will be stabilized, including plant species, plant locations, sources of plant material and any required soil amendments? Are any donor organic soils used in the practice obtained from a source other than natural wetlands? Is the remaining WQV provided for by extended detention over 24 hours? Are all deep pool areas of ≥ 4 feet depth with side slopes steeper than 4:1 (H:V) surrounded by a safety bench with ≤6% slope extending 10 feet outward from the normal water edge to the toe of the side slope? Landscaping (4.3.6.5) Treatment (4.3.6.4) Has a minimum flow path at normal water level of 3:1 been provided? Does the planting plan specify that no woody vegetation >2 inches in diameter shall be planted or allowed to grow on the dam, within 15 feet of the dam or the toe of the embankment, or within 25 of a principal spillway outlet? What type of pretreatment is being used? Has an aquatic been been provided that extends at least 5 feet inward from the normal water edge and is no more than 18 inches deep? Has a setback been provided that extends 25 feet from the maximum design water surface elevation of the practice? What is the Storage Volume of the practice. Include the permanent pool and any volume used for providing extended detention. Swale Filter Strip Forebay (10% WQv) Deep Sump Catch Basins Proprietary NoYes NoYes NoYes Yes No NoYes NoYes NoYes NoYes NoYes NoYes Page 2 of 2 1S PRE-development 3S POST-development 6S PRE- Qp25 Subdivision Subcatchment 7S POST- Qp25 Subdivision Subcatchment WHOLE 8S WQv Calcs 2P Gravel Wetland 3P Forebay Sizing Routing Diagram for WGM Associates Prepared by Civil Engineering Associates, Inc., Printed 5/3/2024 HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 2HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 8.461 80 >75% Grass cover, Good, HSG D (1S, 3S, 6S, 7S, 8S) 0.720 98 Impervious (7S) 1.799 98 Non Permit Ex. Impervious (1S, 3S, 8S) 0.061 98 Paths (6S) 1.054 98 Proposed Impervious, HSG D (3S, 8S) 0.366 98 Roadway and Driveways (6S) 0.033 98 Rooftops (6S) 12.494 86 TOTAL AREA WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 3HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 9.514 HSG D 1S, 3S, 6S, 7S, 8S 2.979 Other 1S, 3S, 6S, 7S, 8S 12.494 TOTAL AREA WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 4HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 8.461 0.000 8.461 >75% Grass cover, Good 1S, 3S, 6S, 7S, 8S 0.000 0.000 0.000 0.000 0.720 0.720 Impervious 7S 0.000 0.000 0.000 0.000 1.799 1.799 Non Permit Ex. Impervious 1S, 3S, 8S 0.000 0.000 0.000 0.000 0.061 0.061 Paths 6S 0.000 0.000 0.000 1.054 0.000 1.054 Proposed Impervious 3S, 8S 0.000 0.000 0.000 0.000 0.366 0.366 Roadway and Driveways 6S 0.000 0.000 0.000 0.000 0.033 0.033 Rooftops 6S 0.000 0.000 0.000 9.514 2.979 12.494 TOTAL AREA WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 5HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 2P 420.50 412.50 160.0 0.0500 0.013 12.0 0.0 0.0 2 2P 421.90 420.70 10.0 0.1200 0.010 10.0 0.0 0.0 Type II 24-hr 1-Year Rainfall=1.91"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 6HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Time span=1.00-48.00 hrs, dt=0.05 hrs, 941 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=126,567 sf 20.64% Impervious Runoff Depth=0.75"Subcatchment 1S: PRE-development Flow Length=722' Slope=0.0650 '/' Tc=8.4 min CN=WQ Runoff=3.24 cfs 0.182 af Runoff Area=126,567 sf 38.77% Impervious Runoff Depth=0.96"Subcatchment 3S: POST-development Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ Runoff=4.22 cfs 0.234 af Runoff Area=63,610 sf 31.52% Impervious Runoff Depth=0.88"Subcatchment 6S: PRE- Qp25 Subdivision Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ Runoff=2.07 cfs 0.107 af Runoff Area=100,910 sf 31.06% Impervious Runoff Depth=0.87"Subcatchment 7S: POST- Qp25 Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ Runoff=3.26 cfs 0.169 af Runoff Area=126,567 sf 38.77% Impervious Runoff Depth=0.96"Subcatchment 8S: WQv Calcs Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ Runoff=4.22 cfs 0.234 af Peak Elev=420.50' Storage=449 cf Inflow=0.00 cfs 0.000 afPond 2P: Gravel Wetland Outflow=0.00 cfs 0.000 af Peak Elev=0.00' Storage=0 cfPond 3P: Forebay Sizing Total Runoff Area = 12.494 ac Runoff Volume = 0.925 af Average Runoff Depth = 0.89" 67.72% Pervious = 8.461 ac 32.28% Impervious = 4.033 ac Type II 24-hr 1-Year Rainfall=1.91"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 7HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-development Runoff = 3.24 cfs @ 12.00 hrs, Volume= 0.182 af, Depth= 0.