Loading...
HomeMy WebLinkAboutSP-24-13 - Plans - Non-Record - 0039 Bowdoin StreetFIRST FLOOR0' - 0" HIGH ROOF22' - 0" LOW ROOF14' - 0" MEZZANINE12' - 0" METL SPAN SLATE GRAY METL SPAN TERRACOTTA METL SPAN COPPER METALLIC FIRST FLOOR0' - 0" HIGH ROOF22' - 0" LOW ROOF14' - 0" MEZZANINE12' - 0" METL SPAN TERRACOTTA KAWNEER SUN SHADES METL SPAN SLATE GRAY METAL SPAN COPPER METALLIC FIRST FLOOR0' - 0" HIGH ROOF22' - 0" MEZZANINE12' - 0" METL SPAN SLATE GRAY METL SPAN TERRACOTTA FIRST FLOOR0' - 0" HIGH ROOF22' - 0" LOW ROOF14' - 0" MEZZANINE12' - 0" METL SPAN SLATE GRAY METL SPAN COPPER MAETALLIC pr o j e c t n a m e : sheet title: sheet no. scale: project no. checked by: drawn by: proj. date: sheet date: pr o j e c t a d d r e s s : P 8 0 2 . 8 7 9 . 5 1 5 3 7 C A R M I C H A E L S T . E S S E X J U N C T I O N , V T 0 5 4 5 2 SC O T T P A R T N E R S . C O M F 8 0 2 . 8 7 2 . 2 7 6 4 1/8" = 1'-0" 9/ 2 1 / 2 0 2 2 1 : 0 5 : 0 0 P M S: \ 1 - S + P - P r o j e c t s \ 1 - C O M M E R C I A L \ N e a g l e y - C h a s e O f f i c e s 2 0 2 2 \ D r a w i ng s \ R e v i t \ 2 0 2 2 . 0 9 . 2 1 _ N C C O f f i c e _ R 2 3 . r v t NE A G L E Y & C H A S E N E W OF F I C E S Project Number JBA JN Issue Date EXTERIORELEVATIONS A4.009/21/2022 ZONING DRAWINGS_NOT FORCONSTRUCTION En t e r a d d r e s s h e r e 09/21/2022 1/8" = 1'-0"1 North 1/8" = 1'-0"2 South 1/8" = 1'-0"3 East 1/8" = 1'-0"4 West No Date Revisions 1 RE F . UP RE F . 10 0 ' - 0 " 75' - 0" 125' - 0" 30 ' - 0 " 5' - 6 " 72 SF VESTIBULE 101 752 SF LOBBY 102 15' - 5 1/2"12' - 6"12' - 6"12' - 6"12' - 6"13' - 2 1/2"20' - 6" 234 SF PRESIDENT 105 234 SF CEO 106 234 SF VP 107 234 SF BD 108 237 SF ACCOUNTING 109 311 SF PE 110 142 SF PM5 111 142 SF PM4 112 142 SF PM3 113 142 SF PM2 114 142 SF PM1 115 163 SF EST 116 207 SF BID/EST 117 3091 SF SHOP 118 423 SF CONFERENCEROOM 119 5' - 0 " 7' - 0"252 SF STORAGE 120 62 SF BATHROOM 122 228 SF COPIER/PRINTER 123 40 SF IT 124 53 SF JC 125 156 SF KITCHEN 126 443 SF LOADING DOCK 127 MEZZANINE ABOVE EXIT EXIT 302 SF OFFICE MAN. RECEPTION 128 DISPLAY-GALLERY 52 SF BATHROOM 121 6' - 6"6' - 0 " 16 ' - 0 " 141 SF EST 132 8' - 1 0 " 6' - 7 " 6' - 9 1/2"6' - 9 1/2" 47 SF BATHROOM 134 6' - 0 " 145 SF SMALL CONFERENCE ROOM 137 163 SF OFFICE 138 182 SF OFFICE 139 56 SF SHOP BATHROOM 140 PLOTTER WORK COUNTER STORAGE/MAIL 14 ' - 9 1 / 2 " 11' - 6"11' - 2 1/2"12' - 5 1/2" 5' - 1 " 9' - 6 " 9' - 6 " 9' - 6 " 9' - 6 " 9' - 6 " 9' - 6 " EXIT MIN. 1' - 6" CANOPY ABOVE LOADING DOCKS, LANDINGS, STAIRS AND WALKS - SEE CIVIL/STRUCTURAL SIDEWALK TO DRIVEWAY (PUBLIC WAY) METAL STAIRS, 7" RISERS CONC. FILLED PANS. MTL HANDRAIL BOTH SIDES. 26' - 6" PATIO SEE CIVIL 88 ' - 0 " 18 ' - 0 " 734 SF MECHANICALROOM 130 119 SF OFFICE 131 OPEN TO SHOP BELOW MEZZANINE 10 PERSON MAX (TOTAL OFFICE SPACE = 780 SF) 118 SF OFFICE 135505 SF OPEN OFFICE 136 42" HIGH GUARDRAIL WITH 4' REMOVABLE SECTION. pr o j e c t n a m e : sheet title: sheet no. scale: project no. checked by: drawn by: proj. date: sheet date: pr o j e c t a d d r e s s : P 8 0 2 . 8 7 9 . 5 1 5 3 7 C A R M I C H A E L S T . E S S E X J U N C T I O N , V T 0 5 4 5 2 SC O T T P A R T N E R S . C O M F 8 0 2 . 8 7 2 . 2 7 6 4 1/8" = 1'-0" 9/ 2 1 / 2 0 2 2 1 : 0 4 : 4 6 P M S: \ 1 - S + P - P r o j e c t s \ 1 - C O M M E R C I A L \ N e a g l e y - C h a s e O f f i c e s 2 0 2 2 \ D r a w i ng s \ R e v i t \ 2 0 2 2 . 0 9 . 2 1 _ N C C O f f i c e _ R 2 3 . r v t NE A G L E Y & C H A S E N E W OF F I C E S Project Number JBA JN Issue Date PROPOSED PLAN A2.009/21/2022 ZONING DRAWINGS_NOT FORCONSTRUCTION En t e r a d d r e s s h e r e 09/21/2022 1/8" = 1'-0"1 FIRST FLOOR PROPOSED PLAN 1/8" = 1'-0"2 MEZZANINE EXIT No Date Revisions 1 11-7-22 Added Bike Storage 7, 7 0 8 . 5 6 s q f t One long Term Bike Stage space and Locker. 1,673.18 sq ft 11,523.47 sq ft D R EXISTING HOUSE EXISTING GARAGE 390 388 386 390 390 390 396 397 399 393 392 391 390 391 391 391 395 395 391 393 394 389 387388 389 386 385 387 385 384 ME A D O W L A N D D R I V E FM 388 384 395 394 393 392 393 396 392 398 391 394 394 395 395 390 391392 393394395396397 356 355 35 0 360 347 346 346 357356 359 347348 350 351 353352 355 343 34 7 348 34 9 351 358 359 355 356 355 356 357 354 352 354 354 353 349 347 346 . 4 346 355 355 353 354 353 358 352 354 35 8 346 S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S D D D D D D D D D D D D D D D D n/f GRANDVIEW FARM, LLC n/f GPT PROPERTIES TRUST n/f CHASE PROPERTIES n/f NEAGLEY & CHASE CONSTRUCTION n/f NORTHEAST TERRITORIES, INC. n/f GREENFIELD CAPITOL, LLC n/f MEADOWLANDS BUSINESS COMPLEX CONDOMINIUMS, LLC n/f GREENFIELD CAPITOL, LLC n/f SBRC PROPERTIES, LLC n/f BURLINGTON PROPERTIES LIMITED PARTNERSHIP n/f THE ROCK OF GREATER BURLINGTON INC. n/f SUPERTEMP REALTY, LLC n/f BURLINGTON PROPERTIES LIMITED PARTNERSHIP 1" = 150'C1.0 OVERALL SITE PLAN 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. 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. 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 PROJECT LOCATION DSM DSM SAL 19145 APR. 7, 2022 A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 HI N E S B U R G R O A D M E A D O W L A N D D R MEADOWLAND DR. BO W D O I N S T . TH O M P S O N S T . RAN D A L L S T . KNOLL CIR. NEAGLEY & CHASE OFFICE BUILDING 9/21/22 DSM REVISED SITE LAYOUT P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 9 / 2 1 / 2 0 2 2 1 : 4 4 : 4 7 P M S S S S S S S S S S S S ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ST ST ST ST ST ST ST ST E E E S S S S S ET C ET C ET C ET C ET C ST S ET C ET C ET C ET C ET C ET C ST G G G G G G G G G G W W W W W W W W W W W W W W W W W W W W W W EX. HYDRANT W W W ST ST W 8" D.I. W 36' OF 8" D.I. WATER SERVICE W/ CAP & THRUST BLOCK S S S S S S W W W W W W W W W W W W W W W ST ST ST S S S S D D G G 15" HDPE 15" HDPE EX I S T I N G S T O R M W A T E R P O N D S S S S S S EX. CB RIM 341.3 INV. 338.6 (4" E) INV. 336.9 (18" N) EX. UTILITY CABINET (TYP.) 18" HDPE w/ F.E.S. INV. 335.8 18" HDPE G G G G G G G G G G G G G G G EX. CB RIM 347.7 EX. CB RIM 347.7 18" HDPE EX. 8" WATER SERVICE INV. UNKNOWN APPROX. LOCATION 8" PVC SEWER SERV. INV. UNKNOWN 8" D . I . W A T E R M A I N 10" D.I. WATER MAIN 76 ' X 3 ' X 6 ' C O N C R E T E B O X C U L V E R T 8" PVC 8" PVC 8" PVC EX. SMH RIM 346.3 INV. 335.5 (CL) EX. SMH RIM 340.3 INV. 332.6 (CL) SEWER SERV. 18 " H D P E B O W D O I N S T . MEADOWLAND DR. T H O M P S O N S T . APPROXIMATE LIMITS OF SOIL STOCKPILE 50' SETBACK 50 ' S E T B A C K 35' SETBACK 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 348347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 343 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 338 337 33 7 33 6 SIG N SPR I N G ? WET 8" OAK 8" OAK8" OAK 8" MAPLE 8" MAPLE 8" MAPLE (2) WATER DIG SAFE MARKINGS 4" SPRUCE 2" SPRUCE 2" SPRUCE 4" SPRUCE (3) 4" SPRUCE (2) 4" SPRUCE 4" SPRUCE 4" SPRUCE (3) 4" SPRUCE 4" SPRUCE 2" SPRUCE 2" SPRUCE CMF FLUCH 58" CRF FLUCH 58" CRF FLUSH(4) 6" FIR 2" FIR EX. CB RIM 341.4 INV. 339.3 (4" E) INV. 336.3 (18" E) INV. 336.3 (18" S) INV. 336.2 (18" NW) 34 0 33 8 33 9 34 9 345 346 339 341 4" LINDEN 4" LINDEN 4" LINDEN 4" LINDEN 4" LINDEN 2" SPRUCE 710.87' 715.19' 23 0 . 2 2 ' 23 0 . 5 1 ' LOT 7 3.96 AC. TREE REMOVAL (TYP.) 8" D . I . 2" LOCUST DSM DSM SAL 1" = 30' 19145 C1.1 EXISTING CONDITIONS SITE PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 89 116 NEAGLEY & CHASE OFFICE BUILDING APR. 7, 2022 6/27/22 DSM REVISED WETLAND DELINEATION P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 2 4 : 5 4 P M S S S S S S S S S S S ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ST ST ST ST ST ST ST ST E E E S S S S S ET C ET C ET C ET C ET C S T S S ET C ET C ET C ET C ET C ET C ET C ST ST ETC G G G G G G G G G G W W W W W W W W W W W W W W W W W W W W W W W W W ST ST ST ST W W 350 350 350 350 35 0 35 0 34 0 340340 340 ST ST S S S S S S W W W W W W W W W W W W W W W W W W ST ST ST ST E UT S S S S S S D G G G S S S S S S G G G G G G G G G G G G G G G BO W D O I N S T . MEADOWLAND DR. T H O M P S O N S T . 50' SETBACK 50 ' S E T B A C K 35' SETBACK PROPOSED BUILDING 11,317 SF F.F.E. 348.0 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 34 8347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 34 3 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 338 337 33 7 33 6 34 0 33 8 33 9 34 9 345 346 339 341 710.87' 715.19' 23 0 . 2 2 ' 23 0 . 5 1 ' LOT 7 3.96 AC. D D D D DSM DSM SAL 1" = 30' 19145 C2.0 PROPOSED CONDITIONS OVERALL SITE PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING APR. 7, 2022 6/8/22 DSM REVISED PER CITY COMMENTS 9/21/22 DSM REVISED SITE LAYOUT P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 9 / 2 1 / 2 0 2 2 1 : 4 3 : 1 2 P M S S S S S S S S S S S S S ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ST ST ST ST ST ST ST ST ST ST STST S T S ET C ET C ET C ET C ET C ET C ET C ET C S T ST ST W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S D G G G G G G G G G G G G G G G B O W D O I N S T . MEADOWLAND DR. 5 PROPOSED BUILDING 11,317 SF F.F.E. 348.0 PROPOSED SWALE 50' W E T L A N D B U F F E R EXISTING BIT. CONC. SHA R E D U S E P A T H EX I S T I N G 5 ' B I T . C O N C . S I D E W A L K 30.7' SETBACK (WAIVER OF 19.3') 40.1' SETBACK (WAIVER OF 9.9') 10" CONC. RETAINING WALL DUMPSTER ENCLOSURE 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 348 347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 343 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 338 337 33 7 T T 34 0 33 8 33 9 349 345 346 339 341 2' TAPERED CURB 6' TAPERED CURB 2' TAPERED CURB 30 ' 20' FIRE DEPT. CONNECTION 34 6 34 5 R T 3 4 8 348 349 34 7 34 7 34 8 34 9 3 4 9 34 7 LOT 7 3.96 AC. PROPOSED OUTDOOR STORAGE AREA - 6-7' HIGH CHAIN LINK FENCING WITH PLASTIC SLAT INSERTS AND DOUBLE GATE 612 BIKE RACK ACCESSIBLE PARKING SIGN 6' TAPERED CURB 6' TAPERED CURB (TYP.)22' 9' (T Y P . ) 18' (TYP.) 60' 60 ' NEW SEGMENTAL RETAINING WALL 2 0 ' 34 8 347 346 345 346 34 7 346 345 34 5 346 347 346 346 343 345 346 3 4 5 5' CONCRETE SIDEWALK (TYP.) 10 0 . 3 ' SNOW STORAGE SNOW STORAGE SNOW STORAGE BOLLARD BOLLARD 347 PATIO DSM DSM SAL 1" = 20' 19145 C2.1 PROPOSED SITE IMPROVEMENTS PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING APR. 7, 2022 6/8/22 DSM REVISED PER CITY COMMENTS 9/21/22 DSM REVISED SITE LAYOUT 30% (MAX.)FRONT YARD COVERAGE ZONING DISTRICT: INDUSTRIAL OPEN SPACE DISTRICT DIMENSIONAL SUMMARY - 3.0 AC. REQ'D. LOT FRONTAGE LOT AREA PROPOSED 3.96 AC. BUILD. COVERAGE LOT COVERAGE 30% (MAX.) 50% (MAX.) 100.3' FRONT SETBACK SIDE SETBACK 50' 35' 35'REAR SETBACK N/A 17.6% 6.6% MEADOWLAND DRIVE 715' BOWDOIN STREET 253' MEADOWLAND DRIVE 11.9% BOWDOIN STREET 29.8% THOMPSON STREET 230' MEADOWLAND DRIVE 30.7' BOWDOIN STREET 40.1' THOMPSON STREET 545.5' P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 9 / 2 1 / 2 0 2 2 1 : 4 6 : 3 5 P M S S S S S S S S S S ST S S S S S S S SETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ST ST ST ST ST ST ST ST ST ST ST ST ST S T S ET C ET C ET C ET C ET C ET C ET C ET C ETC ST S T ST ST W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S S D S EX. CB RIM 341.3 INV. 338.6 (4" E) INV. 336.9 (18" N) 18" HDPE w/ F.E.S. INV. 335.8 G G G G G G G G G G G G G G G G G G G EX. CB RIM 347.7 EX. CB RIM 347.7 18" HDPE 18 " H D P E B O W D O I N S T . MEADOWLAND DR. PROPOSED BUILDING 11,317 SF F.F.E. 348.0 ROOF DRAIN CONNECTION INV. 342.2 50' W E T L A N D B U F F E R EXISTING BIT. CONC. SHA R E D U S E P A T H EX I S T I N G 5 ' B I T . C O N C . S I D E W A L K CB #5 RIM 343.9 INV. 341.9 (12" N) INV. 342.0 (8" S) 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 34 8 347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 343 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 338 337 33 7 33 6 8" OAK 8" OAK 8" OAK 8" MAPLE 8" MAPLE 4" SPRUCE 2" SPRUCE 2" SPRUCE 4" SPRUCE (3) 4" SPRUCE (2) 4" SPRUCE 4" SPRUCE 4" SPRUCE (3) 4" SPRUCE 4" SPRUCE 2" SPRUCE 2" SPRUCE (4) 6" FIR 2" FIR EX. CB RIM 341.4 INV. 339.3 (4" E) INV. 336.3 (18" E) INV. 336.3 (18" S) INV. 336.2 (18" NW) 8 L.F. - 8" HDPE (PLACE 2" RIGID INSULATION OVER PIPE) T T 34 0 33 8 33 9 349 345 346 339 341 4" LINDEN 4" LINDEN 4" LINDEN 4" LINDEN 2" SPRUCE + 347.9 34 4 . 0 + TC 347.7 BC 347.2 +34 6 34 5 R T 5.0% 3 4 8 348 349 34 7 34 7 34 8 34 9 3 4 9 34 7 LOT 7 3.96 AC. EX. CB RIM 351.8 INV. 346.2 (18" W) D D D ST D ST ETC ETC W W CB #1 RIM 343.9 INV. 339.0 (15" N) INV. 342.1 (12" NE) INV. 338.9 (18" E) INV. 338.8 (18" W) ST CB #3 RIM 344.2 INV. 340.8 (15" SE) CB #4 RIM 344.8 INV. 340.9 (12" E) INV. 340.8 (12" SW) DMH #3 RIM 347.0 INV. 341.7 (12" S) INV. 341.6 (12" W) DMH #2 RIM 345.9 INV. 340.5 (15" NE) INV. 340.5 (15" NW) INV. 340.9 (12" E) INV. 340.4 (15" S) DMH #1 RIM 346.8 INV. 340.4 (15" N) INV. 340.4 (12" W) INV. 340.3 (15" S) TREATMENT UNIT RIM 346.9 INV. 340.1 (15" N) INV. 339.5 (15" S)64 L.F. 15" HDPE 10 L.F. - 15" HDPE 13 L.F. 15" HDPE 21 L.F. 15" HDPE 9 L.F. 12" HDPE 87 L.F. 12" HDPE TC 348.6 BC 348.1 + + 347.96 + TC 347.5 BC 347.5 + 347.3 + 347.75 TC 347.9 BC 347.4 + + TC 346.4 BC 345.9 + TC 346.8 BC 346.3 348.7 + + 348.0+ 347.3 + TC 345.9 BC 345.4 TC 347.1 BC 346.6 + + 346.0 + 347.2 TC 347.4 BC 346.9 + + 347.2 347.5 + + TC 347.6 BC 347.1 TC 347.0 BC 346.5 + TC 346.5 BC 346.0 + + TC 345.1 BC 344.6 TC 345.9 BC 345.4 + + TC 346.0 BC 345.5 TC 346.4 BC 345.9 + + 346.6347.0 + + 347.2 346.0 +345.0 +346.0 +347.0 + 90 L.F. 12" HDPE CB #2 RIM 345.5 INV. 343.0 (12" SW) TC 347.2 BC 346.7 + 34 8 347 346 345 346 34 7 346 345 34 5 346 TC 345.5 BC 345.0 + TC 348.2 BC 347.7 + 347 346 346 T/WALL EL. 347.0 343 345 346 3 4 5 346.5 + 347.96 +347.7 + 347.45 + 347.5 + 347.6 + 347.75 ++ 347.6 + 347.0 346.8 + 347.3 + 348.9± +349.3 + 348.0 + + 344.5 TC 346.7 BC 346.7 + TC 346.8 BC 346.8 + + 346.3 TC 347.1 BC 346.6 + 347 G S DSM DSM SAL 1" = 20' 19145 C2.2 PROPOSED CONDITIONS GRADING & DRAINAGE PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING APR. 7, 2022 6/8/22 DSM REVISED PER CITY COMMENTS 9/21/22 DSM REVISED SITE LAYOUT 11/7/22 DSM REVISED SEWER SERVICE S S S S S S S S S S ST S S S S S S S SETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ST ST ST ST ST ST ST ST ST ST ST ST ST S T S ET C ET C ET C ET C ET C ET C ET C ET C ETC ST S T ST ST W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S S D S EX. CB RIM 341.3 INV. 338.6 (4" E) INV. 336.9 (18" N) 18" HDPE w/ F.E.S. INV. 335.8 G G G G G G G G G G G G G G G G G G G EX. CB RIM 347.7 EX. CB RIM 347.7 18" HDPE 18 " H D P E B O W D O I N S T . MEADOWLAND DR. PROPOSED BUILDING 11,317 SF F.F.E. 349.0 ROOF DRAIN CONNECTION INV. 343.7 50' W E T L A N D B U F F E R EXISTING BIT. CONC. SHA R E D U S E P A T H EX I S T I N G 5 ' B I T . C O N C . S I D E W A L K CB #5 (2'X2') RIM 344.9 INV. 343.65 (15" E) INV. 343.65 (12" N) INV. 343.65 (8" S) 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 34 8 347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 343 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 338 337 33 7 33 6 8" OAK 8" OAK 8" OAK 8" MAPLE 8" MAPLE 4" SPRUCE 2" SPRUCE 2" SPRUCE 4" SPRUCE (3) 4" SPRUCE (2) 4" SPRUCE 4" SPRUCE 4" SPRUCE (3) 4" SPRUCE 4" SPRUCE 2" SPRUCE 2" SPRUCE (4) 6" FIR 2" FIR EX. CB RIM 341.4 INV. 339.3 (4" E) INV. 336.3 (18" E) INV. 336.3 (18" S) INV. 336.2 (18" NW) 9 L.F. - 8" HDPE (PLACE 2" RIGID INSULATION OVER PIPE) T T 34 0 33 8 33 9 349 345 346 339 341 4" LINDEN 4" LINDEN 4" LINDEN 4" LINDEN 2" SPRUCE + TC 348.6 BC 348.1 +34 7 34 6 R T 5.0% 34 8 349 34 7 34 8 34 9 3 4 9 34 8 LOT 7 3.96 AC. EX. CB RIM 351.8 INV. 346.2 (18" W) DST ST ETC ETC CB #1 RIM 343.9 INV. 339.0 (18" N) INV. 338.9 (18" E) INV. 338.8 (18" W) CB #3 (2'x2') RIM 346.3 INV. 343.05 (15" NE) INV. 343.05 (15" S) CB #4 (2'x2') RIM 345.85 INV. 343.2 (15" E) INV. 343.2 (15" SW) DMH #4 RIM 348.0 INV. 343.6 (12" S) INV. 343.6 (15" W) 33 L.F. - 15" HDPE 11 L.F. - 12" HDPE 82 L.F. - 15" HDPE TC 349.6 BC 349.1 + + 348.96 + TC 348.5 BC 348.5 + 348.3 + 348.75 TC 348.9 BC 348.4 + + TC 347.4 BC 346.9 + TC 347.8 BC 347.3 349.7 + + 349.0+ 348.3 + TC 347.4 BC 346.9 TC 348.1 BC 347.6 + + 347.5 + 348.2 TC 348.4 BC 347.9 + + 348.2 348.5 + TC 348.0 BC 347.5 + TC 346.7 BC 346.2 + + TC 347.0 BC 346.5 TC 347.4 BC 346.9 + + 347.6348.0 + + 348.2 347.0 +346.0 +347.0 +348.0 + 55 L.F. - 12" HDPE YD #1 RIM 345.5 INV. 343.0 (12" W) TC 348.2 BC 347.7 + 34 9 348 347 34 8 345 34 4 TC 346.5 BC 346.0 + TC 349.2 BC 348.7 + 348 347 347 T/WALL EL. 348.0 344 346 346 34 6 347.8 + 348.96 +348.7 + 348.45 + 348.5 + 348.6 + 348.75 ++ 348.6 + 348.0 347.8 + 348.2 + 348.9± +349.3 + 348.5 + + 344.5 TC 347.7 BC 347.7 + TC 347.8 BC 347.8 + + 347.3 TC 348.1 BC 347.6 + G S STORM FILTER TREATMENT UNIT RIM 347.2 INV. 341.3 (6" N) w/ CAP & 1" ORIFICE @ INV. INV. 339.5 (6" E) 58 L.F. - 18" HDPE + 348.96 D D 10 L.F. - 18" HDPE D DMH #1 RIM 347.6 INV. 342.1 (18" N) INV. 342.0 (12" E) INV. 339.5 (6" NW) INV. 339.5 (18" S) DMH #2 RIM 348.2 TOP OF WEIR @ EL. 344.7 INV. 342.8 (15" N) INV. 342.8 (12" W) INV. 342.3 (18" S) 9 L.F. - 6" SDR 35 PVC UNDERDRAIN ST TC 347.0 BC 346.5 + D DMH #3 RIM 346.55 INV. 343.0 (15" N) INV. 342.9 (12" E) INV. 342.8 (24" S) 11 L.F. - 15" HDPE TC 347.8 BC 347.3 +347 347 348 34 8 9 L.F. - 6" HDPE W W + 348.4 348.0 +348.0 + 345.0 TC 348.6 BC 348.1 + ST ST CB #6 RIM 348.95 (M.E.G.) INV. 345.3 (12" W) 121 L.F. - 12" HDPE (S= 1 . 