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HomeMy WebLinkAboutWPO202000030 Plan - VSMP 2021-03-24GENERAL NOTES OWNER: CURRELL CORPORATION 35 OLD FARM ROAD CHARLOTTESVILLE, VA 22902 St. Anne 2=415 IVY ROAD COMMERCIAL@s Schooi Belfie dsCampo DEVELOPER: HUNTER E CRAIG COMPANY 5 1900 ARLINGTON BOULEVARD CHARLOTTESVILLE,VA 22903 (434)974-4500 ENGINEER: COLLINS ENGINEERING 200 GARRETT ST, SUITE K CHARLOTTESVILLE,VA 22902 (434)293-3719 TAX MAP NO.: 06000-00-00-025AO COB17/568 TOTAL PROJECT AREA: 3.89 ACRES TOTAL NOTE: A BLA IS BEING PROPOSED WITH THIS SITE PLAN TO RELOCATE THE PROPERTY LINE THAT CURRENTLY PASSES THROUGH ONE OF THE EXISTING BUILDINGS. THE NEW PROPERTY LINE WILL BE LOCATED JUST TO THE WEST OF THE BELL -AIR MARKET BUILDING, AS SHOWN ON THIS PLAN. THE PROPOSED BLA WILL ADD AN ADDITIONAL 0.91 ACRES FROM TMP 60-25B TO THE PROPERTY (TMP 60-25A), WHEN COMPLETE. NO IMPROVEMENTS ARE PROPOSED WITHIN THIS 0.91 ACRES. THE PROPERTY LINE ADJUSTMENT (AS REQUESTED BY STAFF) IS THE ONLY MODIFICATION ASSOCIATED WITH THIS AREA. NEW TOTAL PROJECT AREA (AFTER BLA): 4.80 ACRES ZONING: C-1 COMMERCIAL ZONING. THE PROPERTY IS ALSO SUBJECT TO THE AIRPORT IMPACT AREA (AIA), ENTRANCE CORRIDOR (ARB), AND STEEP SLOPES OVERLAY DISTRICTS AS DESCRIBED IN SECTION 30 OF THE ZONING ORDINANCE. THIS PARCEL IS ALSO SUBJECT TO THE ACTION OF A SPECIAL USE PERMIT GRANTED IN 2004 WITH SP2004-00021 FOR A BALLET SCHOOL. TOPO & SURVEY: SURVEY PROVIDED BY ROGER W. RAY & ASSOCIATES IN AUGUST 2019. TOPOGRAPHY IS FIELD SURVEY PERFORMED BY ROGER W. RAY & ASSOCIATES. TOPO FIELD VERIFIED BY COLLINS ENGINEERING IN SEPTEMBER, 2019. DATUM: NAD83, NAVD 88 EXISTING CONDITIONS: RELATIVELY FLAT DEVELOPED SITE WITH (2) EXISTING COMMERCIAL BUILDING, PARKING, AND OUTSIDE GRAVEL STORAGE AREA. THE COMMERCIAL BUILDING PROPOSED TO BE RENOVATED FOR A CHANGE IN USE IS 28,960 SF AND THE EXISTING COMMERCIAL BUILDING THAT SHALL REMAIN (WITH NO IMPROVEMENTS OF CHANGES TO THE CURRENT USE) IS 17,425 SF. PROPOSED: THE EXISTING COMMERCIAL RETAIL BUILDING WILL BE RENOVATED FOR THE FOLLOWING USES: 2,500 SF RESTAURANT 51000 SF COMMERCIAL RETAIL 18,180 SF COMMERCIAL OFFICE/COMMERCIAL RETAIL 31280 SF MANUFACTURING/PROCESSING/ASSEMBLY/FABRICATION TOTAL SQUARE FOOTAGE: 28,960 SF EXISTING BUILDING TO REMAIN WITH CURRENT USES: 2,465 SF MEDICAL OFFICE 61800 SF BALLET SCHOOL 81160 SF COMMERCIAL OFFICE TOTAL SQUARE FOOTAGE: 17,425 SF WATER SUPPLY PROTECTION AREA: N/A WATERSHED / WATER RESOURCE AREA: RIVANNA RIVER DRAINAGE BASIN ALLOWABLE DENSITY: N/A PROPOSED DENSITY: N/A GREENWAY DEDICATION: N/A - EXISTING PAVED PATHWAY ON THE PROPERTY TO REMAIN BUILDING HEIGHTS: EXISTING (1) STORY BUILDING TO REMAIN. MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 65 FEET. NOTE: HEIGHT OF BUILDING OVER 40 FEET OR 