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=1.91" Area (sf) CN Description 100,442 80 >75% Grass cover, Good, HSG D * 26,125 98 Non Permit Ex. Impervious 126,567 Weighted Average 100,442 79.36% Pervious Area 26,125 20.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 722 0.0650 1.43 Lag/CN Method, Subcatchment 1S: PRE-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 1-Year Rainfall=1.91" Runoff Area=126,567 sf Runoff Volume=0.182 af Runoff Depth=0.75" Flow Length=722' Slope=0.0650 '/' Tc=8.4 min CN=WQ 3.24 cfs Type II 24-hr 1-Year Rainfall=1.91"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 8HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: POST-development Runoff = 4.22 cfs @ 11.99 hrs, Volume= 0.234 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=1.91" Area (sf) CN Description * 77,492 80 >75% Grass cover, Good, HSG D * 22,950 98 Proposed Impervious, HSG D * 26,125 98 Non Permit Ex. Impervious 126,567 Weighted Average 77,492 61.23% Pervious Area 49,075 38.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 722 0.0650 1.59 Lag/CN Method, Subcatchment 3S: POST-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 1-Year Rainfall=1.91" Runoff Area=126,567 sf Runoff Volume=0.234 af Runoff Depth=0.96" Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ 4.22 cfs Type II 24-hr 1-Year Rainfall=1.91"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 9HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PRE- Qp25 Subdivision Subcatchment [49] Hint: Tc<2dt may require smaller dt Runoff = 2.07 cfs @ 11.96 hrs, Volume= 0.107 af, Depth= 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=1.91" Area (sf) CN Description * 2,650 98 Paths * 1,450 98 Rooftops * 15,950 98 Roadway and Driveways 43,560 80 >75% Grass cover, Good, HSG D 63,610 Weighted Average 43,560 68.48% Pervious Area 20,050 31.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 385 0.0500 1.18 Lag/CN Method, Subcatchment 6S: PRE- Qp25 Subdivision Subcatchment Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 2 1 0 Type II 24-hr 1-Year Rainfall=1.91" Runoff Area=63,610 sf Runoff Volume=0.107 af Runoff Depth=0.88" Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ 2.07 cfs Type II 24-hr 1-Year Rainfall=1.91"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 10HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST- Qp25 Subdivision Subcatchment WHOLE [49] Hint: Tc<2dt may require smaller dt Runoff = 3.26 cfs @ 11.96 hrs, Volume= 0.169 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=1.91" Area (sf) CN Description 69,565 80 >75% Grass cover, Good, HSG D * 31,345 98 Impervious 100,910 Weighted Average 69,565 68.94% Pervious Area 31,345 31.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 385 0.0500 1.18 Lag/CN Method, Subcatchment 7S: POST- Qp25 Subdivision Subcatchment WHOLE Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 1-Year Rainfall=1.91" Runoff Area=100,910 sf Runoff Volume=0.169 af Runoff Depth=0.87" Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ 3.26 cfs Type II 24-hr 1-Year Rainfall=1.91"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 11HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: WQv Calcs Runoff = 4.22 cfs @ 11.99 hrs, Volume= 0.234 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-Year Rainfall=1.91" Area (sf) CN Description * 77,492 80 >75% Grass cover, Good, HSG D * 22,950 98 Proposed Impervious, HSG D * 26,125 98 Non Permit Ex. Impervious 126,567 Weighted Average 77,492 61.23% Pervious Area 49,075 38.