3 6 % ) CONDUCT TEST PITTING TO ENSURE THAT THERE IS ADEQUATE COVER TO PROVIDE 18" VERTICAL SEPARATION OF STORM & WATER PIPE. CENTER A FULL STORMWATER PIPE LENGTH OVER THE WATERMAIN. DSM DSM SAL 1" = 20' 19145 C2.2 PROPOSED CONDITIONS GRADING & DRAINAGE PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING APR. 7, 2022 6/8/22 DSM REVISED PER CITY COMMENTS 9/21/22 DSM REVISED SITE LAYOUT 11/7/22 DSM REVISED SEWER SERVICE 1/20/23 DSM REVISED GRADING & DRAINAGE 3/1/23 DSM REVISED GRADING & DRAINAGE 3/7/23 DSM REVISED GRADING & DRAINAGE P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 3 / 7 / 2 0 2 3 8 : 4 7 : 2 3 A M S S S S S S S S S S ST S S S S S S S SETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ST ST ST ST ST ST ST ST ST ST ST ST ST S T S ET C ET C ET C ET C ET C ET C ET C ET C ETC ST S T ST ST W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S S D S EX. UTILITY CABINET (TYP.) G G G G G G G G G G G G G G G G G G G EX. 8" WATER SERVICE INV. UNKNOWN APPROX. LOCATION 8" PVC SEWER SERV. INV. UNKNOWN 8" D . I . W A T E R M A I N 10" D.I. WATER MAIN 8" PVC 8" PVC EX. SMH RIM 346.3 INV. 335.5 (CL) EX. SMH RIM 340.3 INV. 332.6 (CL) B O W D O I N S T . MEADOWLAND DR. PROPOSED BUILDING 11,317 SF F.F.E. 348.0 50' W E T L A N D B U F F E R EXISTING BIT. CONC. SHA R E D U S E P A T H EX I S T I N G 5 ' B I T . C O N C . S I D E W A L K PROPOSED HYDRANT ASSEMBLY 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 34 8 347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 343 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 338 337 33 7 33 6 8" OAK 8" OAK 8" OAK 8" MAPLE 8" MAPLE (2) WATER DIG SAFE MARKINGS 4" SPRUCE 2" SPRUCE 2" SPRUCE 4" SPRUCE (3) 4" SPRUCE (2) 4" SPRUCE 4" SPRUCE 4" SPRUCE (3) 4" SPRUCE 4" SPRUCE 2" SPRUCE 2" SPRUCE (4) 6" FIR 2" FIR T T PROPOSED SPRINKLER ROOM ±6 8 L . F . - 6 " S D R 3 5 P V C (2 % M I N . S L O P E ) 115 L.F. - 8 " C 9 0 0 P V C 34 0 33 8 33 9 349 345 346 339 341 4" LINDEN 4" LINDEN 4" LINDEN 4" LINDEN 2" SPRUCE NEW GATE VALVE AND VALVE BOX 34 6 34 5 R T 3 4 8 348 349 34 7 34 7 34 8 34 9 3 4 9 34 7 LOT 7 3.96 AC. FIRE DEPARTMENT CONNECTION 98.7 ' 2" TYPE 'K' DOMESTIC SERVICE w/ 2" GATE VALVE & VALVE BOX 8" D . I . 6" CL 52 D.I.P. 8"x6" TEE PROPOSED ELEC., TEL. & CABLE SERVICE D D D ST D ST ETC ETC W W ST 34 8 347 346 345 346 34 7 346 345 34 5 346 347 346 346 343 345 346 3 4 5 347 CONTRACTOR SHALL CONFIRM EX. PIPE SIZE PRIOR TO CONNECTION G S WYE CONNECTION INV. 335.3± DSM DSM SAL 1" = 20' 19145 C2.3 PROPOSED CONDITIONS UTILITY PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING ALL WATER LINES AND APPURTENANCES SHALL BE INSTALLED IN ACCORDANCE WITH THE CHAMPLAIN WATER DISTRICT SPECIFICATIONS AND DETAILS FOR THE INSTALLATION OF WATER LINES AND APPURTENANCES, CURRENT EDITION, HENCEFORTH THE CWD SPECIFICATIONS. RECORD DRAWINGS PREPARED BY A VERMONT LICENSED PROFESSIONAL ENGINEER SHALL BE PROVIDED TO THE SOUTH BURLINGTON WATER DEPT. IN PDF AND AUTOCAD FORMAT. DRAWING SHALL INCLUDE TIES TO ALL GATE VALVES AND CURB STOPS TO SUB-METER ACCURACY. APR. 7, 2022 4/28/22 DSM REVISED PER CWD COMMENTS 6/8/22 DSM REVISED PER CITY COMMENTS 9/21/22 DSM REVISED SITE LAYOUT 11/7/22 DSM REVISED SEWER SERVICE S S S S S S S S S S S S ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ST ST ST ST ST ST ST ST ST ST STST S T S ET C ET C ET C ET C ET C ET C ET C S T ST W W W W W W W W W W W W W W W W W W W W W W W W W W W W S G G G G G G G G G G G G G B O W D O I N S T . MEADOWLAND DR. PROPOSED BUILDING 11,317 SF F.F.E. 348.0 EXISTING BIT. CONC. SHA R E D U S E P A T H EX I S T I N G 5 ' B I T . C O N C . S I D E W A L K 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 348 347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 343 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 33 7 8" OAK 8" OAK 8" OAK 8" MAPLE 8" MAPLE 2" SPRUCE (3) 4" SPRUCE (2) 4" SPRUCE 4" SPRUCE 4" SPRUCE (3) 4" SPRUCE 4" SPRUCE 2" SPRUCE 2" SPRUCE (4) 6" FIR 2" FIR T T 34 0 33 8 33 9 34 9 345 346 339 341 4" LINDEN 4" LINDEN 4" LINDEN 2" SPRUCE R T D D D D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.5 0.6 0.7 0.7 0.6 0.6 0.5 0.3 0.2 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.4 0.6 0.8 0.9 0.9 1.0 1.1 1.2 1.2 1.1 0.9 0.7 0.6 0.5 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.4 0.5 0.3 0.6 0.9 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.5 1.3 1.1 0.9 0.9 1.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.6 0.8 0.9 0.3 0.6 1.0 1.4 1.4 1.3 1.3 1.3 1.6 1.9 1.7 1.5 1.4 1.3 1.3 1.4 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.4 0.7 1.1 1.3 0.2 0.3 0.6 0.8 0.7 0.5 0.5 0.4 0.8 1.0 1.4 1.5 1.3 1.3 1.3 1.2 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.6 1.1 1.3 0.0 0.1 0.1 0.2 0.3 0.4 0.6 0.8 0.8 0.6 0.4 0.4 0.5 0.0 0.0 0.0 0.1 0.2 0.3 0.3 0.5 0.9 0.8 0.3 0.4 0.5 0.0 0.0 0.0 0.1 0.3 0.7 1.9 2.1 0.2 0.2 0.2 0.2 0.2 0.0 0.0 0.1 0.2 0.3 0.5 0.6 0.9 2.4 4.3 0.0 0.1 0.1 0.0 0.0 0.0 0.1 0.3 0.9 3.0 4.4 0.0 0.0 0.1 0.2 0.5 0.8 1.0 1.1 2.3 3.9 0.0 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.5 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.6 0.8 0.8 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.7 1.1 1.3 0.6 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 0.0 0.0 0.1 0.1 0.1 0.2 0.5 0.8 1.3 1.4 0.7 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.2 0.2 0.3 0.6 0.9 1.3 1.3 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.1 0.1 0.3 0.4 0.5 0.6 0.8 1.2 1.4 0.6 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.6 0.8 0.9 0.9 1.2 1.4 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 1.2 1.4 1.1 1.2 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 0.9 1.4 1.6 0.7 1.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 1.0 1.5 1.3 1.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.5 0.9 1.4 1.3 0.5 0.3 1.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.5 0.8 1.3 1.3 0.5 0.5 1.1 0.9 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.1 0.5 0.9 1.3 1.4 0.9 0.9 2.2 3.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.2 0.0 0.0 0.1 0.4 0.8 1.2 1.5 1.1 0.7 2.4 4.3 0.0 0.0 0.0 0.1 0.2 0.5 1.4 1.3 0.0 0.0 0.1 0.3 0.7 1.1 1.3 1.1 0.9 0.6 P1 P1 W1 W1 W1 P1 P1 DSM DSM SAL 1" = 20' 19145 C2.4 PROPOSED LIGHTING PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING APR. 7, 2022 LIGHTING LEVEL LEGEND LIGHTING CALCULATION SUMMARY LUMINAIRE SCHEDULE TYP SYMBOL DESCRIPTION LAMP LUMENS MOUNTING HEIGHT QTY W1 321W 2310 P1 HUBBLE OUTDOOR LIGHTING 4(1) RAR1-80L-50-4K7-4W-UNV-A-DB-NXSPW_F 50W 6245 WALL - 12.5' POLE - 22' HUBBLE OUTDOOR LIGHTING (1) SG1-20-4K7-FT-UNV-DB-PCU-CS 9/21/22 DSM REVISED SITE LAYOUT P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 9 / 2 1 / 2 0 2 2 1 : 4 2 : 3 3 P M S S S S S S S S S S S S S ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ST ST ST ST ST ST ST ST ST ST STS T S T S ET C ET C ET C ET C ET C ET C S T W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S G G G G G G G G G G G G G G G BO W D O I N S T . MEADOWLAND DR. S PROPOSED BUILDING 21,790 SF F.F.E. 348.0 EXISTING BIT. CONC. SHAR E D U S E P A T H EX I S T I N G 5 ' B I T . C O N C . S I D E W A L K ST ST 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 348 347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 34 3 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 338 337 33 7 8" OAK 8" OAK 8" OAK 8" MAPLE 8" MAPLE 8" MAPLE 2" SPRUCE 2" SPRUCE 4" SPRUCE 4" SPRUCE (3) 4" SPRUCE (4) 6" FIR 2" FIR T T 34 0 33 8 33 9 34 9 345 346 339 341 4" LINDEN 4" LINDEN 4" LINDEN 2" SPRUCE W W 34 6 34 5 R T 34 5 346 347 347 345 3 4 8 348 3 4 7 3 4 8 347 346344 344 345 347 346 346 345 348 349 34 7 34 7 34 8 34 9 3 4 9 34 7 ETC D D D DD D D ST ST BN MS BN MS BN MS BN 3 PG 3 PG 3 AF 4 PG 4 AF 7 AF3 SR 59 RA 30 SM 75 HH & 75 NW 50 KF 7 CS 7 CS ENTRY/SIGN PANTING BED T.B.D. SNOW STORAGE SNOW STORAGE SNOW STORAGE SN O W ST O R A G E DSM DSM SAL 1" = 20' 19145 C2.5 APR. 7, 2022 PROPOSED LANDSCAPING PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING KEY QUANTITY TYPE SIZE TREES AF 14 Acer freemanil 'Autumn Blaze'3" caliper SR 3 Syringa Reticulata ' Ivory Silk'2.5" caliper BN 5 Betula nigra ' Heritage'2.5" caliper MS 3 Malus ' Spring Snow'2.5" caliper PG 10 Picea glauca 2.5" caliper PLANT SCHEDULE KEY QUANTITY TYPE SIZE SHRUBS CS 14 Cornus S. 'Artic Fire'5 gallon RA 59 Rhus aromatica 'Glow-Low'3 gallon SM 30 Syringa meyeri 'Palibin'24-30" KEY QUANTITY TYPE SIZE PERENNIALS & ORNAMENTALS HH 75 Hemerocallis 'Happy Returns'1 gallon NW 75 Nepeta 'Walkers Low'1 gallon KF 50 Calamagrostis 'Karl Foerster'3 gallon 6/8/22 DSM REVISED PER CITY COMMENTS P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 6 / 8 / 2 0 2 2 1 : 0 4 : 2 5 P M ST ST ST ST ST ST ST ST ST ST ST ST ST ST S T ST S T ST ST S S D G G G G G G G G G G G G G G G G G G G PROPOSED BUILDING 11,317 SF F.F.E. 348.0 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 34 8 347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 343 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 338 337 33 7 33 6 T T 34 0 33 8 33 9 349 345 346 339 341 34 6 34 5 R T 3 4 8 348 349 34 7 34 7 34 8 34 9 3 4 9 34 7 LOT 7 3.96 AC. D D D ST D ST ETC ETC ST 34 8 347 346 345 346 34 7 346 345 34 5 346 347 346 346 343 345 346 3 4 5 TEMPORARY CONSTRUCTION ENTRANCE OR SWEEP STREET ON DAILY BASIS INLET PROTECTION (TYP. OF 5 PLACES) PREVENT CONSTRUCTION FLOWS FROM ENTERING THE INFILTRATION SYSTEM DURING CONSTRUCTION TEMPORARY TREE PROTECTION (TYP.) TEMPORARY CONSTRUCTION ENTRANCE OR SWEEP STREET ON DAILY BASIS PLACE 4" TOPSOIL. SEED, FERTILIZE AND EROSION CONTROL MATTING ON ALL DISTURBED SURFACES (TYP.) INSTALL STONE CHECK DAMS AT 100' INTERVAL ORANGE CONSTRUCTION LIMITS TAPE (TYP.) ORANGE CONSTRUCTION LIMITS TAPE (TYP.) PLACE 4" TOPSOIL. SEED, FERTILIZE AND EROSION CONTROL MATTING ON ALL DISTURBED SURFACES (TYP.) INSTALL SILT FENCE WITH J-HOOKS (TYP.) INSTALL SILT FENCE WITH J-HOOKS (TYP.) 347 G S DSM DSM SAL 1" = 20' 19145 C3.0 EPSC PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING APR. 7, 2022 6/8/22 DSM REVISED PER CITY COMMENTS 9/21/22 DSM REVISED SITE LAYOUT 11/7/22 DSM REVISED SEWER SERVICE DSM DSM SAL AS SHOWN 19145 C3.1 EPSC NARRATIVE A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT Introduction This project is subject to the terms and conditions of the authorization from the State of Vermont to discharge construction related storm water runoff. Coverage under the State Construction General Permit 3-9020 is required for any construction activity that disturbs 1 or more acres of land, or is part of a larger development plan that will disturb 1 or more acres. This project is subject to a moderate risk authorization in coordination with the activities located on Lot 7 - OnLogic. This project requires an Individual Permit which is subject to the erosion prevention and sediment control (EPSC) standards set for in the State of Vermont's Standards and Specifications for Erosion Prevention and Sediment Control The following narrative and implementation requirements represent the minimum standard for which this site is required to be maintained as regulated by the State of Vermont. Any best management practices (BMP's) depicted on the project's EPSC Site plan which go beyond the Handbook requirements are considered to be integral to the management of the site and represent components of the municipal EPSC approval for the project which shall be implemented. The EPSC plan depicts one snap shot in time of the site. All construction sites are fluid in their day to day exposures and risks as it relates to minimizing sediment loss from the site. It is the responsibility of the Contractor to implement the necessary BMP's to comply with the Erosion Prevention and Sediment Control Field Guide standards outlined on this sheet based on the interim site disturbance conditions which may or may not be shown on the EPSC Site Plan. This project is authorized to disturb up to 1.75 acres 1. Pre-Construction Planning Planning your construction project can help you avoid costly mistakes in controlling erosion and sediment loss to nearby waterways. Follow the steps below before you begin clearing, grading, and excavation work. If your project is one acre or larger, you will need a construction stormwater permit from the Vermont Department of Environmental Conservation (VT DEC) Stormwater Section (802-828-1535, or see dec.vermont.gov/watershed/stormwater) Assess soils and slopes on the construction site The erosion potential on your construction site depends in part on the soil type and slope steepness at your site. See the table below. Note: there are other factors that contribute to erosion, such as slope length and rainfall intensity and duration. Also, even though there may be low potential for erosion, there can be a high risk to water quality when the soil disturbance is close to water resources Identify nearby streams and drainage control points Walk over the site and find where ditches or other concentrated flows leave the site. These are the final sediment control points. Sediment traps or basins should be installed just above these control points. Your site may drain to an underground storm sewer system. In this case, the storm drain inlets that drain runoff from your site are the control points and must be protected (see Section 7). These are also the compliance points for any permits issued for the site. Install clean water diversions, sediment traps/ basins, grassed ditches, silt check dams, and sediment barriers such as silt fences before clearing and excavation work begins! Preserve existing vegetation wherever possible Only dig or grade where necessary. Existing trees, bushes, and grass help keep erosion to a minimum. Protect large trees by marking off a no-dig root protection zone that is twice as large as the outer perimeter of the branches. Plan your project to limit the amount of bare soil area exposed to the weather, and limit the amount of exposure time. Do not clear vegetation or excavate areas near streams, rivers, lakes, or wetlands without getting the required state and federal permits! Preserve vegetated buffers Preserve existing vegetation near waterways wherever possible. This vegetation is the last barrier to capture sediment runoff before it enters the lake, river, stream, or wetland. Where vegetation has been removed or where it is absent, plant native species of trees, shrubs, and grasses. Design projects to fit the natural topography Minimize clearing and grading to preserve mature vegetation and save money. Identify natural landscape features you want to keep, like large trees, wildflower areas, grasslands, streams, and wetlands. Plan ways to fit your project around these features, so they remain in place after construction is completed. Be sure to mark off these areas with colored ribbon or stakes and warn equipment operators of their location! Minimize impervious surfaces Keep the amount of roof area, parking lots, driveways, and roads to a minimum. Design these hard surfaces so that rain water they collect is directed onto landscaped or yard areas, not into ditches or streams. For example, design roads slightly higher than adjacent lawn areas, and use swales instead of curbs along roadways. Promote infiltration in project design Moving storm water runoff from hard surfaces to landscaped or yard areas helps runoff soak into the soil. This promotes groundwater recharge, filters sediment and other pollutants from runoff, and helps to prevent flooding. Develop an erosion and sediment control plan Develop a written site plan for your project that shows the drainage patterns and slopes, areas of disturbance (cuts/fills, grading), location of erosion and sediment controls, location of surface waters and wetlands, and the location of storm water drainage control points. Your site plan must be updated as conditions change at the site. Design specifications for erosion prevention and sediment control are included in the Vermont Standards and Specifications for Erosion Prevention and Sediment Control. This manual is available for download at: dec.vermont.gov/watershed/stormwater. 