3 STORIES SHALL PROVIDE A STEPBACK PER SECTION 4.20. EXISTING BUILDING HEIGHT = 18' SETBACKS: FRONT SETBACK: 10' BLDG. MINIMUM FROM R/W OR EXTERIOR EDGE OF SIDEWALK IF SIDEWALK IS OUTSIDE R/W. 30' BLDG. MAXIMUM FROM R/W OR EXTERIOR EDGE OF SIDEWALK IF SIDEWALK IS OUTSIDE R/W. 10' MINIMUM FOR OFF-STREET PARKING OR LOADING SPACES FROM ANY PUBLIC STREET R/W. SIDE & REAR SETBACK: MINIMUM: IF THE ABUTTING LOT IS ZONED RESIDENTIAL, RURAL AREAS, OR THE MONTICELLO HISTORIC DISTRICT: (I) NO PORTION OF ANY STRUCTURE, EXCLUDING SIGNS, SHALL BE LOCATED CLOSER THAN 50 FEET FROM THE DISTRICT BOUNDARY; AND (II) NO OFF-STREET PARKING OR LOADING SPACE SHALL BE LOCATED CLOSER THAN 20 FEET TO THE DISTRICT BOUNDARY. IF THE ABUTTING LOT IS ZONED COMMERCIAL OR INDUSTRIAL, ANY PRIMARY STRUCTURE SHALL BE CONSTRUCTED AND SEPARATED IN ACCORDANCE WITH THE CURRENT EDITION OF THE BUILDING CODE. MAXIMUM: NONE STEPBACKS: FRONT - FOR EACH STORY THAT BEGINS ABOVE 40 FEET IN HEIGHT OR FOR EACH STORY ABOVE THE THIRD STORY, WHICHEVER IS LESS, THE MINIMUM STEPBACK SHALL BE 15 FEET. SIDE & REAR: NONE PRIVATE TRAVELWAYS: CURB & GUTTER TRAVEL WAYS UTILITIES (WATER AND SEWER): COUNTY PUBLIC WATER AND SANITARY SEWER AGRICULTURAL/ FORESTAL DISTRICT: NONE EXISTING VEGETATION: TREES ALONG THE WESTERN PROPERTY LINE AND (3) LARGE TREES ALONG THE SOUTHERN BOUNDARY. ADDITIONAL LANDSCAPING AND VEGETATION ALONG THE NORTHERN PROPERTY LINE. LIGHTING: EXISTING LIGHT POLES AND BUILDING LIGHTING SHALL REMAIN AS IS. NO ADDITIONAL LIGHTING IS PROPOSED WITH THE SITE PLAN AMENDMENT. ANY PROPOSED LIGHTING MUST COMPLY WITH REQUIREMENTS OF SECTION 32.7.8 & SECTION 4.17 OF THE ZONING ORDINANCE. LANDSCAPING: A LANDSCAPING PLAN IS PROVIDED WITH THE FINAL SITE PLAN IN ACCORDANCE WITH ALBEMARLE COUNTY ORDINANCE SECTION 32.7.9, SEE SHEET 5. STREET TREES SHALL ALSO BE INCLUDED WITH THE LANDSCAPING DESIGN TO INCORPORATE STREET TREES EVERY 40' ALONG THE ROADWAYS. TRASH RECEPTACLES: A PROPOSED TRASH DUMPSTER IS PROPOSED ON -SITE FOR TRASH SERVICE FOR THE BUILDING. PHASING: THIS SITE SHALL BE DEVELOPED IN ONE PHASE. PARKING REQUIRED: RESTAURANT: 2,500 SF x 13 SPACES/1000 SF = 33 SPACES RETAIL: 5,000 SF x 80% x 1 SPACE/100 SF = 40 SPACES COMMERCIAL OFFICE/RETAIL: 28,805 SF x 80% x 1 SPACE/200 SF = 115 SPACES BALLET SCHOOL: 8 PARKING SPACES MANUFACTURING/PROCESSING/ASSEMBLY/FABRICATION: 1 SPACE/EMPLOYEE ON THE LARGEST SHIFT (7 EMPLOYEES) = 7 SPACES 1 SPACE/500 SF OPEN TO PUBLIC (500 SF) = 1 SPACE (2 SPACES MIN. FOR CUSTOMER PARKING) GAS STATION/RETAIL (TMP60-25113): 2,350 SF x 80% x 1 SPACE/100 SF = 19 SPACES TOTAL PARKING REQUIRED: 224 SPACES REQUIRED PARKING PROVIDED: TOTAL PARKING SPACES PROVIDED = 224 SPACES (96 EXISTING PARKING SPACES AND 128 PROPOSED PARKING SPACES - 22 PAVERS, 99 NEW ASPHALT, 7 NEW STRIPED