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 722 0.0650 1.59 Lag/CN Method, Subcatchment 8S: WQv Calcs Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 1-Year Rainfall=1.91" Runoff Area=126,567 sf Runoff Volume=0.234 af Runoff Depth=0.96" Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ 4.22 cfs Type II 24-hr 1-Year Rainfall=1.91"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 12HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Gravel Wetland Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 420.50' Surf.Area= 482 sf Storage= 449 cf Peak Elev= 420.50' @ 1.00 hrs Surf.Area= 482 sf Storage= 449 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 418.00' 3,385 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 418.00 482 0.0 0 0 420.33 482 40.0 449 449 421.00 482 0.0 0 449 422.00 752 100.0 617 1,066 423.00 1,080 100.0 916 1,982 424.00 1,725 100.0 1,403 3,385 Device Routing Invert Outlet Devices #1 Primary 420.50'12.0" Round Culvert L= 160.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 420.50' / 412.50' S= 0.0500 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 418.20'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 421.90'10.0" Round Culvert L= 10.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 421.90' / 420.70' S= 0.1200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.55 sf #4 Device 1 423.10'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=420.50' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 1-Year Rainfall=1.91"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 13HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Pond 2P: Gravel Wetland Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Peak Elev=420.50' Storage=449 cf 0.00 cfs 0.00 cfs Type II 24-hr 1-Year Rainfall=1.91"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 14HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: Forebay Sizing [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 421.00' 139 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 421.00 11 0 0 422.00 63 37 37 423.00 140 102 139 Type II 24-hr 10-Year Rainfall=3.26"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 15HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Time span=1.00-48.00 hrs, dt=0.05 hrs, 941 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=126,567 sf 20.64% Impervious Runoff Depth=1.77"Subcatchment 1S: PRE-development Flow Length=722' Slope=0.0650 '/' Tc=8.4 min CN=WQ Runoff=7.91 cfs 0.430 af Runoff Area=126,567 sf 38.77% Impervious Runoff Depth=2.06"Subcatchment 3S: POST-development Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ Runoff=9.13 cfs 0.499 af Runoff Area=63,610 sf 31.52% Impervious Runoff Depth=1.95"Subcatchment 6S: PRE- Qp25 Subdivision Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ Runoff=4.67 cfs 0.237 af Runoff Area=100,910 sf 31.06% Impervious Runoff Depth=1.94"Subcatchment 7S: POST- Qp25 Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ Runoff=7.38 cfs 0.374 af Runoff Area=126,567 sf 38.77% Impervious Runoff Depth=2.06"Subcatchment 8S: WQv Calcs Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ Runoff=9.13 cfs 0.499 af Peak Elev=420.50' Storage=449 cf Inflow=0.00 cfs 0.000 afPond 2P: Gravel Wetland Outflow=0.00 cfs 0.000 af Peak Elev=0.00' Storage=0 cfPond 3P: Forebay Sizing Total Runoff Area = 12.494 ac Runoff Volume = 2.038 af Average Runoff Depth = 1.96" 67.72% Pervious = 8.461 ac 32.28% Impervious = 4.033 ac Type II 24-hr 10-Year Rainfall=3.26"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 16HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-development Runoff = 7.91 cfs @ 12.00 hrs, Volume= 0.430 af, Depth= 1.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=3.26" Area (sf) CN Description 100,442 80 >75% Grass cover, Good, HSG D * 26,125 98 Non Permit Ex. Impervious 126,567 Weighted Average 100,442 79.36% Pervious Area 26,125 20.