2. Construction Phase Operations Divide your construction site into natural drainage areas, so you can deal with each one individually. You will be controlling erosion on bare soil areas by applying seed, mulch, or sediment barriers, and minimizing the time bare soil is exposed to the weather. Control points for sediment in runoff will be at the curb inlets or in the ditches, channels, or sediment traps/basins installed where concentrated flow leaves the site. Install clean water diversions, sediment traps/ basins and stabilize drainage channels with grass, liners, and silt check dams before excavation, fill, or grading work begins (see Section 8). Install silt fences and other sediment barriers downhill from bare soil areas before clearing or excavation work begins (see Section 5). Phase your construction work to minimize exposed soil areas Excavate or place fill material at the site in stages, to avoid exposing large areas of bare soil to the elements. Projects should be cleared and graded as construction progresses. Check your EPSC Plan for your site's permitted disturbance area. Establish final grade quickly, then seed, mulch, or cover bare soil. If work will proceed over several weeks or months, apply temporary seeding or mulch until final grade work is completed. Seed and mulch as soon as possible and as per your permit requirements. Excavation and grading work should be done during dry weather if possible. Prepare for rainy weather by making sure sediment controls are in place and that all exposed areas are mulched. Install construction entrances and control dust Mud tracked onto roads is the number one complaint from citizens regarding construction site operations. Use a matrix of 1 to 4 inch stone for entrance/exit pads leading to roads. Pads should be at least 12 feet wide, 40 feet long, and 8 inches deep. Entrance pads shall not be narrower than the construction entrance. On residential properties, pads may be shorter than 40 feet, as long as they are the length of the driveway. Install filter fabric under the rock to keep it from sinking into the soil below. Rake rock with a grubbing attachment or add new rock if the pad fills with sediment. Control dust during hot, dry weather by seeding or mulching bare areas promptly or by wetting haul roads as needed. Dewatering operations and discharges Water pumped from collection basins or other areas must not be pumped into storm sewers, streams, lakes, or wetlands unless sediment is removed prior to discharge. Discharges to streams, lakes, wetlands, or storm sewers needs to be part of the authorized EPSC Plan. Use sock filters or sediment filter bags on discharge pipes, discharge water into silt fence enclosures installed in vegetated areas away from waterways, or discharge water into a de-silting basin. Remove accumulated sediment after water has dispersed and stabilize or seed the discharge area. Dispose of sediment in areas where it won't wash into waterways, then grade the area and seed. Inspection and maintenance of EPSC practices For sites one acre or larger, the Vermont Construction General Permit requires that you regularly inspect and repair/replace all sedimentation and erosion control measures identified in the EPSC Plan. Discharge locations must also be inspected to ascertain whether erosion control measures are effective in preventing significant impacts to waters of the State. Your inspection reports must be in writing, and kept with your EPSC Plan at the site. Refer to your construction permit for inspection requirements. 3. Diverting Runoff Around Exposed Soils Keep clean runoff from flowing through your construction site, or route it through stable ditches so it won't pick up sediment. Below are some simple, interchangeable approaches for dealing with upland sources of runoff. Earth Dikes An earth dike or berm is a long, mounded “collar” of compacted soil located uphill from the excavated area. The dike is designed to intercept overland runoff and direct it around the construction site. This prevents “clean” water from becoming muddied with soil from the construction site. Earth dikes can be temporary or permanent landscape features of the site. Design Criteria Channel Stabilization Construction Specifications 1. Compact the dike with earth-moving equipment. 2. Stabilize the channel as per the specifications in the table within 48 hours of installation. 3. Top width may be wider and side slopes flatter if desired to facilitate crossing by construction traffic. 4. Ensure the dike has positive drainage to an outlet. 5. Ensure that there is no erosion at the outlet. 6. Runoff shall be conveyed to a sediment trapping device if the dike channel or drainage area above the dike is not adequately stabilized. 7. The earth dike shall remain in place until the disturbed areas are completely stabilized. Diversion Swales Diversion swales are similar to dikes12/20/2019they are designed to intercept and divert upland runoff around bare soil areas. Swales are cut above cleared or fill areas and designed with a gentle slope to carry water away from work areas. Stabilized, lined swales can also be used to move upland water through your site without getting muddy. Construct and line “pass-through” swales before general clearing or grading work begins. Swales should discharge to areas with thick vegetation or flat surfaces to promote dispersal and infiltration. Gullies must be repaired as soon as they appear. Channel Stabilization (see Earth Dike) Construction Specifications 1. Compact the swale with earth-moving equipment. 2. Stabilize the swale as per the specifications for channel stabilization (see Earth Dike). 3. Ensure that the swale has uninterrupted positive drainage to an outlet. 4. Ensure that there is no erosion at the outlet. 5. Diverted runoff from a disturbed area shall be conveyed to a sediment trapping device. 6. All earth removed and not needed for construction shall be stabilized and placed so that it will not interfere with the functioning of the swale. Perimeter Dike and Swale A perimeter dike is a temporary ridge of soil excavated from an adjoining swale located along the perimeter of the site or disturbed area. Design Criteria Drainage area - less than 2 acres Height - 18 inches minimum (measure from bottom of swale to top of dike) Bottom width of dike - 2 feet minimum Width of swale - 2 feet minimum Grade - not to exceed 8%. Swale shall have positive drainage to a stabilized outlet. Construction Specifications 1. Stabilize the dike and swale within 48 hours of installation. 2. Install berm on the contour (along the slope). 3. Diverted runoff from a stabilized upland area shall outlet directly onto an undisturbed, stabilized area at a non-erosive velocity. 4. Diverted runoff from a disturbed upland area shall be conveyed to a sediment trapping device. Water Bar A water bar is a ridge or a ridge and channel constructed diagonally across a sloping road that is subject to erosion. Water bars limit the erosive velocity of water by diverting surface runoff at predesigned intervals. Water Bar Design Criteria Height - 18 inches min height (measure from channel bottom to ridge top) Side Slopes - 2:1 or flatter; 4:1 where vehicles cross Base width of ridge - 6 feet min Grade of water bar - not to exceed 2% Construction Specifications 1. Install the water bar as soon as the road or trail is cleared and graded. 2. Disk or strip the sod from the base for the constructed ridge before placing fill. 3. Track the ridge to compact it to the design cross section. 4. The outlet shall be located on an undisturbed area. Field spacing will be adjusted to use the most stable outlet areas. Outlet protection will be provided when natural areas are not adequate. 5. Vehicle crossing shall be stabilized with gravel. Exposed areas shall be immediately seeded and mulched. 6. Periodically inspect water bars for erosion damage and sediment. Check outlet areas and make repairs as needed to restore operation. 4. Protecting Soils With Seed, Mulch, or Other Products Seeding or covering bare soil with mulch, erosion control matting or blankets, or other products as soon as possible is the cheapest and best way to prevent erosion. Grass seeding alone can reduce erosion by more than 90 percent. The following practices can be used interchangeably for stabilizing exposed soil. Soil cover requirements All areas of disturbance must have temporary or permanent stabilization within 7 days of initial disturbance. After this time, any disturbance in the area must be stabilized at the end of each work day. The following exceptions apply: Stabilization is not required if earthwork is to continue in the area within the next 24 hours and there is no precipitation forecast for the next 24 hours. Stabilization is not required if the work is occurring in a self-contained excavation (i.e. no outlet) with a depth of 2 feet or greater (e.g. house foundation excavation, utility trenches). All areas of disturbance must have permanent stabilization within 48 hours of reaching final grade. NOTE: If the authorization you receive has more protective time limits, then those must be followed. Seed types and application Prepare bare soil for planting by disking across slopes, scarifying, or tilling if soil has been sealed or crusted over by rain. Seedbed must be dry with loose soil to a depth of 12 inches. Soil amendments should be incorporated into the upper 2 inches of soil when feasible. The soil should\ be tested to determine the amounts of amendments needed. Apply ground agricultural limestone to attain a pH of 6.0 in the upper 2 inches of soil. Check seed bag tags to make sure correct seed is used. Mix seed thoroughly prior to loading seeders. Use the following tables to calculate seed application rates and mixture portions. Apply seed by hand, seeder, drill, or hydroseed. Drilled seed should be . inch deep. Mulch seeded areas as soon as possible. Apply more seed to channels, ditches, lawn, and landscaped areas. Apply less seed to areas that are flat or that will not be mowed very often. Water seeded areas during dry conditions to ensure seed germination and early growth. Re-seed areas that do not show growth within 14 days after rain or watering. Protect bare areas during the winter by sowing winter rye at 120 lbs per acre (2.0 lbs/1000 sq. ft.). Seed by September 15 to ensure vegetative cover for winter. Seed mixes for wildflower and native plant plots are also available. They are more expensive, but are very hardy, require little mowing or watering, and add beauty to landscaped and other areas. Most mixes require mowing only once per year, to control tree and brush growth. For slopes steeper than 3:1, walk bulldozer or other tracked vehicle up and down slopes before seeding to create tread-track depressions for catching and holding seed. Mulch slopes after seeding to conserve moisture and provide initial erosion control. Mulch types and application Mulch by itself or applied over seed provides excellent erosion protection (see table). To apply, bring site to final grade and clear rocks, wood, trash, and other debris. Apply seed first. Straw or hay should be hand scattered or blown to obtain a depth of 1 inch (see table). In winter, straw or hay mulch should be applied to obtain a depth of 3 inches. Wood chips or shavings should be applied to a depth of 2 inches. In general, apply mulch so that at least 80 to 90 percent of the ground is covered. *Perform regular maintenance and reapply mulch as needed to ensure bare soil is 80 to 90% covered. Erosion control blankets Erosion control blankets are used to protect steep slopes (up to 3:1; check product information sheets), drainage ditches with less than 20:1 slopes, and other areas where erosion potential is high. Most are designed to provide temporary stabilization until vegetation is established. Blankets degrade within 6 to 24 months, depending on their makeup. They usually consist of a layer of straw, coconut fiber, wood fiber, or jute sandwiched between layers of plastic or fiber mesh. For short slopes (8 feet or less) above channels, install blankets across the slope (horizontal). Install up and down the hill (vertical) for long slopes. Walk blankets down to ensure good contact with the soil. Use plenty of staples to keep blankets flat. Overlap blankets at 6 to 8 inches on sides, tops, and bottoms. Do not stretch blankets, and do not exceed manufacturer's directions on maximum slope angle for the product. Turf reinforcement mats Turf reinforcement mats are similar to erosion control blankets, but are thicker and sturdier because they have more layers and sturdier fill material. Mats provide greater protection than blankets because of their heavier construction, and last longer in the field. Mats are used for steep slopes (3:1 or steeper) and ditches or channels with 15:1 to 10:1 slopes. Mats are installed just like blankets (see previous table). Additional staking or stapling is needed for applications in channels that carry flowing water, and on steep slopes. Sod application Sod reduces the potential for erosion to near zero. To install, bring soil to final grade and clear of trash, wood, rock, and other debris. Test soil, apply topsoil and fertilize in accordance with soil test results. Use sod within 36 hours of cutting. Lay sod in straight lines. Butt joints tightly, but do not overlap joints or stretch sod. Stagger joints in adjacent rows in a brickwork type pattern. Use torn or uneven pieces on the end of the row. Notch into existing grass. On sloping areas where erosion may be a problem, sod shall be laid with the long edges parallel to the contour and with staggered joints. Roll or tamp sod after installation and water immediately. Soak to a depth of 4 to 6 inches. Replace sod that grows poorly. Do not cut or lay sod in extremely wet or cold weather. Do not mow regularly until sod is well established. Bonded Fiber Matrices Other engineered products are available that are similar to blankets and mats. For example, bonded fiber matrices and other hydraulically applied products contain a mix of soil binders, mulch fibers, and even seed and fertilizer that can provide a stable crust that cements soil particles and prevents erosion. Apply seed prior to hydraulic mats or mulches, if seed is not included in the mix. Consult the manufacturer's installation instructions for product applicability and installation instructions. 