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 722 0.0650 1.43 Lag/CN Method, Subcatchment 1S: PRE-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.26" Runoff Area=126,567 sf Runoff Volume=0.430 af Runoff Depth=1.77" Flow Length=722' Slope=0.0650 '/' Tc=8.4 min CN=WQ 7.91 cfs Type II 24-hr 10-Year Rainfall=3.26"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 17HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: POST-development Runoff = 9.13 cfs @ 11.99 hrs, Volume= 0.499 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=3.26" Area (sf) CN Description * 77,492 80 >75% Grass cover, Good, HSG D * 22,950 98 Proposed Impervious, HSG D * 26,125 98 Non Permit Ex. Impervious 126,567 Weighted Average 77,492 61.23% Pervious Area 49,075 38.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 722 0.0650 1.59 Lag/CN Method, Subcatchment 3S: POST-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.26" Runoff Area=126,567 sf Runoff Volume=0.499 af Runoff Depth=2.06" Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ 9.13 cfs Type II 24-hr 10-Year Rainfall=3.26"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 18HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PRE- Qp25 Subdivision Subcatchment [49] Hint: Tc<2dt may require smaller dt Runoff = 4.67 cfs @ 11.96 hrs, Volume= 0.237 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=3.26" Area (sf) CN Description * 2,650 98 Paths * 1,450 98 Rooftops * 15,950 98 Roadway and Driveways 43,560 80 >75% Grass cover, Good, HSG D 63,610 Weighted Average 43,560 68.48% Pervious Area 20,050 31.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 385 0.0500 1.18 Lag/CN Method, Subcatchment 6S: PRE- Qp25 Subdivision Subcatchment Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.26" Runoff Area=63,610 sf Runoff Volume=0.237 af Runoff Depth=1.95" Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ 4.67 cfs Type II 24-hr 10-Year Rainfall=3.26"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 19HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST- Qp25 Subdivision Subcatchment WHOLE [49] Hint: Tc<2dt may require smaller dt Runoff = 7.38 cfs @ 11.96 hrs, Volume= 0.374 af, Depth= 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=3.26" Area (sf) CN Description 69,565 80 >75% Grass cover, Good, HSG D * 31,345 98 Impervious 100,910 Weighted Average 69,565 68.94% Pervious Area 31,345 31.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 385 0.0500 1.18 Lag/CN Method, Subcatchment 7S: POST- Qp25 Subdivision Subcatchment WHOLE Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.26" Runoff Area=100,910 sf Runoff Volume=0.374 af Runoff Depth=1.94" Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ 7.38 cfs Type II 24-hr 10-Year Rainfall=3.26"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 20HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: WQv Calcs Runoff = 9.13 cfs @ 11.99 hrs, Volume= 0.499 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=3.26" Area (sf) CN Description * 77,492 80 >75% Grass cover, Good, HSG D * 22,950 98 Proposed Impervious, HSG D * 26,125 98 Non Permit Ex. Impervious 126,567 Weighted Average 77,492 61.23% Pervious Area 49,075 38.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 722 0.0650 1.59 Lag/CN Method, Subcatchment 8S: WQv Calcs Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.26" Runoff Area=126,567 sf Runoff Volume=0.499 af Runoff Depth=2.06" Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ 9.13 cfs Type II 24-hr 10-Year Rainfall=3.26"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 21HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Gravel Wetland Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 420.50' Surf.Area= 482 sf Storage= 449 cf Peak Elev= 420.50' @ 1.00 hrs Surf.Area= 482 sf Storage= 449 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 418.00' 3,385 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 418.00 482 0.0 0 0 420.33 482 40.0 449 449 421.00 482 0.0 0 449 422.00 752 100.0 617 1,066 423.00 1,080 100.0 916 1,982 424.00 1,725 100.0 1,403 3,385 Device Routing Invert Outlet Devices #1 Primary 420.50'12.0" Round Culvert L= 160.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 420.50' / 412.50' S= 0.0500 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 418.20'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 421.90'10.0" Round Culvert L= 10.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 421.90' / 420.70' S= 0.1200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.55 sf #4 Device 1 423.10'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=420.50' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10-Year Rainfall=3.26"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 22HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Pond 2P: Gravel Wetland Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Peak Elev=420.50' Storage=449 cf 0.00 cfs 0.00 cfs Type II 24-hr 10-Year Rainfall=3.26"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 23HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: Forebay Sizing [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 421.00' 139 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 421.00 11 0 0 422.00 63 37 37 423.00 140 102 139 Type II 24-hr WQv Rainfall=1.00"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 24HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Time span=1.00-48.00 hrs, dt=0.05 hrs, 941 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=126,567 sf 20.64% Impervious Runoff Depth=0.23"Subcatchment 1S: PRE-development Flow Length=722' Slope=0.0650 '/' Tc=8.4 min CN=WQ Runoff=0.83 cfs 0.056 af Runoff Area=126,567 sf 38.77% Impervious Runoff Depth=0.36"Subcatchment 3S: POST-development Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ Runoff=1.47 cfs 0.087 af Runoff Area=63,610 sf 31.52% Impervious Runoff Depth=0.31"Subcatchment 6S: PRE- Qp25 Subdivision Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ Runoff=0.65 cfs 0.037 af Runoff Area=100,910 sf 31.06% Impervious Runoff Depth=0.30"Subcatchment 7S: POST- Qp25 Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ Runoff=1.01 cfs 0.059 af Runoff Area=126,567 sf 38.77% Impervious Runoff Depth=0.36"Subcatchment 8S: WQv Calcs Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ Runoff=1.47 cfs 0.087 af Peak Elev=420.50' Storage=449 cf Inflow=0.00 cfs 0.000 afPond 2P: Gravel Wetland Outflow=0.00 cfs 0.000 af Peak Elev=0.00' Storage=0 cfPond 3P: Forebay Sizing Total Runoff Area = 12.494 ac Runoff Volume = 0.325 af Average Runoff Depth = 0.31" 67.72% Pervious = 8.461 ac 32.28% Impervious = 4.033 ac Type II 24-hr WQv Rainfall=1.00"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 25HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-development Runoff = 0.83 cfs @ 12.01 hrs, Volume= 0.056 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQv Rainfall=1.00" Area (sf) CN Description 100,442 80 >75% Grass cover, Good, HSG D * 26,125 98 Non Permit Ex. Impervious 126,567 Weighted Average 100,442 79.36% Pervious Area 26,125 20.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 722 0.0650 1.43 Lag/CN Method, Subcatchment 1S: PRE-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=126,567 sf Runoff Volume=0.056 af Runoff Depth=0.23" Flow Length=722' Slope=0.0650 '/' Tc=8.4 min CN=WQ 0.83 cfs Type II 24-hr WQv Rainfall=1.00"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 26HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: POST-development Runoff = 1.47 cfs @ 11.99 hrs, Volume= 0.087 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQv Rainfall=1.00" Area (sf) CN Description * 77,492 80 >75% Grass cover, Good, HSG D * 22,950 98 Proposed Impervious, HSG D * 26,125 98 Non Permit Ex. Impervious 126,567 Weighted Average 77,492 61.23% Pervious Area 49,075 38.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 722 0.0650 1.59 Lag/CN Method, Subcatchment 3S: POST-development Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=126,567 sf Runoff Volume=0.087 af Runoff Depth=0.36" Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ 1.47 cfs Type II 24-hr WQv Rainfall=1.00"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 27HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PRE- Qp25 Subdivision Subcatchment [49] Hint: Tc<2dt may require smaller dt Runoff = 0.65 cfs @ 11.97 hrs, Volume= 0.037 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQv Rainfall=1.00" Area (sf) CN Description * 2,650 98 Paths * 1,450 98 Rooftops * 15,950 98 Roadway and Driveways 43,560 80 >75% Grass cover, Good, HSG D 63,610 Weighted Average 43,560 68.48% Pervious Area 20,050 31.