5. Using Silt Fence and Other Sediment Barriers The use of silt fences and other sediment barriers involves simple observation and common sense. However, as Will Rogers once noted, “common sense ain't so common.” The following practices may be used as interchangeable sediment barriers. Sediment barrier placement Sediment barriers are required below (downhill from) areas of bare soil. Hay or straw bales must not be used as sediment barriers due to their inherent weakness and tendency to fall apart. There are several factors to consider in placing silt fences or perimeter dikes and swales: Place barriers on downhill edge of bare soil areas. Make sure the barrier catches all the runoff. The goal is to intercept runoff and settle sediment out. Install multiple sediment barriers on long slopes. Put barriers across slopes, on the contour (level). Silt Fence Each 100-foot section of silt fence can intercept runoff from about .25 acres. To install a silt fence correctly, follow these steps: Note the location & extent of the bare soil area. Mark silt fence location just below bare soil area or 10 feet below the bottom of a steep slope. Make sure fence will catch all flows from area. Place fence across the slope. Dig trench 6 inches deep and 4 inches wide. Unroll silt fence along trench. Join fencing by rolling the end stakes together. Make sure stakes are on downhill side of fence. Drive stakes in against downhill side of trench. Drive stakes until 16 inches of fabric is in trench. Push fabric into trench; spread along bottom. Fill trench with soil and tamp down. Silt fencing should not be installed: Up and down hills. Above (uphill from) areas of bare soil. In ditches, channels, or streams. In stream buffers. Directly at the toe (bottom) of the slope. Additional storage capacity is needed and can be provided for by placing the fence 10 feet below toe. (Place fence directly at toe if near water or stream buffer) If runoff flows along the uphill side of a silt fence, install “J-hooks” every 40 to 80 feet. These are curved sections of silt fence that act as small dams to stop, pond, and settle out flows. Maximum allowable slope lengths contributing runoff to a silt fence placed on a slope Silt fence slicing devices New tractor-mounted equipment that “slices” silt fence into the ground can provide a better installation than the open trench method. The equipment uses a chisel-point or vibratory plow to create a narrow slit in the ground. Rolled silt fencing is pushed into the slit, creating a very tight seal that prevents water from blowing out the bottom of the fence. Posts are driven and attached to the fence after the fencing is installed. Besides better performance, the slicing method is also faster. For slicing and all other applications, posts are spaced 6 feet apart or less. Perimeter Dike and Swale A perimeter dike is a temporary ridge of soil excavated from an adjoining swale located along the perimeter of the site or disturbed area. The purpose of a perimeter dike and swale is to prevent off site storm runoff from entering a disturbed area and to prevent sediment laden storm runoff from leaving the construction site or disturbed area. Perimeter Dike and Swale Design Criteria Drainage area - less than 2 acres Height - 18 inches minimum (measure from bottom of swale to top of dike) Bottom width of dike - 2 feet minimum Width of swale - 2 feet minimum Grade - not to exceed 8%. Swale shall have positive drainage to a stabilized outlet. Construction Specifications 1. Stabilize the dike and swale within 48 hours of installation. 2. Install berm on the contour (along the slope). 3. Diverted runoff from a stabilized upland area shall outlet directly onto an undisturbed, stabilized area at a non-erosive velocity. 4. Diverted runoff from a disturbed upland area shall be conveyed to a sediment trapping device. 6. Protecting Slopes to Prevent Gullies Slopes12/20/2019especially long ones12/20/2019must be protected to prevent sheet, rill, and gully erosion. Slopes must be stabilized immediately after grading work is completed. The following practices can be used interchangeably to protect and stabilize slopes: The following practices are included in this section for informational purposes only. Consult the EPSC Plan designer or engineer for design and installation specifications. Pipe Slope Drain Subsurface Drain Lined Waterway Engineered Terracing Surface Roughening Retaining Wall Fiber Roll Assessing slopes and soils Steeper slopes (3:1 or steeper) require more protection than flatter slopes. Slopes with highly erodible soils (silty soils) need more protection than those with less erodible soils (sands and gravels). Also, long slopes (greater than 50 feet) are at greater risk for erosion than short slopes. Slope protection basics Protecting slopes from erosion requires several actions that must be taken together. No single approach will be successful, especially if the slope is long, steep, or has highly erodible soils. Use one or more of the following actions to reduce erosion on slopes: Divert upland runoff See Section 3 for information on how to install a berm or channel above the slope to divert upland rain runoff around the bare soil area. Control slope runoff If slopes are broken up into benches or steps, runoff can be collected and diverted along berms or in channels to pipe or open channel slope drains with stable outlets. Till seedbed or condition the soil Dozer tracks up and down slopes help hold soil in place and lengthen the runoff flow path down the slope. See Section 4 for information on how to condition of the soil surface. Seed and mulch The best and cheapest protection by far. See Section 4 for details on seed types, application rates, and mulch, blanket, and mat products. Silt fence or other barrier These should be installed at the toe of the slope or slightly away from the toe. Multiple fences should be installed on long slopes. Fiber rolls installed on the contour work very well in breaking up flows on long slopes. Retaining wall Extremely steep slopes can be leveled out and shortened into two or more steps or benches by installing retaining walls of rock, brick, block, wood, logs, or other material. If rock layers are present along the slope, use these to establish firm benches in a stair-step pattern. Blankets, mats, or armoring Slopes exceeding 3:1 with highly erodible soils must be protected with turf reinforcement mats or other products such as hydraulic soil binders or bonded fiber matrices. Rock mulch and lined downdrain channels might be needed on steep slopes to control gullying. Erosion Control Blankets and Mats Steep slopes can be protected with erosion control mats and blankets. Erosion control matting and blankets are appropriate for slopes up to a 3:1 steepness. For slopes greater than 3:1, use turf reinforcement mats. (See Section 4 for installation details). Hydraulic mulch Bonded fiber matrices and hydraulic mulch can be very effective in controlling erosion on slopes. Hydraulic mulch applied after seeding or with seed in the mix can provide permanent protection if mixed and applied properly. (See Section 4 for details) Rock Gabions Rock Gabions are wire 'baskets' filled with rock used to permanently stabilize slopes. Gabion baskets should be filled with 4 - 8 inch stone and layered according to manufacturers recommendations. Riprap Slope Protection Riprap is a layer of stone designed to protect and stabilize areas subject to erosion. Riprap is used in areas where vegetation cannot be established. Follow your EPSC Plan design specifications for installation. Additional Practices for Protecting Slopes The following practices are included in this section for informational purposes only. Consult the EPSC Plan designer or engineer for design and installation specifications. Pipe Slope Drain A pipe slope drain is a temporary structure placed from the top to the bottom of a slope to convey runoff down the slope without causing erosion. Subsurface Drain A subsurface drain is a conduit, such as a tile, pipe, or tubing installed beneath the ground surface that intercepts, collects, and/or conveys drainage water. Stone Lined Waterway A stone lined waterway is a channel that carries water down a slope to prevent slope erosion or gullying. Engineered Terracing Terracing is the reshaping of the existing land surface to control erosion and promote the establishment of vegetation. Surface Roughening Roughening bare soil by creating horizontal grooves across a slope, stair-stepping, or tracking with construction equipment aids in seed establishment, reduces runoff velocity, increases infiltration, and reduces erosion by trapping water and sediment. Retaining Wall A retaining wall is constructed against a slope to prevent soil movement. It retains soil in place and prevents slope failures and movement of material down steep slopes. Retaining walls can be built from mortared block or stone, cast-in-place concrete, railroad ties, gabions, and precast, modular, segmented walls. The design of any retaining wall structure must address the aspects of foundation bearing capacity, sliding, overturning, drainage, and loading systems. These are complex systems and all but the smallest retaining walls should be designed by a licensed engineer. Fiber Roll A fiber roll is a woven roll of coconut fiber, straw, or excelsior encased in a netting of jute, nylon, or burlap. Fiber rolls can be used to break up runoff flows on long slopes. 7. Protecting Culvert and Ditch Inlets and Outlets Culverts and ditches are designed to carry moderate and large flows of storm water. They can transport a lot of sediment to streams, rivers, wetlands, and lakes if they are not properly protected. In addition, culvert and ditch outlets can become severely eroded if high velocity flows are not controlled. Culvert and storm drain ponding methods Muddy runoff that flows toward a culvert, ditch, or storm drain inlet must be slowed down and pooled to settle out and remove sediment. This can be accomplished by placing rock, reinforced silt fencing, silt dikes, or other barrier in front of the inlet. The goal is to cause ponding of the inflow so sediment can settle out, and allow ponded water to enter the inlet only after sediment has been removed. Straw bales alone are not approved for inlet protection. The maximum drainage area above the inlet protection device is one acre. For all inlet protection approaches, seeding and/or mulching upland areas promptly will greatly reduce incoming runoff volumes and sediment loads. The drainage area for storm drain inlets shall not exceed one acre. All inlet protection practices should be inspected after storm events and repaired as necessary. Accumulated sediment should be removed when 50% of ponding volume is lost. The following are interchangeable practices for inlet protection: Excavated drop inlet protection Side slopes - maximum steepness 2:1 Depth - minimum 1 foot; maximum 2 feet Shape the excavated basin to fit conditions with the longest dimension oriented toward the longest inflow area to provide maximum trap efficiency. The capacity of the excavated basin, below the level of the grate, should be established to contain 900 cubic feet per acre of disturbed area. Weep holes, protected by fabric and stone, should be provided for draining the temporary pool. Inspect and clean the excavated basin after every storm. Sediment should be removed when 50 percent of the storage volume is lost. Filter fabric drop inlet protection Slope around device - Not to exceed 1% Height of fabric - 1.5 feet max., (unless reinforced). The top of the barrier should be maintained to allow overflow to drop into the drop inlet and not bypass the inlet to unprotected lower areas. Support stakes - 3 feet min., spaced max 3 feet apart; Stakes should be driven close to the inlet so overflow drops into the inlet and not on the unprotected soil. 1. Filter fabric shall have an equivalent opening size (EOS) of 40-85. 2. Cut fabric from a continuous roll to eliminate joints. 3. Stakes will be standard 2 x 4 inch wood or metal with a minimum length of 3 feet. 4. Space stakes evenly around inlet, 3 feet apart and 18 inches deep. Spans greater than 3 feet should be reinforced with wire mesh. 5. Fabric shall be embedded at least 1 foot in ground and backfilled. It should be secured to the stakes. 6. A 2 x 4 inch wood frame shall be completed around the crest of the fabric for overflow stability. Stone and block drop inlet protection Height - 1 foot min., 2 feet max. Limit the height to prevent excess ponding and bypass flow. Block placement - Recess the first row of blocks at least 2 inches below the top of the storm drain for lateral support. Blocks can also be supported by placing a 2x4 inch wood stud through the block openings perpendicular to the row. The bottom row should have a few blocks oriented so flow can drain through the block to dewater the basin area. Stone placement - Place stone just below the top of the blocks on slopes of 2:1 or flatter. Place hardware cloth of wire mesh with . inch openings over all block openings to hold stone in place. Optional "doughnut" design - The concrete blocks may be omitted and the entire structure constructed of stone, ringing the outlet. The stone should be kept at a 3:1 slope toward the inlet to keep it from being washed into the inlet. A level area 1 foot wide and four inches below the crest will further prevent wash. Stone size for "doughnut" - At least 3 inches closest to the inlet, for stability; 1 inch or smaller around the larger rock to control flow rate. Elevation for "doughnut" - The top of the stone should be 6 inches lower than the ground elevation down slope from the inlet to ensure that all storm flows pass over the stone into the storm drain and not past the structure. Temporary diking should be used as necessary to prevent bypass flow. Curb drop inlet protection Stone size - 2 inches Wire mesh - of sufficient strength to support the filter fabric and stone with the water fully impounded against it. Filter fabric - type approved for this purpose with an equivalent opening size (EOS) of 40-85. Length of structure - must extend beyond the inlet 2 feet in both directions. Assure that storm flow does not bypass the inlet by installing temporary dikes (such as sand bags) directing flow into the inlet. Make sure that the overflow weir is stable. Traffic safety shall be integrated with the use of this practice. The structure should be inspected after every storm event. Any sediment should be removed and disposed of on the site. Any stone missing should be replaced. Check materials for proper anchorage and secure as necessary. Outlet protection methods Outlets for storm drains, culverts, and paved channels that discharge into natural or constructed channels must be lined with rock or other armoring to prevent downstream bank and channel erosion when flow velocities are high. The following practices are included in this section for informational purposes only. Consult the EPSC Plan designer or engineer for design and installation specifications. Rock Outlet Protection Paved Flume Level Spreader Rock outlet protection Rock placed at the end of culvert reduces the depth, velocity, and energy of water, such that the flow will not erode the receiving downstream reach. Paved Flume A paved flume is a small concrete-lined channel designed to convey concentrated runoff safely down the face of a relatively steep slope without causing erosion. NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 1 7 : 2 7 P M DSM DSM SAL AS SHOWN 19145 C3.2 EPSC NARRATIVE AND DETAILS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT Level Spreader A level spreader is a non-erosive outlet designed to convert concentrated flow to sheet flow and release it uniformly over a stabilized area. 8. Stabilizing Drainage Ditches Stabilizing drainage ditches helps to provide for the safe transport of excess surface water from the construction sites and urban areas without damage from erosion. This section is divided into 3 parts: Vegetating Low Grade Channels, Protecting Steep Channels, and Installing Check Dams Interchangeable practices are provided for Vegetating Channels and Installing Check Dams. Practices for Protecting Steep Channels are included in this section for informational purposes only. Consult the EPSC Plan designer or engineer for design and installation specifications for steep channel protection. Vegetating Low Grade Channels Vegetating drainage channels helps to reduce the velocity of the channelized runoff and limit the erosion potential. The following practices can be