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 385 0.0500 1.18 Lag/CN Method, Subcatchment 6S: PRE- Qp25 Subdivision Subcatchment Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 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 II 24-hr WQv Rainfall=1.00" Runoff Area=63,610 sf Runoff Volume=0.037 af Runoff Depth=0.31" Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ 0.65 cfs Type II 24-hr WQv Rainfall=1.00"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 28HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: POST- Qp25 Subdivision Subcatchment WHOLE [49] Hint: Tc<2dt may require smaller dt Runoff = 1.01 cfs @ 11.97 hrs, Volume= 0.059 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQv Rainfall=1.00" Area (sf) CN Description 69,565 80 >75% Grass cover, Good, HSG D * 31,345 98 Impervious 100,910 Weighted Average 69,565 68.94% Pervious Area 31,345 31.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 385 0.0500 1.18 Lag/CN Method, Subcatchment 7S: POST- Qp25 Subdivision Subcatchment WHOLE Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=100,910 sf Runoff Volume=0.059 af Runoff Depth=0.30" Flow Length=385' Slope=0.0500 '/' Tc=5.4 min CN=WQ 1.01 cfs Type II 24-hr WQv Rainfall=1.00"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 29HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: WQv Calcs Runoff = 1.47 cfs @ 11.99 hrs, Volume= 0.087 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQv Rainfall=1.00" Area (sf) CN Description * 77,492 80 >75% Grass cover, Good, HSG D * 22,950 98 Proposed Impervious, HSG D * 26,125 98 Non Permit Ex. Impervious 126,567 Weighted Average 77,492 61.23% Pervious Area 49,075 38.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 722 0.0650 1.59 Lag/CN Method, Subcatchment 8S: WQv Calcs Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Type II 24-hr WQv Rainfall=1.00" Runoff Area=126,567 sf Runoff Volume=0.087 af Runoff Depth=0.36" Flow Length=722' Slope=0.0650 '/' Tc=7.6 min CN=WQ 1.47 cfs Type II 24-hr WQv Rainfall=1.00"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 30HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Gravel Wetland Inflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 420.50' Surf.Area= 482 sf Storage= 449 cf Peak Elev= 420.50' @ 1.00 hrs Surf.Area= 482 sf Storage= 449 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 418.00' 3,385 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 418.00 482 0.0 0 0 420.33 482 40.0 449 449 421.00 482 0.0 0 449 422.00 752 100.0 617 1,066 423.00 1,080 100.0 916 1,982 424.00 1,725 100.0 1,403 3,385 Device Routing Invert Outlet Devices #1 Primary 420.50'12.0" Round Culvert L= 160.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 420.50' / 412.50' S= 0.0500 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 418.20'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 421.90'10.0" Round Culvert L= 10.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 421.90' / 420.70' S= 0.1200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.55 sf #4 Device 1 423.10'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=420.50' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr WQv Rainfall=1.00"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 31HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Pond 2P: Gravel Wetland Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Peak Elev=420.50' Storage=449 cf 0.00 cfs 0.00 cfs Type II 24-hr WQv Rainfall=1.00"WGM Associates Printed 5/3/2024Prepared by Civil Engineering Associates, Inc. Page 32HydroCAD® 10.00-25 s/n 00787 © 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: Forebay Sizing [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 421.00' 139 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 421.00 11 0 0 422.00 63 37 37 423.00 140 102 139