used interchangeably to vegetate low grade channels. Seed and Mulch To establish vegetation in a channel, seed and mulch using the guidance in Section 4. Prepare the soil for seeding and ensure that vegetation is well established before water is diverted to the channel. Rolled Erosion Control Products (RECPs) Rolled Erosion Control Products (RECPs) include erosion control mats, turf reinforcement mats, and jute and excelsior matting. RECPs should be used in channels with flow velocities up to 3.5 feet/sec. See Section 4 for installation instructions and seeding information. Sodding Sod can also be used in low grade channels to reduce runoff velocities and minimize erosion potential. See Section 4 for sod installation instructions and specifications. Protecting Steep Channels Channels with grades steeper than 3:1 may need additional armoring to prevent downcutting and erosion. The following practices are included in this section for informational purposes only. Consult the EPSC Plan designer or engineer for design and installation specifications. Rock Lining Grade Stabilization Structure Rock Lining Riprap lined channels provide for the transport of concentrated runoff without damage from erosion, where vegetated channels would be inadequate due to high velocities. Grade Stabilization Structure Grade stabilization structures control head cutting in natural or man made channels. They are designed to limit erosion by reducing velocities and grade in the watercourse. Installing Check Dams Drainage ditches need temporary check dams to capture sediment and reduce ditch bottom downcutting. The following are interchangeable types of check dams. Silt fencing and hay bales are not approved for use as check dams, and must not be used in drainage ditches that carry flowing water. Also, do not place dams in creeks or streams. Sediment must be intercepted before it reaches streams, lakes, or wetlands. Design Criteria Drainage Area: Maximum 2 acres Height: No greater than 2 feet. Center of dam should be 9 inches lower than the side elevation Side slopes: 2:1 or flatter Spacing: Space the dams so that the bottom (toe) of the upstream dam is at the elevation of the top (crest) of the downstream dam. This spacing is equal to the height of the check dam divided by the channel slope. Spacing (in feet) = Height of check dam (in feet) Slope in channel (ft/ft) Check dams should be anchored in the channel by a cutoff trench 1.5 feet wide and 0.5 feet deep and lined with filter fabric to prevent soil migration. Maintenance: Check dams should be inspected after each runoff event. Correct all damage immediately. If significant erosion has occurred between structures, a liner of stone or other suitable material should be installed in that portion of the channel. Remove sediment accumulated behind the dam as needed to allow channel to drain through the check dam and prevent large flows from carrying sediment over the dam. Replace stone, fiber roll, or sand bags as needed to maintain the design cross section of the structures. Rock Check Dams Stone size: Use a well graded matrix of 2 to 9 inch stone X (spacing) = Height of check dam (in feet) Slope in channel (ft/ft) Fiber Rolls Fiber rolls may be used as check dams if they are keyed into the banks, securely fastened in the channel, and the centers are 9 inches lower than the side elevations. Follow the spacing and installation instructions for "Installing Check Dams". Sand Bag Check Dams Sand bags may also be used to form check dams. Follow the installation and spacing instructions in "Installing Check Dams" at the beginning of this section. 9. Winter Requirements Managing construction sites to minimize erosion and prevent sediment loading of waters is a yearround challenge. In Vermont, this challenge becomes even greater during the late fall, winter, and early spring months. 'Winter construction' as discussed here, describes the period between October 15 and April 15, where the erosion prevention and sediment control is significantly more difficult. Rains in late fall, thaws throughout the winter, and spring melt and rains can produce significant flows over frozen and saturated ground, greatly increasing the potential for erosion. At the same time as the erosion risk increases, the “toolbox” available to the planner and on-site plan coordinator shrinks significantly. In particular, establishing vigorous vegetation during winter construction is difficult if not impossible in most areas of the state. How a site addresses winter conditions depends upon the nature of the construction activities over this period. 10 Closing Out Your Construction Project When construction is complete you must finish final grading and stabilize the site. Once the site is stabilized, clean out and remove all temporary sediment controls. Final site stabilization Make sure all subcontractors have repaired their work areas prior to final closeout. Conduct a final inspection of all work areas, vegetation, stormwater flow structures, and downstream receiving waters to make sure no visible gullies or sediment movement is evident. Notify site owner or manager after all temporary erosion and sediment controls have been removed and final stabilization has been completed. If the site is one acre or larger and covered under a VT Storm Water Permit, submit a Notice of Termination to the VT Stormwater Section (see dec.vermont.gov/watershed/stormwater). Vegetated cover considerations for close-out No site is closed out properly until vegetation is established on all bare soil areas and ditches are stable. Check seeded areas, and reseed areas where vegetation is thin or absent. This is especially important for slopes, ditches, and channels. Removing temporary sediment controls When project is completed: Remove all silt fencing and stakes. Grade out and seed or remove accumulated sediment or broadcast over grassed areas or dispose of offsite, where sediment will not impact waters of the State. Culvert inlets should be stabilized, vegetated, and showing no visible gullies. Rock or soil that has been washed away by runoff or upstream flows should be replaced. Brush or other debris that could clog inlets should be removed. Check ditches and channels to make sure banks and ditch bottoms are well vegetated. Reseed bare areas and replace rock that has become dislodged. Check areas where erosion control blankets or matting was installed. Cut away and remove all loose, exposed material, especially in areas where walking or mowing will occur. Reseed all bare soil areas. Replace rock washouts near culvert and channel outlets. Fill, grade, and seed or riprap eroded areas around inlets and outlets. Make sure downstream ditches and channels are fully vegetated. Fill and seed any gullies along the banks or other slopes. Fill in, grade, and seed all temporary sediment traps and basins that have been removed. Double the seeding rate where runoff flows might converge or high velocity flows are expected. Remove temporary stream crossings and grade, seed, or re-plant vegetation removed during crossing installation. Acknowledgements Design details and standards for erosion prevention and sediment control practices have been adapted from the New York State Standards and Specifications for Erosion and Sediment Control. August 2005. This document is based on a similar Field Guide produced by the Tetra Tech Water Resources Division in Fairfax, VA for the Kentucky Division of Conservation and Division of Water. Inquiries regarding this publication should be directed to Barry Tonning, Tetra Tech, 1060 Eaton Place, Suite 340, Fairfax, VA 22030 (703.385.6000). N.T.S. CONSTRUCTION FENCE DETAIL REVISED 08/01/2014E-002E- 0 0 2 C o n s t r F e n c e WOOD POST 30 " 18 " EXISTING GRADE NATIVE MATERIAL PLASTIC ORANGE CONSTRUCTION FENCE REVISED 08/01/2014E-004E- 0 0 4 C o n s t r . E n t 20' ( 6 m ) R RO A D W A Y AA STABILIZED CONSTRUCTION ENTRANCE N.T.S. 12 ' . M I N . 50' MIN. SECTION A-A DIVERSION RIDGE REQUIRED WHERE GRADE EXCEEDS 2% ROADWAY 2% OR GREATER SPILLWAY FILTER FABRIC SANDBAGS OR CONTINUOUS BERM OF EQUIVALENT HEIGHT DIVERSION RIDGE SUPPLY WATER TO WASH WHEELS IF NECESSARY 2"-3" (50-75mm) COURSE AGGREGATE MIN. 8" (150mm) THICK PLAN VIEW NOTES: 1.THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT-OF-WAYS. THIS MAY REQUIRE TOP DRESSING, REPAIR AND/OR CLEAN OUT OF ANY MEASURES USED TO TRAP SEDIMENT. 2.WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. 3.WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. NOTE: USE SANDBAGS OR OTHER APPROVED METHODS TO CHANNELIZE RUNOFF TO BASIN AS REQUIRED REVISED 08/01/2014E-003E- 0 0 3 S i l t F e n c e N.T.S. SILT FENCE DETAIL NOTES: 1. INSTALL MIRIFI ENVIROFENCE, OR APPROVED EQUAL OR AS DETAILED HEREIN. 2. INSTALL SILT FENCES AT TOES OF ALL UNPROTECTED SLOPES AND AS PARALLEL TO CONTOURS AS POSSIBLE. THIS INCLUDES ALL FILLED OR UNPROTECTED SLOPES CREATED DURING CONSTRUCTION, NOT NECESSARILY REFLECTED ON THE FINAL PLANS. CURVE THE ENDS OF THE FENCE UP INTO THE SLOPE. REMOVE SEDIMENT WHEN ACCUMULATED TO HALF THE HEIGHT OF THE FENCE. SILT FENCES ARE TO BE MAINTAINED UNTIL SLOPES ARE STABILIZED. 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED BY 6", FOLDED AND STAPLED. 10' 10' 2.5' METAL POST 4 x 4 WOOD POST SPACING 212 X 212 WOOD 36 " M I N . 12 " M I N . POST 2" 8" FILTER FABRIC TO BE MIRAFI 100X OR APPROVED EQUAL FILTER FABRIC TO BE CLIPPED, BACKFILLED AND TAMPED 8" BELOW GRADE STEEL OR WOOD STAKES (SEE CHART AT RIGHT) REVISED 08/01/2014E-005E- 0 0 5 S t o c k p i l e TEMPORARY STOCKPILE DETAIL N.T.S. TEMPORARY SEEDING & MULCH OR NETTING SILT FENCE OR HAY BALES INSTALLED ON DOWN GRADIENT SIDE REVISED 08/01/2014E-007E- 0 0 7 I n f i l t S e c t SILT FENCE CONSTRUCTION DETAIL N.T.S. 2. ATTACH SILT FENCE AND EXTEND IT TO THE TRENCH. 3. STAPLE THE SILT FENCING TO THE END POSTS. BACKFILL TRENCH. 1. SET POSTS AND EXCAVATE A 4"X8" TRENCH, SET POST DOWNSLOPE. ANGLE 10° UPSLOPE FOR STABILITY AND SELF CLEANING POSTS SILT FENCE 1 0 0 ° 12 " MI N . 8" COMPACTED BACKFILL Winter EPSC Requirements Introduction - Rains in late fall, thaws throughout the winter, and spring melt and rains can produce significant flows over frozen and saturated ground, greatly increasing the potential for erosion. At the same time as the erosion risk increases, the “toolbox” available to the contractor and on-site plan coordinator shrinks significantly over this period (Table 3.4 below). In particular, establishing vigorous vegetation during winter construction is not possible. Based upon the activities anticipated to be undertaken during this period, the Contractor shall plan and implement the following Winter EPSC measures. EPSC Plan Requirements for -Winter Shutdown- For those projects that will complete earth disturbance activities prior to the winter period (October 15), the following must be implemented by the Site Contractor in coordination with the On-Site Plan Coordinator: 1.For areas to be stabilized by vegetation, all seeding shall be completed no later than September 15 to ensure adequate growth and cover. 2.Non-vegetative stabilization of all areas of disturbed soils without existing vegetation shall be completed no later than October 15. 3.When mulch is used as a temporary means of stabilization, the rate of application shall be double that of the regular construction season rate, or roughly 2 inches of mulch with 80-90% cover. Mulch should be tracked in when weather permits or stabilized with netting or an approved tackifier. EPSC Plan Requirements for -Winter Construction- If construction activities involving earth disturbance continue past October 15 or begin before April 15, the following must be implemented by the Owner/Site Contractor: This project is seeking winter (March - April) waiver construction authorization. 1.Enlarged stabilized access points to provide for snow stockpiling. 2.Limits of disturbance flagging moved or replaced to reflect the boundaries of winter work. 3.A snow management plan which implements the following requirements: a.adequate storage and control of snowmelt by diverting these flows around the work area, b.cleared snow is to be stored down gradient of all areas of disturbance c.Storage of snow in stormwater treatment structures is prohibited. d.All drainage structures shall be kept open and free of snow/ice. e.buffer is to be maintained from the perimeter controls such as silt fence to allow for snow clearing and maintenance. f.Install silt fence a minimum of 25 feet down gradient of areas of disturbance and snow storage areas. Reinforce fence in areas where snow load forces may be an issue due to site constrictions. 4.In areas of disturbance within 100 feet of a receiving water, silt fence shall be reinforced or else replaced with perimeter dikes, swales, or other practices resistant to the forces of snow loads. 5.All silt fence and other practices requiring earth disturbance shall be installed ahead of ground freezing. 6.Where mulch is the selected stabilization measure, the mulch shall be installed at double the standard rate of mulch, or roughly 2 inches of mulch with 80-90% cover. 7.Mulch should be tracked in when weather permits or stabilized with netting or an approved tackifier to prevent removal by wind. 8.To ensure cover of disturbed soil in advance of a melt event, areas of disturbed soil must be stabilized at the end of each work day, with the following exceptions: a.If no precipitation within 24 hours is forecast and work will resume in the same disturbed area within 24 hours, daily stabilization is not necessary. b.Disturbed areas that collect and retain runoff, such as house foundations or open utility trenches.” 9.Directions to remove snow or ice to less than 1” thickness prior to temporary or permanent stabilization. 10.Stone stabilization shall be installed a width of 10 to 20ft wide around the perimeter of buildings under construction, where construction vehicle traffic is anticipated. NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 1 7 : 4 8 P M DSM DSM SAL AS SHOWN 19145 C3.3 EPSC DETAILS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT TEMPORARY STOCKPILE DETAIL N.T.S. STONE CHECK DAM STRUCTURE N.T.S. 30 36 41 50 66 100 15 18 20 25 33 48 MAXIMUM WATER DEPTH OVER ROCK (mm) 0.35 0.30 0.25 0.20 0.15 0.10 150 75 D-50 OF ROCK (MM) DOWNSTREAM FLOWLINE SLOPE OF STRUCTURE (m/m) 60cm (2 ft. MAX.) 15cm TO 45cm (0.5 TO 1.5 ft.) DIFFERENCE 75mm (3 in.) MIN. COARSE ROCK 0.35 m/m OR FLATTER FLOW LINE SLOPE ROCK SET IN 10cm (4 in. MIN.) TRENCH MINIMUM DEPTH OF COARSE ROCK PLACED IN CHANNEL FLOW LINE IS 15cm (0.5 ft.) SIDE VIEW FRONT VIEW END POINTS 'A' MUST BE HIGHER THAN THE FLOW LINE POINT 'B' AA B A B PLACE DOWNSTREAM STRUCTURE SUCH THAT POINT 'B' IS APPROXIMATELY LEVEL WITH THE LOWEST GROUND ELEVATION OF THE UPSTREAM STRUCTURE TEMPORARY SEEDING & MULCH OR NETTING SILT FENCE OR HAY BALES INSTALLED ON DOWN GRADIENT SIDE N.T.S. & STRAW ANCHORING (TYPICAL) MULCH STRAW SPREAD NOTES: 1.ROUGHEN SLOPE WITH BULLDOZER. 2.BROADCAST SEED AND FERTILIZER. 3.SPREAD STRAW MULCH 3" (212 TONS PER ACRE) 4.PUNCH STRAW MULCH INTO SLOPE BY RUNNING BULLDOZER UP AND DOWN SLOPE. 'TRANKING' WITH MACHINERY ON SANDY SOIL PROVIDES ROUGHENING WITHOUT UNDUE COMPACTION. N.T.S. FOR PERIMETER CONTROL Correct - Install J-hooks 0.3 ACRE Discreet segments of silt fence, installed with J-hooks or `smiles' will be much more effective. PL 1 A C R E F A I L U R E PL Incorrect - Do Not layout "perimeter control" silt fences along property lines. All sediment laden runoff will concentrate and overwhelm the system. 1 ACRE 0.3 A C R E 0.3 A C R E SILT FENCE PLACEMENT N.T.S. SLOPE INSTALLATION BERM 12" 2: 1 S L O P E 6' 3' ISOMETRIC VIEW TYPICAL SLOPE SOIL STABILIZATION 3' STAPLES REINFORCEMENT MATS EROSION BLANKETS & TURF 12 " 4' NOTES: 1.SLOPE SURFACE SHALL BE FREE OF ROCKS, CLODS, STICKS AND GRASS. MATS/BLANKETS SHALL HAVE GOOD SOIL CONTACT. 2.APPLY PERMANENT SEEDING BEFORE PLACING BLANKETS. 3.LAY BLANKETS LOOSELY AND STAKE OR STAPLE TO MAINTAIN DIRECT CONTACT WITH THE SOIL. DO NOT STRETCH. MATS/BLANKETS SHOULD BE INSTALLED VERTICALLY DOWNSLOPE.TAMP SOIL O V E R M A T / B L A N K E T MIN. 4" OVERLAP 6" 112"112" 12 " N.T.S. TYPICAL INSTALLATION INTERMITTENT CHECK SLOT F L O W LONGITUDINAL ANCHOR TRENCH GRASS-LINED CHANNEL TYPICAL INSTALLATION WITH EROSION CONTROL BLANKETS OR TURF REINFORCEMENT MATS PREPARE SOIL AND APPLY SEED BEFORE INSTALLING BLANKETS, MATS OR OTHER TEMPORARY CHANNEL LINER SYSTEM EXCAVATE CHANNEL TO DESIGN GRADE AND CROSS SECTON NOTES: 1.DESIGN VELOCITIES EXCEEDING 2 FT./SEC/ REQUIRE TEMPORARY BLANKETS, MATS OR SIMILAR LINERS TO PROTECT SEED AND SOIL UNTIL VEGETATION BECOMES ESTABLISHED. 2.GRASS-LINED CHANNELS WITH DESIGN VELOCITIES EXCEEDING 6 FT./SEC. SHOULD INCLUDE TURF REINFORCEMENT MATS. 6" 6"6" DE S I G N DE P T H OVERLAP 6" MINIMUM OVERCUT CHANNEL 2" TO ALLOW BULKING DURING SEEDBED PREPARATION LONGITUDINAL ANCHOR TRENCH SHINGLE-LAP SPLICED ENDS OR BEGIN NEW ROLL IN AN INTERMITTENT CHECK SLOT N.T.S. TREE PROTECTION - FENCING EXISTING GRADE DRIP LINE FENCE NOTES: 1.THIS FENCE SHALL BE LOCATED OUTSIDE THE DRIP LINE OF THE TREE TO BE SAVED AND IN NO CASE CLOSER THAN 5' TO THE TRUNK OF ANY TREE. 2.FENCE POST SHALL BE STANDARD STEEL POSTS OR WOOD POSTS WITH A MINIMUM CROSS SECTIONAL AREA OF 3.0 SQ. IN. 3.THE FENCE MAY BE EITHER 40" HIGH SNOW FENCE, 40" PLASTIC WEB FENCING OR ANY OTHER MATERIAL AS APPROVED BY THE ENGINEER.. SURFACE ROUGHENING N.T.S. CATCH BASIN INLET PROTECTION GROUND PLAN CROSS-SECTION (W/ FABRIC) 18 " M I N . 18 " BURY FABRIC 12" MIN. FILTER FABRIC WOODEN OR METAL STAKES PLACED AROUND CATCH BASIN WOODEN OR METAL STAKES PLACED AROUND CATCH BASIN FILTER FABRIC SECURELY FASTENED TO STAKES OVERLAP JOINTS TO THE NEXT STAKE NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 1 8 : 3 9 P M DSM DSM SAL AS SHOWN 19145 C4.0 SITE DETAILS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com N.T.S. CURB w/SIDEWALK DETAIL REVISED 10/07/2015S-001 (SIMILAR WITH OUT SIDEWALK) S- 0 0 1 C u r b CRUSHED GRAVEL (FINE) DENSE GRADED SUB-BASE MATERIAL NOTES: 1. CURBING SHALL BE CONSTRUCTED IN 10' SECTIONS WITH 18" JOINT BETWEEN SECTIONS. 2.CURBING EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 20' AND SHALL BE CONSTRUCTED OF MATERIAL CONFORMING TO AASHTO DESIGNATION M-153 (12" SPONGE RUBBER OR CORK). 3.ASPHALT TREATED FELT TO BE USED BETWEEN SIDEWALK AND CONCRETE CURB TOP. 6" 5" 6" 6"9" 7" 18 " CONCRETE OR BRICK PAVERS12" R. TOP COURSE BITUMINOUS CONCRETE PAVEMENT BASE COURSE BITUMINOUS CONCRETE PAVEMENT PROVIDE 12" MIN. SUBBASE MATERIAL BEHIND CURB AND TO WITHIN 6" OF FINISHED GRADE FOR GRASSED SURFACES LIMITS OF SUBBASE FOR CURB W/OUT SIDEWALK CONCRETE CURB NOTES: 1.EXPANSION JOINTS SHALL NOT BE PLACED 2.THE SIDEWALK SHALL BE DIVIDED AT INTERVALS OF FIVE FEET BY DUMMY JOINTS. 3.NO DEICER SHALL BE APPLIED TO SIDEWALK UNTIL AT LEAST 30 DAYS OF AIR DRYING TIME HAS OCCURRED. N.T.S. CONCRETE SIDEWALK DETAIL S-002S- 0 0 2 C o n c W a l k 6"6" SIDEWALK WIDTH AS SHOWN ON PLANS 8" COMPACTED CRUSHED GRAVEL (704.05 FINE) 5" THICK CONCRETE SIDEWALK (8" THICK AT DRIVEWAY CROSSINGS) UNDISTURBED SOIL OR APPROVED COMPACTED GRANULAR FILL REVISED 9/17/2015 4" MINIMUM TOPSOIL, SEED AND MULCH ALL SIDESLOPE - USE EROSION MATTING (WHEN REQUIRED) TO ESTABLISH VEGETATION N.T.S. TYPICAL PAVEMENT SECTION S-003S- 0 0 3 P a v e S e c - S h o u l d e r 6" CRUSHED GRAVEL - FINE AOT SPECIFICATION 704.05 2" TYPE II BASE COURSE SEPARATION/STABILIZATION GEOTEXTILE COMPACTED SUBGRADE (FULL DEPTH CONSTRUCTION SECTION) EMULSIFIED ASPHALT BITUMINOUS CONCRETE PAVEMENT 112" TYPE IV FINISH COURSE 12" DENSE GRADED CRUSHED STONE AOT SPECIFICATION 704.06 12" MINIMUM CRUSHED GRAVEL SHOULDER REVISED 11/10/2014 3 1 OR AS SHOWN ON PLANS 4" MINIMUM TOPSOIL, SEED AND MULCH ALL SIDESLOPE - USE EROSION MATTING (WHEN REQUIRED) TO ESTABLISH VEGETATION, PARTICULARLY ON LOW SIDE OF ROADWAY N.T.S. BOLLARD DETAIL S-011S- 0 1 1 B o l l a r d CONCRETE FILLED (ROUNDED TOP) 18" Ø CONCRETE FILLED SONO TUBE, 6"Ø STEEL PIPE (STANDARD / SHOP PRIMED) PAVED 18" 5'- 0 " 3' - 0 " REVISED 05/08/2015 PROVIDE YELLOW GRAINGER BOLLARD COVER or APPROVED EQUAL (CONFIRM COLOR SELECTION WITH ARCHITECT OR OWNER) UNPAVED N.T.S. S-014S- 0 1 4 P a v e m e n t T r a n s i t i o n TRANSITION FROM NEW PAVEMENT TO EXISTING PAVEMENT EXIST. TOP COURSE TO BE REMOVED AND OVERLAIN AS PART OF NEW PAVEMENT SECTION SAW CUT PAVEMENT, CLEAN AND COAT WITH EMULSION PRIOR TO PAVING EXIST. BASE MATERIAL EXIST. BITUMINOUS PAVEMENT FINISH COURSE BASE COURSENEW CONSTRUCTION 18" (MIN.) EDGE OF EXISTING PAVEMENT REVISED 6/15/2017 N.T.S. LINE STRIPING DETAIL S-015S- 0 1 5 P a r k i n g S p a c e S t r i p i n g 8'8' 18'4" WHITE PAINTED MARKINGS 9' 18' CURBING AND/OR EDGE OF PAVEMENT HANDICAP SIGN HANDICAP PARKING SPACESTANDARD PARKING SPACE 2' ON CENTER TRAFFIC MARKING PAINT TO BE READY-MIXED TRAFFIC PAINT SUITABLE FOR MARKING ON EITHER BITUMINOUS OR PORTLAND CEMENT CONCRETE PAVEMENT. READY-MIXED LOW VOC TRAFFIC PAINT SHALL CONSIST OF 100% ACRYLIC TYPE, FAST DRYING TRAFFIC PAINT. REVISED 12/09/2014 CENTER POINT FOR MARKING N.T.S. HANDICAPPED PARKING MARKING DETAIL REVISED 4/07/2015S-015a 3'-0" S- 0 1 5 a H C P a v e M a r k i n g 3'-6" PAVEMENT MARKINGS TO MEET STATE STANDARDS E-191NOTE: 2" HIGH LETTERS (TYP.) N.T.S. HANDICAPPED PARKING SIGN DETAIL REVISED 8/22/2016S-015b 12" S- 0 1 5 b H C S i g n PARKING RESERVED SIGN SHALL BE POSTED AT THE HEAD OF EACH HANDICAPPED SPACE. MOUNTING HEIGHT IS 60" MINIMUM TO BOTTOM OF SIGN. 18 " COLOR:LEGEND AND BORDER - GREEN WHITE SYMBOL ON BLUE BACKGROUND BACKGROUND - WHITE MATERIAL:AS PER VAOT STANDARD E-143M POST:2" (14 ga.) SQUARE STEEL SIGN POST INSTALL IN ACCORDANCE w/VAOT STANDARD E-164 6" 6" ACCESSIBLE VANIF APPLICABLE REVISED 8/9/2015M-015aM- 0 1 5 a B i k e r a c k OR APPROVED EQUAL 22" 1 7 / 8 " 36 " N.T.S. BIKE RACK (PARK-IT BIKE RACKS) NOTE: BIKE RACKS SHALL BE SURFACE MOUNTED PER MANUFACTURERS SPECIFICATIONS APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT 30 " CL T O C L O F H O O P 24 " M I N . 24 " M I N . 7.5' 7. 5 ' 30" MIN.30" MIN. N.T.S. BIKE RACK (PLAN VIEW) CONC. PAD SEE BIKE RACK DETAIL Crushed Stone Leveling Pad (ASTM No. 57 or Equivalent)Perforated Drain w/ Sock (Or As Specified by Engineer) (Gravity Drain to Outlet) Non-Woven Geotextile Fabric Base Elevation Ground Level See Plan (Exposed Wall Face) Move Blocks Forward During Installation to Engage Shear Knobs (Typical) 1'-0" (Leveling Pad) 6"(Min. Bury Depth) 21" Top Block Native Soil Must Be Excavated and Removed to 1 on 1 or Flatter Crushed Stone Backfill (ASTM No. 57 or Equivalent) with f = 40° Minimum Placed From Back of Wall to Native Soil Continue Excavation at 1 on 1 or Flatter to Top of Wall 1 1 21" Block 1'-9"2'-0" 4° ±4'-4 14" N.T.S. TYPICAL RETAINING WALL ·RETAINING WALL BLOCKS TO BE MANUFACTURED BY REDI-ROCK OR APPROVED EQUAL Utilize GeoGrid as recommended by Redi-Rock(min.) (min.) N.T.S. CROSSWALK DETAIL S-008S- 0 0 8 C r o s s w a l k 6' - 0 " ( S I D E W A L K ) 8' - 0 " ( R E C . P A T H ) AS SHOWN ON PLANS 2'-0" 2'-0" WHITE THERMOPLASTIC REVISED 12/19/2014 NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 1 8 : 5 5 P M DSM DSM SAL AS SHOWN 19145 C4.1 WATER & SEWER DETAILS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NOTES: PAVED N.T.S. D D+2' 6" 6" TYPICAL SEWER TRENCH DETAIL 5' - 0 " M I N . C O V E R ( P L O W E D A R E A S ) 4' - 0 " M I N . C O V E R ( T Y P I C A L ) 6" 1. COMPACTION OF BACKFILL AND BEDDING SHALL BE A MINIMUM OF 90% (95% UNDER ROADWAY SURFACES) OF MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD PROCTOR TEST (ASTM D698). 2.BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN SUBGRADE. 3.APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE THAN 12" IN LARGEST DIMENSION (6" IN ROADWAYS, 1 1/2"" MAXIMUM DIAMETER WITHIN 24" OF THE OUTSIDE OF THE PIPE), OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIAL. 4.TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO PLACING OF PIPE BEDDING MATERIAL AND KEPT DEWATERED DURING INSTALLATION OF PIPE AND BACKFILL. 5.IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER TABLE, TRENCH BOTTOM SHALL FIRST BE STABILIZED BY PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE (3/4" MAXIMUM). 6.THE SIDES OF TRENCHES 4' OR MORE IN DEPTH ENTERED BY PERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OF REPOSE AS DEFINED BY O.S.H.A. STANDARDS. 7.BEDDING MATERIAL FOR WASTEWATER LINES SHALL CONSIST OF CRUSHED STONE, GRAVEL, OR SAND WITH A MAXIMUM SIZE OF 34". SUBMIT A SAMPLE TO THE ENGINEER FOR APPROVAL. 8.ALL JOINTS TO BE INSPECTED BY OWNER/ENGINEER/TOWN PRIOR TO BACKFILL. APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS 2" RIGID INSULATION WHEN DEPTH OF PIPING IS LESS THAN MINIMUM NOTED 4" WIDE MAGNETIC "SEWER" TAPE INSTALLED APPROX. 2' BELOW SURFACE SEWER LINE, SEE PLAN FOR TYPE AND SIZE PIPE BEDDING UNDISTURBED SOIL OR ROCK TOPSOIL, RAKE, SEED & MULCH UNPAVED REVISED 12/08/2016SWR-001SW R - 0 0 1 T r e n c h (SEE SITE PLAN) 5' - 0 " M I N . C O V E R O V E R F O R C E M A I N S N.T.S. HYDRANT ASSEMBLY DETAIL REVISED 3/9/2015W-004W- 0 0 4 H y d NOTES: 1. ALL FITTINGS ARE TO HAVE MEGA-LUG RETAINER GLANDS. 2.PRIOR TO POURING THRUST BLOCKS ALL FITTINGS ARE TO BE WRAPPED WITH 4 mil POLYETHYLENE. 6" M I N . 6'- 0 " M I N . C O V E R 15 " - 2 1 " NOTE: WHEN LOCATED BETWEEN SIDEWALK AND CURB THE FACE NOZZLE SHALL BE PLACED 1' TO 8' FROM THE FACE OF THE CURB. WHEN LOCATED BEHIND THE SIDEWALK THE NOZZLE SHALL BE PLACED BETWEEN 4' AND 6' FROM EDGE OF SIDEWALK. 3/4" CRUSHED STONE BEDDING (MIN. 12" THICK) CONCRETE THRUST BLOCK (SIZE DETERMINED BY SOIL CONDITIONS) (REFER TO THRUST BLOCK TABLE FOR SIZING) CONCRETE THRUST BLOCK (SIZE DETERMINED BY SOIL CONDITIONS) (REFER TO THRUST BLOCK TABLE FOR SIZING) UNDISTURBED SOIL ANCHOR COUPLING OR SPOOL PIECE WITH MEGA-LUG GLANDS AWWA HYDRANT, VALVE AND APPURTENANCES AS PER SPECIFICATIONS ADD WINTER MARKING FLAGS (SPRING SUPPORTS) DIRECT BURY COATED TRACER WIRE FINISH GRADE ANCHOR TEE 6" WATER LINE ADJUSTABLE IRON VALVE BOX w/COVER MARKED "WATER" PLUG HYDRANT DRAIN 2" - 6 " APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT N.T.S. TAPPING SLEEVE & VALVE DETAIL REVISED 6/15/2015W-002 ALL COVERS SHALL BE MARKED "WATER" WITH AN ARROW SHOWING THE COUNTERCLOCKWISE DIRECTION OF OPENING. NEW WATER LINE FINISH GRADE INSTALL CURB STOP BOX TO ACCESS TRACER WIRE ADJUSTABLE IRON VALVE BOX WITH COVER MARKED "WATER" TAPPING VALVE MECH. JOINT WITH "MEGA-LUG" RETAINER GLAND OR APPROVED EQUAL 34" CORPORATION IN FIRST LENGTH OF PIPE FOR TESTING 3/4" CRUSHED STONE BEDDING (MIN. 12" THICK) 4 MIL POLYETHYLENE BETWEEN FITTINGS AND CONCRETE CONCRETE THRUST BLOCK (SIZE DETERMINED BY SOIL CONDITIONS) (REFER TO THRUST BLOCK TABLE FOR SIZING) ALL TAPPING SLEEVE NUTS & BOLTS SHALL BE COATED BY HEAVY BRUSH WITH BITUMASTIC COLD APPLIED MATERIAL PRIOR TO BACKFILL EXISTING WATER MAIN TAPPING SLEEVE UNDISTURBED SOIL W- 0 0 2 T a p DIRECT BURY COATED TRACER WIRE NOTES: 1.TAPPING SLEEVES AND VALVES ARE TO MEET THE LOCAL WATER DEPARTMENT'S STANDARD SPECIFICATIONS AND THE VERMONT WATER SUPPLY RULES. 2.WET TAPS SHALL BE PREFORMED BY PRE-APPROVED FIRMS ONLY. 3.ALL FITTINGS THAT ARE TO HAVE CONCRETE POURED AROUND THEM ARE TO BE WRAPPED WITH 4 mil. POLYETHYLENE PRIOR TO CONCRETE PLACEMENT. NEAGLEY & CHASE OFFICE BUILDING ALL WATER LINES AND APPURTENANCES SHALL BE INSTALLED IN ACCORDANCE WITH THE CHAMPLAIN WATER DISTRICT SPECIFICATIONS AND DETAILS FOR THE INSTALLATION OF WATER LINES AND APPURTENANCES, CURRENT EDITION, HENCEFORTH THE CWD SPECIFICATIONS. CONCRETE THRUST BLOCK (SIZE DETERMINED BY SOIL CONDITIONS) (REFER TO THRUST BLOCK TABLE) FOOTING AND FOUNDATION WALL PROVIDE MIN. OF (4) 12" VERTICAL THRUST RODS AND (4) 12" HORIZONTAL THRUST RODS WHERE LINE RUNS THROUGH FLOOR & FOUNDATION N.T.S. SPRINKLER RISER DETAIL BY MECHANICAL CONTRACTOR SEE MECHANICAL PLANS FOR PIPING DESIGN BY SITE CONTRACTOR IN S T A L L 1 ' AB O V E F . F . USE CLASS 52 DUCTILE IRON PIPE AT FOUNDATION PENETRATION C900 PVC.CL. 52 D.I. REVISED 7/12/2019W-013W- 0 1 3 S p r i n k l e r R i s e r 10' MAX.RIGID INSULATION AS REQUIRED, SEE TYPICAL WATER TRENCH DETAIL NOTES: PAVED N.T.S. D D+2' 6" 6" TYPICAL WATER TRENCH DETAIL 6' - 0 " C O V E R 1. COMPACTION OF BACKFILL AND BEDDING SHALL BE A MINIMUM OF 90% (95% UNDER ROADWAY SURFACES) OF MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD PROCTOR TEST (ASTM D698). 2.BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN SUBGRADE. 3.APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE THAN 12" IN LARGEST DIMENSION (6" IN ROADWAYS, 1 1/2"" MAXIMUM DIAMETER WITHIN 24" OF THE OUTSIDE OF THE PIPE), OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIAL. 4.TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO PLACING OF PIPE BEDDING MATERIAL AND KEPT DEWATERED DURING INSTALLATION OF PIPE AND BACKFILL. 5.IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER TABLE, TRENCH BOTTOM SHALL FIRST BE STABILIZED BY PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE (3/4" MAXIMUM). 6.THE SIDES OF TRENCHES 4' OR MORE IN DEPTH ENTERED BY PERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OF REPOSE AS DEFINED BY O.S.H.A. STANDARDS. 7.BEDDING MATERIAL SHALL CONSIST OF CRUSHED STONE, OR SAND WITH A MAXIMUM SIZE OF 34". SUBMIT A SAMPLE TO THE ENGINEER FOR APPROVAL. 8.CONTRACTOR TO INSTALL TRACER WIRE ALONG ALL SECTIONS OF NEW WATER LINE. TERMINATE TRACER WIRE AT ALL VALVE BOXES AND HYDRANTS. INSTALLATION TO BE IN ACCORDANCE WITH CWD STANDARDS. 9.ALL DUCTILE IRON PIPE SHALL BE POLY WRAPPED WITH V-BIO ENHANCED POLYETHYLENE ENCASEMENT. 10.BRASS WEDGES SHALL BE INSTALLED IN ACCORDANCE WITH THE CWD SPECIFICATIONS. APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS 2" RIGID INSULATION WHEN DEPTH OF PIPING IS LESS THAN 6'-0" 8" C900 PVC WATER LINE PIPE BEDDING UNDISTURBED SOIL OR ROCK TOPSOIL, RAKE, SEED & MULCH UNPAVED W-001 D/2 INSTALL UTILITY LOCATOR RIBBON OVER WATER MAIN APPROX. 2' BELOW SURFACE TRACER WIRE (PER CWD STANDARDS) W- 0 0 1 T r e n c h (SEE SITE PLAN) 4' - 0 " M I N . C O V E R N.T.S. WATER/SEWER CROSSING W-007W- 0 0 7 W a t e r - S e w e r C r o s s i n g WATER MAIN PROFILE VIEW 18 " MI N . 18 " MI N . GRAVITY SEWER OR FORCE MAIN (JOINTS TO BE ENCASED) GRAVITY SEWER OR FORCE MAIN PLAN VIEW WATER MAIN SEWER MAIN 10 ' M I N . 10' MIN.10' MIN. 10 ' M I N . SINGLE 20' LENGTH OF WATER QUALITY PIPE ENCASEMENT IF SEPARATION IS BETWEEN 12" TO 18" THE GRAVITY SEWER or FORCE MAIN JOINTS SHALL BE CONCRETE ENCASED WHEN LOCATED ABOVE THE WATER MAIN REVISED 5/4/2021 COMPLY WITH REQUIREMENTS OF VERMONT WASTEWATER SYSTEM AND POTABLE WATER SUPPLY RULES, SECTION 1-1007 - "SEPARATION OF SANITARY SEWER SERVICE LINE AND SANITARY SEWER COLLECTION LINES FROM WATER MAINS, WATER SERVICE LINES AND WATER SERVICE PIPES" NOTES: 1. AT CROSSINGS, ONE FULL LENGTH OF WATER/STORM PIPE SHALL BE LOCATED SO BOTH JOINTS WILL BE AS FAR FROM THE WATER/STORM AS POSSIBLE. 2.IF THE STORM MAIN IS OVER THE WATER MAIN, THE FIRST STORM PIPE JOINTS ON EACH SIDE OF THE WATER MAIN MUST BE CONCRETE ENCASED. SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND STORM PIPES MAY BE REQUIRED. 3.WHERE IT IS IMPOSSIBLE TO MAINTAIN THE 18" SEPARATION, THE STORM MATERIALS SHALL BE WATER MAIN PIPE OR EQUIVALENT AND SHALL BE PRESSURE TESTED TO WATER MAIN STANDARDS. 4.WATER MAINS AND STORM LINES OR MANHOLES SHALL HAVE AT LEAST 5' HORIZONTAL SEPARATION. THIS DISTANCE SHALL BE MEASURED EDGE TO EDGE. N.T.S. WATER/STORM CROSSING REVISED 11/16/2021W-007AW- 0 0 7 A W a t e r - S t o r m C r o s s i n g L/2 POINT OF CROSSING JOINT MINIMUM 18" SEPARATION BETWEEN OUTSIDE OF PIPES WATER OR STORM LINE L/2 L/2 L/2 WATER OR STORM LINE 4/28/22 DSM REVISED PER CWD COMMENTS N.T.S. SEWER SERVICE CONNECTION REVISED 08/01/2014SWR-003 PLANELEVATION FLOW USE 4"x8' PVC PIPE TO MARK LOCATION AND DEPTH OF SERVICE CONNECTION. EXTEND FROM PLUG TO 6" MIN. ABOVE FINISH GRADE. - CONTRACTOR TO PROVIDE 3 LOCATION TIES TO END OF LATERAL TO BE INCLUDED ON "AS-BUILT" DRAWINGS. (IF CONSTRUCTION IS NOT CONCURRENT WITH LATERAL) - SEE TYPICAL TRENCH FOR BEDDING AND BACKFILL REQUIREMENTS. 4" 22 12° OR 45° ELBOW ROTATED AS REQUIRED SEWER MAIN EXISTING SEWER MAIN 4" 22 12° OR 45° ELBOW ROTATED AS REQUIRED 4" MIN. SDR 35 PVC SEWER SERVICE, CONTINUE AS PER PLAN AND INSTALL PVC CAP. SEE SITE PLAN FOR SLOPE AND ELEVATIONS (MIN. SLOPE = 1/4" PER FT.) 45° WYE SADDLE CONNECTION (COORDINATE PREFERRED CONNECTOR w/PUBLIC WORKS DEPARTMENT) (@ EXISTING SEWER MAIN) STAINLESS STEEL CLAMP SW R - 0 0 3 S e r v i c e C o n - E X 11/7/22 DSM ADDED SEWER SERVICE CONNECTION DSM DSM SAL AS SHOWN 19145 C4.2 STORM DETAILS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NOTES: N.T.S. TYPICAL STORM TRENCH REVISED 12/08/2016ST-003 D+2' ST - 0 0 3 S t o r m T r e n c h PAVED 6" 6" CO V E R P E R P L A N APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS STORM LINE, SEE PLAN FOR TYPE AND SIZE PIPE BEDDING UNDISTURBED SOIL OR ROCK TOPSOIL, RAKE, SEED & MULCH UNPAVED 1. COMPACTION OF BACKFILL AND BEDDING SHALL BE A MINIMUM OF 90% (95% UNDER ROADWAY SURFACES) OF MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD PROCTOR TEST (ASTM D698). 2.BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN SUBGRADE. 3.APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE THAN 12" IN LARGEST DIMENSION (6" IN ROADWAYS, 1 1/2"" MAXIMUM DIAMETER WITHIN 24" OF THE OUTSIDE OF THE PIPE), OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIAL. 4.TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO PLACING OF PIPE BEDDING MATERIAL AND KEPT DEWATERED DURING INSTALLATION OF PIPE AND BACKFILL. 5.IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER TABLE, TRENCH BOTTOM SHALL FIRST BE STABILIZED BY PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE (3/4" MAXIMUM). 6.THE SIDES OF TRENCHES 4' OR MORE IN DEPTH ENTERED BY PERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OF REPOSE AS DEFINED BY O.S.H.A. STANDARDS. 7.BEDDING MATERIAL SHALL CONSIST OF CRUSHED STONE, GRAVEL, OR SAND WITH A MAXIMUM SIZE OF 34". SUBMIT A SAMPLE TO THE ENGINEER FOR APPROVAL. D N.T.S. TYPICAL STORM MANHOLE REVISED 01/09/2015ST-001ST - 0 0 1 T y p M H FINISH GRADE 48" MIN. SEE SITE PLANS 24" 6" MI N . 12 " SU M P 4' - 0 " M I N . BA S E A S R E Q ' D 1' T O 4 ' BA R R E L SE C T I O N 12" MIN. SET FRAME ON FULL MORTAR BED & SEAL JOINT ADJUST TO GRADE w/ PRECAST RISER SECTIONS (BRICKS SHALL NOT BE USED) WATERTIGHT JOINTS USING MASTIC OR RUBBER GASKET COAT EXTERIOR OF ENTIRE MANHOLE w/ A WATERTIGHT SEALANT (2 COATS) CAST-IN-PLACE FLEXIBLE MANHOLE SLEEVES PRECAST CONCRETE OR POURED IN PLACE BASE SECTION 6" MIN. CRUSHED STONE BEDDINGUNDISTURBED SOIL OR ROCK POLYPROPYLENE MANHOLE STEPS @ 8" O.C. CONE SECTION OR 4'Ø TRAFFIC COVER (HEAVY DUTY) FOR SHALLOW MANHOLES LEBARON FRAME & COVER LC266 TYPE 'C' OR EQUAL (ADJUST TO MEET FINISH GRADE) N.T.S. TYPICAL CATCH BASIN @ CURB REVISED 9/24/2015ST-002ST - 0 0 2 T y p C B (SIMILAR WITHOUT CURB) PRECAST MANHOLE STRUCTURES SHALL CONFORM TO ASTM SPEC. C478 (LATEST EDITION) 18 " SU M P HDPE OUTLET PIPE (SEE PLAN FOR SIZE) 12 " MA X . 24"x24" 48" MIN. SEE PLANS 6" MIN. CRUSHED GRAVEL SEAL w/ HYDRAULIC CEMENT MORTAR, OR CAST-IN-PLACE FLEXIBLE M.H. SLEEVES ADJUST TO GRADE w/ CONCRETE RISERS BITUMINOUS CONCRETE PAVEMENT (14" / FT. SLOPE MIN.) SET FRAME ON FULL MORTAR BED LEBARON LK120 (LK120A FOR DESIGN GRADES >5%) C.I. GRATE w/ 3 FLANGED FRAME (OR APPROVED EQUAL). RIM TO BE SET 1" BELOW NORMAL CROSS SECTION ELEV.) HIGH STRENGTH NON-SHRINK GROUT CONCRETE CURB PRECAST CONCRETE w/ MONOLITHIC BASE WATERTIGHT JOINT USING 1" MIN. WIDTH FLEXIBLE GASKET (SEAL EXTERIOR JOINTS AND LIFT HOLES w/ NON-SHRINK GROUT) APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 1 9 : 3 9 P M DSM DSM SAL AS SHOWN 19145 C4.3 A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT STORM MANHOLE STRUCTURE NOTE: SEE SITE PLAN AND PLAN BELOW FOR CONNECTION SIZES AND INVERTS HDPE IN HDPE OUT FINISH GRADE 48"Ø 24" 12 " SU M P (M I N . ) 6" MIN. CRUSHED STONE BEDDING CAST-IN-PLACE FLEXIBLE MANHOLE SLEEVES (TYP. FOR ALL PIPES) PROVIDE FROST-FREE FRAME & COVER SUITABLE FOR H-20 LOADING, MARKED "STORM". ADJUST TO MEET FINISH GRADE SET FRAME ON FULL MORTAR BED & SEAL JOINT ADJUST TO GRADE w/ PRECAST RISER SECTIONS (12" MAX.) (BRICKS SHALL NOT BE USED) WATERTIGHT JOINT USING 1" MIN. WODTH FLEXIBLE GASKET (SEAL EXTERIOR JOINTS AND LIFT HOLES w/ NON-SHRINK GROUT) COAT EXTERIOR OF ENTIRE MANHOLE w/ A WATERTIGHT SEALANT (2 COATS) UNDISTURBED SOIL OR ROCK PRECAST CONCRETE w/ MONOLITHIC BASE 12" (MIN.) HDPE PIPE TO ISOLATOR ROW POLYPROPYLENE MANHOLE STEPS @ 8" O.C. 12" HDPE 12" HDPE NEW STRUCTURE SEE PLAN SHEET FOR RIM & INVERTS 13' MIN. OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE BETWEEN BEDDING STONE AND CHAMBER BOTTOM 13' MIN. 24" HDPE 12" HDPE INVERT MATCHING ECCENTRIC MANIFOLD (BY ADS, INC.) MAIN HEADER SIZE=12" STUB SIZE=12" INSTALL 5.5' WIDE STRIP OF CLASS 1 WOVEN GEOTEXTILE FULL LENGTH OF BOTTOM OF CHAMBER ROW. WRAP ENTIRE ISOLATOR ROWS w/ CLASS 2 NON-WOVEN GEOTEXTILE 140 STORMTECH CHAMBERS (14 ROWS x 10 CHAMBERS) w/ 34 TO 2 INCH WASHED, CRUSHED ANGULAR STONE (NO FINES) ABOVE, BELOW AND BETWEEN CHAMBER ROWS. TOP OF STONE @ ELEV.=345.38 BASE OF CHAMBERS @ ELEV.=343.55 BOTTOM OF STONE @ ELEV.=343.05 BOTTOM OF SAND @ ELEV.=342.05 INVERT OF 6" UNDERDRAIN @ ELEV. 341.30 BOTTOM OF STONE @ ELEV. 341.05 INVERT MATCHING ECCENTRIC MANIFOLD (BY ADS, INC.) MAIN HEADER SIZE=12" STUB SIZE=12" 13' MIN. OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE BETWEEN BEDDING STONE AND CHAMBER BOTTOM AT INLETS & OUTLETS 18" HDPE NEW MANHOLE STRUCTURE SEE PLAN SHEET FOR RIM & INVERTS STORM CHAMBER SYSTEM DETAILS NEAGLEY & CHASE OFFICE BUILDING STORMTECH SC-310 CHAMBER SYSTEM PLAN VIEW DETAIL STORMTECH SC-310 CHAMBER SYSTEM OPTIONAL INSPECTION PORT DETAIL 18 " MI N . 96 " MA X . STORMTECH SC-310 CHAMBER SYSTEM TYPICAL CROSS SECTION DETAIL 7. 8 " 5. 8 " 3. 8 " 6" 1. 9 " STORMTECH SC-310 CHAMBER END CAP DETAIL 5.8" 6.5" 12 PL STORMTECH SC-310 CHAMBER CORRUGATION DETAIL PAVEMENT FLOOR BOX FRAME & LID w/ S.S. CAP SCREW LID CLOSURE CLEANOUT w/ SCREW-IN CAP CLASS "C" CONCRETE AASHTO M288 CLASS 2 NON-WOVEN GEOTEXTILE 4" PVC RISER SC-310 CHAMBER START END VALLEY 13 PL CREST 14 PL OVERLAP NEXT CHAMBER HERE BUILD ROW IN THIS DIRECTION INSPECTION PORT TO BE ATTACHED THROUGH KNOCK-OUT LOCATED AT CENTER OF CHAMBER 4" DIA. 8" DIA. 6" DIA. 12" DIA. PAVEMENT PAVEMENT SUB-BASE COMPACTED FILL PER STORMTECH'S TABLE OF ACCEPTABLE FILL MATERIALS* AASHTO M288 CLASS 2 NON-WOVEN GEOTEXTILE 3 4 - 2 INCH WASHED, CRUSHED, ANGULAR STONE BACKFILL* (NO FINES) 3 4 - 2 INCH WASHED, CRUSHED ANGULAR STONE BENEATH & AROUND CHAMBER BED* (NO FINES) SC-310 END CAP SC-310 CHAMBER A.ALL DESIGN SPECIFICATIONS FOR STORMTECH MC-3500 CHAMBERS SHALL BE IN ACCORDANCE WITH THE STORMTECH DESIGN MANUAL B.THE INSTALLATION OF STORMTECH MC-3500 CHAMBERS SHALL BE IN ACCORDANCE WITH THE LATEST STORMTECH INSTALLATION INSTRUCTIONS C.THE CONTRACTOR IS ADVISED TO REVIEW AND UNDERSTAND THE INSTALLATION INSTRUCTIONS PRIOR TO BEGINNING SYSTEM INSTALLATION. CALL 1-888-892-2694 OR VISIT WWW.STORMTECH.COM TO RECEIVE A COPY OF THE LATEST STORMTECH INSTALLATION INSTRUCTIONS D.CHAMBERS SHALL MEET THE DESIGN REQUIREMENTS AND LOAD FACTORS SPECIFIED IN SECTION 12.12 OF THE LATEST EDITION OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FILL MATERIAL FOR LAYER 'F' STARTS FROM THE TOP OF THE 'E' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISH GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THIS LAYER. FILL MATERIAL FOR LAYER 'E' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('D' LAYER) TO 18" [457 mm] ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THIS LAYER. EMBEDMENT STONE SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('C' LAYER) TO THE 'E' LAYER ABOVE. FOUNDATION STONE BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, < 35% FINES. MOST PAVEMENT SUB-BASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. N/A 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 3, 357, 4, 467, 5, 56, 57 3, 35, 4, 467, 5, 56, 57 PREPARE PER ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. BEGIN COMPACTION AFTER 12" [305 mm] OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" [152 mm] LIFTS TO A MIN. 95% STANDARD PROCTOR DENSITY. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs [53 kN]. DYNAMIC FORCE NOT TO EXCEED 20,000 lbs [89 kN]. NO COMPACTION REQUIRED. PLATE COMPACT OR ROLL TO ACHIEVE A 95% STANDARD PROCTOR DENSITY². MATERIAL LOCATION DESCRIPTION COMPACTION/DENSITY REQUIREMENTAASHTO M43 DESIGNATION¹ PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: “CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE”. 2. AS AN ALTERNATE TO PROCTOR TESTING AND FIELD DENSITY MEASUREMENTS ON OPEN GRADED STONE, STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9” [229 mm] (MAX) LIFTS USING TWO FULL COVERAGES WITH AN APPROPRIATE COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS , A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMS C D E F CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4 - 2 INCH [19 - 51 mm] CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4 - 2 INCH [19 - 51 mm] DRAINAGE SAND: PROVIDE 12" LAYER OF FILTER SAND ABOVE LAYER 'A'ASTM C-33 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE (NOTE 2 & 3)B FINE AGGREGATE CONCRETE SAND OR EQUAL C D E F 96 " MA X . 18 " MI N . 6" MI N . 16 " 6" 6"12" MIN.34" THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, w/ CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCE. GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, 35% FINES. COMPACT IN 6" LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR WWW.STORMTECH.COM FOR UNPAVED INSTALLATION WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24 INCHES. AASHTO M288 CLASS 2 NON-WOVEN TEXTILE 34 - 2 INCH WASHED, CRUSHED, ANGULAR STONE END CAP SC-310 CHAMBER CHAMBERS SHALL MEET ASTM F 2418-09 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 12 "B 6" SLOTTED UNDERDRAIN BELOW EACH ROW (HOLES DOWNWARD) CONNECT TO STORM FILTER TREATMENT UNIT DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING SUITABILTY OF SUB-GRADE SOILS 1/20/23 DSM REVISED STORM CHAMBER DESIGN 12 "A 9" A DRAINAGE STONE: PROVIDE 12" LAYER OF DRAINAGE STONE ABOVE SUBGRADE 3, 35, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A 95% STANDARD PROCTOR DENSITY². CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4 - 2 INCH [19 - 51 mm] 3/1/23 DSM REVISED STORM CHAMBER DESIGN 3/7/23 DSM REVISED STORM CHAMBER DESIGN P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 3 / 7 / 2 0 2 3 9 : 0 8 : 4 5 A M DSM DSM SAL AS SHOWN 19145 C4.3 A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT STORM MANHOLE STRUCTURE DC-780 TECHNICAL SPEC. DC-780 STANDARD CROSS SECTION DC-780 INSPECTION PORT DETAIL B C D E 96 " MA X . 18 " MI N . 6" MI N . 30 " 9" MI N . 6" MIN.12" MIN.51" NOTE: ALL DIMENSIONS ARE NOMINAL STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" NOMINAL CHAMBER SPECIFICATIONS SIZE (W x H x INSTALLED LENGTH)51.0" x 30.0" x 85.4" [1295 mm x 762 mm x 2169 mm] CHAMBER STORAGE 46.2 CUBIC FEET [1.30 m³] MINIMUM INSTALLED STORAGE 78.4 CUBIC FEET [2.20 m³] WEIGHT 80 lbs. [36.3 kg] ALL STUBS, EXCEPT FOR THE DC780EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. *FOR THE DC780EPE24B THE 24" [600 mm] STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" [44 mm]. BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. PART# STUB A B C DC780EPE06T 6"10.90"18.50"N/A DC780EPE06B 6"10.90" N/A 0.50" DC780EPE08T 8"12.20"16.50"N/A DC780EPE08B 8"12.20"N/A 0.60" DC780EPE10T 10"13.40"14.50"N/A DC780EPE10B 10"13.40"N/A 0.70" DC780EPE12T 12"14.70"12.50"N/A DC780EPE12B 12"14.70" N/A 1.20" DC780EPE15T 15"18.40"9.00"N/A DC780EPE15B 15"18.40"N/A 1.30" DC780EPE18T 18"19.70"5.00"N/A DC780EPE18B 18"19.70"N/A 1.60" *DC780EPE24B 24"18.50"N/A 0.10" 30 " 51" AA C B 90.7" ACTUAL 85.4" INSTALLED NOTES: 1.INSPECTION PORT MUST BE CONNECTED THROUGH KNOCK-OUT LOCATED AT CENTER OF CHAMBER. 2.ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED. CONNECTION DETAIL 8" 96 " M A X . 18 " M I N . A.ALL DESIGN SPECIFICATIONS FOR STORMTECH DC-780 CHAMBERS SHALL BE IN ACCORDANCE WITH THE STORMTECH DESIGN MANUAL B.THE INSTALLATION OF STORMTECH DC-780 CHAMBERS SHALL BE IN ACCORDANCE WITH THE LATEST STORMTECH INSTALLATION INSTRUCTIONS C.THE CONTRACTOR IS ADVISED TO REVIEW AND UNDERSTAND THE INSTALLATION INSTRUCTIONS PRIOR TO BEGINNING SYSTEM INSTALLATION. CALL 1-888-892-2694 OR VISIT WWW.STORMTECH.COM TO RECEIVE A COPY OF THE LATEST STORMTECH INSTALLATION INSTRUCTIONS D.CHAMBERS SHALL MEET THE DESIGN REQUIREMENTS AND LOAD FACTORS SPECIFIED IN SECTION 12.12 OF THE LATEST EDITION OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISH GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THIS LAYER. FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" [457 mm] ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THIS LAYER. EMBEDMENT STONE SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. FOUNDATION STONE BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, < 35% FINES. MOST PAVEMENT SUB-BASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. N/A 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 3, 357, 4, 467, 5, 56, 57 3, 35, 4, 467, 5, 56, 57 PREPARE PER ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. BEGIN COMPACTION AFTER 12" [305 mm] OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" [152 mm] LIFTS TO A MIN. 95% STANDARD PROCTOR DENSITY. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs [53 kN]. DYNAMIC FORCE NOT TO EXCEED 20,000 lbs [89 kN]. NO COMPACTION REQUIRED. PLATE COMPACT OR ROLL TO ACHIEVE A 95% STANDARD PROCTOR DENSITY². MATERIAL LOCATION DESCRIPTION COMPACTION/DENSITY REQUIREMENTAASHTO M43 DESIGNATION¹ PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: “CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE”. 2. AS AN ALTERNATE TO PROCTOR TESTING AND FIELD DENSITY MEASUREMENTS ON OPEN GRADED STONE, STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9” [229 mm] (MAX) LIFTS USING TWO FULL COVERAGES WITH AN APPROPRIATE COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS , A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. ACCEPTABLE FILL MATERIALS: STORMTECH DC-780 CHAMBER SYSTEMS B C D E CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4 - 2 INCH [19 - 51 mm] CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4 - 2 INCH [19 - 51 mm] NOTE: SEE SITE PLAN AND PLAN BELOW FOR CONNECTION SIZES AND INVERTS STORMTECH DC-780 CHAMBER SYSTEM PLAN VIEW DETAIL FOR STORMTECH INFORMATION CALL 1-888-892-2694 * SEE STORMTECH'S DESIGN MANUAL PAVEMENT PAVEMENT SUB-BASE COMPACTED FILL PER STORMTECH'S TABLE OF ACCEPTABLE FILL MATERIALS* AASHTO M288 CLASS 2 NON-WOVEN GEOTEXTILE 34 - 2 INCH WASHED, CRUSHED, ANGULAR STONE BACKFILL* (NO FINES) 34 - 2 INCH WASHED, CRUSHED ANGULAR STONE BENEATH & AROUND CHAMBER BED* (NO FINES) DC-780 END CAP DC-780 CHAMBER ACCEPTS 4" SCH. 40 PVC PIPE FOR INSPECTION PORT BUILD ROW IN THIS DIRECTION OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, w/ CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCE. PAVEMENT GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, 35% FINES. COMPACT IN 6" LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR WWW.STORMTECH.COM FOR UNPAVED INSTALLATION WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24 INCHES. AASHTO M288 CLASS 2 NON-WOVEN TEXTILE 34 - 2 INCH WASHED, CRUSHED, ANGULAR STONE DC-780 END CAP DC-780 CHAMBER CHAMBERS SHALL MEET ASTM F 2418-09 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". CORE 4.5"Ø HOLE IN CHAMBER 4" SCH. 40 PVC 4" SCH. 40 PVC COUPLING 4" SCH. 40 PVC4" SCH. 40 SCREW-IN CAP CONCRETE COLLAR PAVEMENT AASHTO M288 CLASS 2 NON-WOVEN GEOTEXTILE 34 - 2 INCH CLEAN, CRUSHED ANGULAR STONE DC-780 CHAMBER NYLOPLAST 12" INLINE DRAIN BODY w/ 12" SOLID HINGED COVER & FRAME (SEE NYLOPLAST DWG #7003-110-044 FOR PAVED APPLICATIONS / SEE DWG #7003-110-045 FOR UNPAVED APPLICATIONS) HDPE IN HDPE OUT FINISH GRADE 48"Ø 24" 12 " SU M P (M I N . ) 6" MIN. CRUSHED STONE BEDDING CAST-IN-PLACE FLEXIBLE MANHOLE SLEEVES (TYP. FOR ALL PIPES) PROVIDE FROST-FREE FRAME & COVER SUITABLE FOR H-20 LOADING, MARKED "STORM". ADJUST TO MEET FINISH GRADE SET FRAME ON FULL MORTAR BED & SEAL JOINT ADJUST TO GRADE w/ PRECAST RISER SECTIONS (12" MAX.) (BRICKS SHALL NOT BE USED) WATERTIGHT JOINT USING 1" MIN. WODTH FLEXIBLE GASKET (SEAL EXTERIOR JOINTS AND LIFT HOLES w/ NON-SHRINK GROUT) COAT EXTERIOR OF ENTIRE MANHOLE w/ A WATERTIGHT SEALANT (2 COATS) UNDISTURBED SOIL OR ROCK PRECAST CONCRETE w/ MONOLITHIC BASE 12" (MIN.) HDPE PIPE TO ISOLATOR ROW POLYPROPYLENE MANHOLE STEPS @ 8" O.C. 12" HDPE 12" HDPE NEW MANHOLE STRUCTURE SEE PLAN SHEET FOR RIM & INVERTS 13' MIN. OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE BETWEEN BEDDING STONE AND CHAMBER BOTTOM NEW MANHOLE STRUCTURE SEE PLAN SHEET FOR RIM & INVERTS 13' MIN. 15" HDPE 12" HDPE INVERT MATCHING ECCENTRIC MANIFOLD (BY ADS, INC.) MAIN HEADER SIZE=12" STUB SIZE=12" INSTALL 5.5' WIDE STRIP OF CLASS 1 WOVEN GEOTEXTILE FULL LENGTH OF BOTTOM OF CHAMBER ROW. WRAP ENTIRE ISOLATOR ROWS w/ CLASS 2 NON-WOVEN GEOTEXTILE 28 STORMTECH CHAMBERS (4 ROWS x 7 CHAMBERS) w/ 3 4 TO 2 INCH WASHED, CRUSHED ANGULAR STONE (NO FINES) ABOVE, BELOW AND BETWEEN CHAMBER ROWS. TOP OF STONE @ ELEV.=343.4 BASE OF CHAMBERS @ ELEV.=340.4 BOTTOM OF STONE @ ELEV.=339.65 BOTTOM OF SAND @ ELEV.=338.15 INVERT MATCHING ECCENTRIC MANIFOLD (BY ADS, INC.) MAIN HEADER SIZE=12" STUB SIZE=12" 13' MIN. OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE BETWEEN BEDDING STONE AND CHAMBER BOTTOM AT INLETS & OUTLETS 12' OF 4" UNDERDRAIN -PERF. SDR 35 PVC w/ (12) 58" HOLES AT 12" O.C. 15" HDPE NEW MANHOLE STRUCTURE SEE PLAN SHEET FOR RIM & INVERTS 18 "A DRAINAGE SAND: PROVIDE 18" LAYER OF FILTER SAND ABOVE SUBGRADE ASTM C-33 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE (NOTE 2 & 3)A FINE AGGREGATE CONCRETE SAND OR EQUAL 6" SLOTTED UNDERDRAIN BELOW EACH ROW (HOLES DOWNWARD) CONNECT TO OUTLET CONTROL STRUCTURE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING SUITABILTY OF SUB-GRADE SOILS STORM CHAMBER SYSTEM DETAILS NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 2 0 : 2 0 P M DSM SAL AS SHOWN 19145 C4.4 MISC. DETAILS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com N.T.S. POLE LIGHT DETAIL REVISED 12/19/2014L-002L- 0 0 2 P o l e L i g h t 2. 1. 24 " 5' - 0 " M I N . 16 ' - 0 " 20 ' - 0 " 3" ·FOREWARD THROW 15"x21" SQUARE ALUMINUM FIXTURE w/ 250w MH LAMP, DARK BRONZE FINISH ·SPAULDING SE1-250M-FT w/ PHOTOELECTRIC CONTROL AND CUTOFF SHIELD (OR APPROVED EQUAL) ·FOREWARD THROW 18"x26" SQUARE ALUMINUM FIXTURE w/ 400w MH LAMP, DARK BRONZE FINISH ·SPAULDING SE11-400M-FT w/ PHOTOELECTRIC CONTROL AND CUTOFF SHIELD (OR APPROVED EQUAL) PAVEMENT SURFACE NON-TAPERED SQUARE ALUMINUM POLE - DARK BRONZE FINISH HAND HOLE w/ COVER ANCHOR BOLTS & TEMPLATE BY LIGHT POLE SUPPLIER SEE LIGHT POLE BASE DETAIL FINISH GRADE N.T.S. POLE LIGHT BASE DETAIL REVISED 12/19/2014L-003L- 0 0 3 L i g h t P o l e B a s e - r a i s e d (ADJACENT TO PAVEMENT) 24 " 5'- 0 " M I N . #3 TIES @ 12" O.C. GALV. STEEL TO PVC CONDUIT CONNECTOR SCHE. 80 PVC FROM POLE TO POLE w/ SPARATE GROUND WIRE PAVEMENT SURFACE POLE AND LAMP AS PER LIGHTING SCHEDULE HAND HOLE w/ COVER ANCHOR BOLTS & TEMPLATE BY LIGHT POLE SUPPLIER BOLT OR CADWELD GROUND WIRE TO POLE FINISH GRADE 3 4" CONDUIT FOR #6 BARE COPPER GROUND WIRE (4) #5 VERTICAL 3 4"x10' COPPER WELD GROUND ROD BOND TO CONDUIT, BASE & POLE 2'-0" MIN. WHEN ADJACENT TO A PAVEMENT SURFACE 24" PRECAST LIGHT POLE BASE (ROUND or TAPERED) or 24" Ø (MIN.) CAST-IN-PLACE - 5,000 psi @ 28 DAYS - REINFORCING AS SHOWN N.T.S. POLE LIGHT BASE DETAIL REVISED 12/19/2014L-003L- 0 0 3 P o l e L I g h t B a s e 24 " (M I N . ) 5' - 0 " M I N . 3" #3 TIES @ 12" O.C. GALV. STEEL TO PVC CONDUIT CONNECTOR SCH 80 PVC FROM POLE TO POLE w/ SEPARATE GROUND WIRE PAVEMENT SURFACE POLE AND LAMP AS PER LIGHTING SCHEDULE HAND HOLE w/ COVER ANCHOR BOLTS & TEMPLATE BY LIGHT POLE SUPPLIER BOLT OR CADWELD GROUND WIRE TO POLE FINISH GRADE 34" CONDUIT FOR #6 BARE COPPER GROUND WIRE (4) #5 VERTICAL 34"x10' COPPER WELD GROUND ROD BOND TO CONDUIT, BASE & POLE 24" PRECAST LIGHT POLE BASE (ROUND or TAPERED) or 24" Ø (MIN.) CAST-IN-PLACE - 5,000 psi @ 28 DAYS - REINFORCING AS SHOWN 2' MIN. CURB APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT N.T.S. GAS LINE TRENCH DETAIL REVISED 08/01/2014M-006M- 0 0 6 G a s T r e n c h GAS MARKING TAPE SHALL BE 12" BELOW FINISH GRADE APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS GAS PIPE MIN. 6" SAND OR FINE GRAVEL ON ALL SIDES OF CONDUIT IN AREAS OF ROCKY SOIL24" MIN. 36 " M I N . N.T.S. ELECTRICAL TRENCH - PRIMARY REVISED 08/01/2014M-007M- 0 0 7 E l e c . T r e n c h P r i m a r y ELECTRICAL CABLE MARKING TAPE SHALL BE PLACED 8" TO 12" BELOW FINISH GRADE APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS TELEPHONE CABLE MIN. 4" SAND OR FINE GRAVEL ON ALL SIDES OF CONDUIT ELECTRICAL CONDUIT 24" MIN. 40 " M I N . CONDUIT SHALL BE ENCASED IN A 4" ENVELOPE OF CONCRETE UNDER THE FOLLOWING CONDITIONS: A. FOR INSTALLATION UNDER THE TRAVEL PORTION OF THE ROAD. B. WITHIN 10' OF WATER, SEWER, GAS AND DRAIN CROSSING. N.T.S. ELECTRICAL TRENCH - SECONDARY REVISED 08/01/2014M-008M- 0 0 8 E l e c T r e n c h S e c o n d a r y 24 " M I N . 24" MIN. 12" MIN. APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS ELECTRICAL CABLE MARKING TAPE SHALL BE PLACED 8" TO 12" BELOW FINISH GRADE TELEPHONE CABLE MIN. 4" SAND OR FINE GRAVEL ON ALL SIDES OF CONDUIT ELECTRICAL CONDUIT DUMPSTER ENCLOSURE N.T.S. NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 2 1 : 0 0 P M DSM SAL AS SHOWN 19145 C4.5 MISC. DETAILS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com N.T.S. POLE LIGHT DETAIL REVISED 12/19/2014L-002L- 0 0 2 P o l e L i g h t 2. 1. 24 " 5' - 0 " M I N . 16 ' - 0 " 20 ' - 0 " 3" ·FOREWARD THROW 15"x21" SQUARE ALUMINUM FIXTURE w/ 250w MH LAMP, DARK BRONZE FINISH ·SPAULDING SE1-250M-FT w/ PHOTOELECTRIC CONTROL AND CUTOFF SHIELD (OR APPROVED EQUAL) ·FOREWARD THROW 18"x26" SQUARE ALUMINUM FIXTURE w/ 400w MH LAMP, DARK BRONZE FINISH ·SPAULDING SE11-400M-FT w/ PHOTOELECTRIC CONTROL AND CUTOFF SHIELD (OR APPROVED EQUAL) PAVEMENT SURFACE NON-TAPERED SQUARE ALUMINUM POLE - DARK BRONZE FINISH HAND HOLE w/ COVER ANCHOR BOLTS & TEMPLATE BY LIGHT POLE SUPPLIER SEE LIGHT POLE BASE DETAIL FINISH GRADE N.T.S. POLE LIGHT BASE DETAIL REVISED 12/19/2014L-003L- 0 0 3 L i g h t P o l e B a s e - r a i s e d (ADJACENT TO PAVEMENT) 24 " 5'- 0 " M I N . #3 TIES @ 12" O.C. GALV. STEEL TO PVC CONDUIT CONNECTOR SCHE. 80 PVC FROM POLE TO POLE w/ SPARATE GROUND WIRE PAVEMENT SURFACE POLE AND LAMP AS PER LIGHTING SCHEDULE HAND HOLE w/ COVER ANCHOR BOLTS & TEMPLATE BY LIGHT POLE SUPPLIER BOLT OR CADWELD GROUND WIRE TO POLE FINISH GRADE 3 4" CONDUIT FOR #6 BARE COPPER GROUND WIRE (4) #5 VERTICAL 3 4"x10' COPPER WELD GROUND ROD BOND TO CONDUIT, BASE & POLE 2'-0" MIN. WHEN ADJACENT TO A PAVEMENT SURFACE 24" PRECAST LIGHT POLE BASE (ROUND or TAPERED) or 24" Ø (MIN.) CAST-IN-PLACE - 5,000 psi @ 28 DAYS - REINFORCING AS SHOWN N.T.S. POLE LIGHT BASE DETAIL REVISED 12/19/2014L-003L- 0 0 3 P o l e L I g h t B a s e 24 " (M I N . ) 5' - 0 " M I N . 3" #3 TIES @ 12" O.C. GALV. STEEL TO PVC CONDUIT CONNECTOR SCH 80 PVC FROM POLE TO POLE w/ SEPARATE GROUND WIRE PAVEMENT SURFACE POLE AND LAMP AS PER LIGHTING SCHEDULE HAND HOLE w/ COVER ANCHOR BOLTS & TEMPLATE BY LIGHT POLE SUPPLIER BOLT OR CADWELD GROUND WIRE TO POLE FINISH GRADE 34" CONDUIT FOR #6 BARE COPPER GROUND WIRE (4) #5 VERTICAL 34"x10' COPPER WELD GROUND ROD BOND TO CONDUIT, BASE & POLE 24" PRECAST LIGHT POLE BASE (ROUND or TAPERED) or 24" Ø (MIN.) CAST-IN-PLACE - 5,000 psi @ 28 DAYS - REINFORCING AS SHOWN 2' MIN. CURB APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT N.T.S. GAS LINE TRENCH DETAIL REVISED 08/01/2014M-006M- 0 0 6 G a s T r e n c h GAS MARKING TAPE SHALL BE 12" BELOW FINISH GRADE APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS GAS PIPE MIN. 6" SAND OR FINE GRAVEL ON ALL SIDES OF CONDUIT IN AREAS OF ROCKY SOIL24" MIN. 36 " M I N . N.T.S. ELECTRICAL TRENCH - PRIMARY REVISED 08/01/2014M-007M- 0 0 7 E l e c . T r e n c h P r i m a r y ELECTRICAL CABLE MARKING TAPE SHALL BE PLACED 8" TO 12" BELOW FINISH GRADE APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS TELEPHONE CABLE MIN. 4" SAND OR FINE GRAVEL ON ALL SIDES OF CONDUIT ELECTRICAL CONDUIT 24" MIN. 40 " M I N . CONDUIT SHALL BE ENCASED IN A 4" ENVELOPE OF CONCRETE UNDER THE FOLLOWING CONDITIONS: A. FOR INSTALLATION UNDER THE TRAVEL PORTION OF THE ROAD. B. WITHIN 10' OF WATER, SEWER, GAS AND DRAIN CROSSING. N.T.S. ELECTRICAL TRENCH - SECONDARY REVISED 08/01/2014M-008M- 0 0 8 E l e c T r e n c h S e c o n d a r y 24 " M I N . 24" MIN. 12" MIN. APPROVED BACKFILL THOROUGHLY COMPACTED IN 8" LIFTS ELECTRICAL CABLE MARKING TAPE SHALL BE PLACED 8" TO 12" BELOW FINISH GRADE TELEPHONE CABLE MIN. 4" SAND OR FINE GRAVEL ON ALL SIDES OF CONDUIT ELECTRICAL CONDUIT DUMPSTER ENCLOSURE N.T.S. NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 4 / 7 / 2 0 2 2 9 : 1 1 : 2 2 A M DSM DSM SAL AS SHOWN 19145 C5.0 SPECIFICATIONS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 2 1 : 2 9 P M DSM DSM SAL AS SHOWN 19145 C5.1 SPECIFICATIONS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 2 1 : 4 2 P M DSM DSM SAL AS SHOWN 19145 C5.2 SPECIFICATIONS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE OFFICE BUILDING P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 2 1 : 5 5 P M ” DSM DSM SAL AS SHOWN 19145 C5.3 SPECIFICATIONS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE OFFICE BUILDING 4/28/22 DSM REVISED PER CWD COMMENTS P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 2 2 : 0 7 P M √√ DSM DSM SAL AS SHOWN 19145 C5.4 SPECIFICATIONS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE OFFICE BUILDING 4/28/22 DSM REVISED PER CWD COMMENTS P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 2 2 : 2 1 P M DSM DSM SAL AS SHOWN 19145 C5.5 SPECIFICATIONS A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com APR. 7, 2022 NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE OFFICE BUILDING 4/28/22 DSM REVISED PER CWD COMMENTS P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - D e t a i l s & S p e c s . d w g , 9 / 2 1 / 2 0 2 2 1 2 : 2 2 : 3 4 P M W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S S D EX. 8" WATER SERVICE INV. UNKNOWN 8" D . I . W A T E R M A I N 10" D.I. WATER MAIN B O W D O I N S T . MEADOWLAND DR. PROPOSED BUILDING 11,317 SF F.F.E. 348.0 PROPOSED HYDRANT ASSEMBLY (2) WATER DIG SAFE MARKINGS T T PROPOSED SPRINKLER ROOM 115 L.F. - 8 " C 9 0 0 P V C NEW GATE VALVE AND VALVE BOX R T LOT 7 3.96 AC. FIRE DEPARTMENT CONNECTION 98.7 ' 2" TYPE 'K' DOMESTIC SERVICE w/ 2" GATE VALVE & VALVE BOX 8" D . I . 6" CL 52 D.I.P. 8"x6" TEE D D D D W W CONTRACTOR SHALL CONFIRM EX. PIPE SIZE PRIOR TO CONNECTION DSM DSM SAL 1" = 20' 19145 F1.0 FIRE DEPARTMENT ACCESS PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING APR. 7, 2022 9/21/22 DSM REVISED SITE LAYOUT P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 9 / 2 1 / 2 0 2 2 1 : 4 2 : 1 0 P M S S S S S S S S S S ST S S S S S S S SETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ST ST ST ST ST ST ST ST ST ST ST ST ST S T S ET C ET C ET C ET C ET C ET C ET C ET C ETC ST S T ST ST W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S S D S EX. CB RIM 341.3 INV. 338.6 (4" E) INV. 336.9 (18" N) 18" HDPE w/ F.E.S. INV. 335.8 G G G G G G G G G G G G G G G G G G G EX. CB RIM 347.7 EX. CB RIM 347.7 18" HDPE 18 " H D P E B O W D O I N S T . MEADOWLAND DR. PROPOSED BUILDING 11,317 SF F.F.E. 348.0 ROOF DRAIN CONNECTION INV. 342.2 50' W E T L A N D B U F F E R EXISTING BIT. CONC. SHA R E D U S E P A T H EX I S T I N G 5 ' B I T . C O N C . S I D E W A L K CB #5 RIM 343.9 INV. 341.9 (12" N) INV. 342.0 (8" S) 351 35 0 35 0 350 34 9 34 9 34 8 34 8 34 8 34 8 347 3 4 7 34 7 347 346 346 346 345 34 5 345 344 344 3 4 4 344 343 343 3 4 3 343 342 34 2 3 4 2 342 341 34 1 3 4 1 341 340 340 339 339 338 338 337 33 7 33 6 8" OAK 8" OAK 8" OAK 8" MAPLE 8" MAPLE 4" SPRUCE 2" SPRUCE 2" SPRUCE 4" SPRUCE (3) 4" SPRUCE (2) 4" SPRUCE 4" SPRUCE 4" SPRUCE (3) 4" SPRUCE 4" SPRUCE 2" SPRUCE 2" SPRUCE (4) 6" FIR 2" FIR EX. CB RIM 341.4 INV. 339.3 (4" E) INV. 336.3 (18" E) INV. 336.3 (18" S) INV. 336.2 (18" NW) 8 L.F. - 8" HDPE (PLACE 2" RIGID INSULATION OVER PIPE) T T 34 0 33 8 33 9 349 345 346 339 341 4" LINDEN 4" LINDEN 4" LINDEN 4" LINDEN 2" SPRUCE + 347.9 34 4 . 0 + TC 347.7 BC 347.2 +34 6 34 5 R T 5.0% 3 4 8 348 349 34 7 34 7 34 8 34 9 3 4 9 34 7 LOT 7 3.96 AC. EX. CB RIM 351.8 INV. 346.2 (18" W) D D D ST D ST S S ETC ETC W W CB #1 RIM 343.9 INV. 339.0 (15" N) INV. 342.1 (12" NE) INV. 338.9 (18" E) INV. 338.8 (18" W) ST CB #3 RIM 344.2 INV. 340.8 (15" SE) CB #4 RIM 344.8 INV. 340.9 (12" E) INV. 340.8 (12" SW) DMH #3 RIM 347.0 INV. 341.7 (12" S) INV. 341.6 (12" W) DMH #2 RIM 345.9 INV. 340.5 (15" NE) INV. 340.5 (15" NW) INV. 340.9 (12" E) INV. 340.4 (15" S) DMH #1 RIM 346.8 INV. 340.4 (15" N) INV. 340.4 (12" W) INV. 340.3 (15" S) TREATMENT UNIT RIM 346.9 INV. 340.1 (15" N) INV. 339.5 (15" S)64 L.F. 15" HDPE 10 L.F. - 15" HDPE 13 L.F. 15" HDPE 21 L.F. 15" HDPE 9 L.F. 12" HDPE 87 L.F. 12" HDPE TC 348.6 BC 348.1 + + 347.96 + TC 347.5 BC 347.5 + 347.3 + 347.75 TC 347.9 BC 347.4 + + TC 346.4 BC 345.9 + TC 346.8 BC 346.3 348.7 + + 348.0+ 347.3 + TC 345.9 BC 345.4 TC 347.1 BC 346.6 + + 346.0 + 347.2 TC 347.4 BC 346.9 + + 347.2 347.5 + + TC 347.6 BC 347.1 TC 347.0 BC 346.5 + TC 346.5 BC 346.0 + + TC 345.1 BC 344.6 TC 345.9 BC 345.4 + + TC 346.0 BC 345.5 TC 346.4 BC 345.9 + + 346.6347.0 + + 347.2 346.0 +345.0 +346.0 +347.0 + 90 L.F. 12" HDPE CB #2 RIM 345.5 INV. 343.0 (12" SW) TC 347.2 BC 346.7 + 34 8 347 346 345 346 34 7 346 345 34 5 346 TC 345.5 BC 345.0 + TC 348.2 BC 347.7 + 347 346 346 T/WALL EL. 347.0 343 345 346 3 4 5 WETLAND BUFFER IMPACT - 1,020 S.F. 346.5 + 347.96 +347.7 + 347.45 + 347.5 + 347.6 + 347.75 ++ 347.6 + 347.0 346.8 + 347.3 + 348.9± +349.3 + 348.0 + + 344.5 TC 346.7 BC 346.7 + TC 346.8 BC 346.8 + + 346.3 TC 347.1 BC 346.6 + 347 G DSM DSM SAL 1" = 20' 19145 C2.2 PROPOSED CONDITIONS GRADING & DRAINAGE PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 NEAGLEY & CHASE OFFICE BUILDING APR. 7, 2022 6/8/22 DSM REVISED PER CITY COMMENTS 9/21/22 DSM REVISED SITE LAYOUT P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 9 / 2 1 / 2 0 2 2 1 : 3 7 : 2 8 P M HB 1.0 347.9x 348.5x x346.1 x346.4 x346.8 x347.0 x346.6 346.5x 34 ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ETC ET C ET C ET C ET C ET C ET C W W W W W W W W W W W W W W W W W W W W W W W W W W W W W BO W D O I N S T . MEADOWLAND DR. PROPOSED BUILDING 11,317 SF F.F.E. 348.0 EXISTING BIT. CONC. SHA R E D U S E P A T H EX I S T I N G 5 ' B I T . C O N C . S I D E W A L K 351 35 0 34 9 34 8 34 8 3 4 7 34 7 346 346 34 5 344 3 4 4 3 4 3 34 1 339 339 338 337 33 7 T T 349 R T (5) HB (15) PV (10) EP (10) AP (4) AG (1) TO (9) SA (3) AFA (17) HQ (6) PO (17) HR (13) AP JC GT (10) MD (11) F (6) JC (4) IV (1) JC (3) IV (1) JC (3) JC GT GT PATIO GT (3) HB (4) LM OVER PERGOLA (7) HF (9) HF ENTRY SIGN GB SNOW STORAGE AREA ( T Y P . ) SNOW STORAGE AREA ( T Y P . )DSM DSM SAL 1" = 20' L1.1 PROPOSED PLANTING PLAN NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE OFFICE BUILDING Nov.30, 2022 96022-40.dwg Model 4/7/2022 08:48:47 96022-40.dwg Model 4/7/2022 08:48:47 S D B O W D O I N S T . MEADOWLAND DR. PROPOSED BUILDING 11,317 SF F.F.E. 348.0 EXISTING BIT. CONC. SHA R E D U S E P A T H EX I S T I N G 5 ' B I T . C O N C . S I D E W A L K T T LOT 7 3.96 AC. DSM DSM SAL 1" = 20' 19145 WS1.0 APR. 7, 2022 PARKING LOT GREEN SPACE PLAN A C CIVIL ENGINEERING ASSOCIATES, INC. E 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com NORTHEAST TERRITORIES, INC. 20 SOUTH CREST BURLINGTON, VERMONT LOT 7 MEADOWLAND BUSINESS PARK SOUTH BURLINGTON, VERMONT NEAGLEY & CHASE CONSTRUCTION 66 BOWDOIN ST., STE. 100 SOUTH BURLINGTON, VERMONT LOCATION MAP 1" = 2000' PROJECT LOCATION 116 89 ONLOGIC PARKING LOT GREEN SPACE COMPLIANCE TOTAL PARKING LOT AREA 13,358 S.F. GREEN SPACE REQUIRED 1,336 S.F. GREEN SPACE PROVIDED 1,460 S.F. P:\ A u t o C A D D P r o j e c t s \ 2 0 1 9 \ 1 9 1 4 5 \ 1 - C A D D F i l e s - \ d w g \ 1 9 1 4 5 - S i t e . d w g , 9 / 2 1 / 2 0 2 2 1 : 4 1 : 5 3 P M