ON EX ASPHALT) NOTE: THERE WILL BE A PARKING EASEMENT ON THE TMP60-25B PARCEL FOR THE EXISTING 15 PARKING SPACES BEHIND THE RETAIL STORE. REDEVELOPMENT PLAN �__o VSMP a SAMUEL MILLER MAGISTERIAL DISTRICT s Club Q ALBEMARLE COUNTY, VIRGINIA SHEET LAYOUT SCALE: 1" = 60' 0 ERG/N11q _ F< f0"o/C . o'Q T.M.P 60 25 ROSSER ASSOCIA D.E.1083-50 D.B. 635 308 PI ZONING: HC HIGHWAY C USE: COMMERCIAL 1 vNRAO Central Development Laboratory F�Wa�Av��r i9 ®. AtlantluNesearchOro upQ SUBJECT AREA Pad'a t of Chat �jn � Q a The Market at Bellair 0 QGreg Leffler -State Farm Faulcorter Construction Co., Inc ® (NDV V o, • Printing& Copying Services University of Virginia Police Department 0 ---- VICINITY MAP Gk-APHIC SCALK SCALE: 1" = 1000' 60 0 30 60`` 120 240 LEGEND ROADS EXISTING CULVERT ( IN FEET ) I inch = 6d`, fL Q DROP INLET & STRUCTURE NO. CURB �� -�-�, '`, CURB &GUTTER PROPOSED ASPHALT PROPOSED CONCRETE PROPOSED PAVER (IMPERVIOUS) ----- _ BENCH MARK VDOT STANDARD STOP SIGN EXISTING CONTOUR - SHEET INDEX SHEET T.M.P. 60-24A Y OF VIRGINIA FOUNDA D.B. 5184, PG.139 ZONING: RA E; RURAL/RESIDENCE COVER SHEET 1 EXISTING CONDITIONS & DEMOLITION PLAN 2 EROSION & SEDIMENT CONTROL NARRATIVE 3 EROSION & SEDIMENT CONTROL PLAN - PHASE I 4 EROSION & SEDIMENT CONTROL PLAN - PHASE II 5 EROSION & SEDIMENT CONTROL PLAN - PHASE III 6 EROSION & SEDIMENT CONTROL PLAN DETAILS 7 STORMWATER MANAGEMENT PLAN 8 STORMWATER MANAGEMENT DETAILS 9A STORMWATER MANAGEMENT DETAILS 9 PROFILES 10 TOTAL SHEETS 11 PROPOSEDyz8o5F OFMANUFACTURING1 z - NOTES: PROCESTION ASSEFABRIMBLp& .� E%ISTING �L McDicALOFNCE E7c'sn"G SPACE L,k.SF) L __ �- _ --_ CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION ISDIFFERENT ' Ni 0 T PROPOSEDaR,,8o SF COMMERCIAL OFFICIERETAIL PROPOSEDS-5F COMMERCIAL RETAIL RETAINING WALLS: NO RETAINING WALLS ARE PROPOSED WITH THIS PLAN. A STONE WALL, FOR SCREENING PURPOSES ONLY, IS PROPOSED ALONG IVY ROAD ADJACENT TO THE PROPOSED PARKING LOT. RECREATION: N/A CRITICAL SLOPES: MANAGED STEEP SLOPES ARE EXISTING ON SITE AS SHOWN ON THE PLAN. NO IMPACTS TO MANAGED SLOPES ARE CURRENTLY PROPOSED WITH THE DEVELOPME BURIAL SITES: NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THE SITE. LAND AREA: (TMP-6025A WITH PROPOSED BLA ADJUSTMENT) - TOTAL ACREAGE (4.80 ACRES) EXISTING BUILDINGS: 46,385 SF - 1.06 AC. (22.2%) PROPOSED PAVED PARKING AND TRAVELWAYS: 48,753 SF - 1.12 AC. (23.3%) SIDEWALKS: 5,013 SF - 0.12 ACRES (2.5%) EXISTING PARKING AREA/GRAVEL STORAGE: 46,450 SF - 1.06 ACRES (22.1%) OPEN AREA / LANDSCAPING AREA 62,487 SF - 1.43 ACRES (29.9%) IMPERVIOUS AREAS: 146,601 SF (3.37 AC) TOTAL PAVED PARKING AND CIRCULATION AREA: 100,216 SF acszbo; ,` UPON DISCOVERYOFUTILITY NOT SHOWN ON THE PLANS. A CONFLI ND C A s, e "`I \' � \ THE CONTRACTOR MUST LOCATE ALL SURFACE AND SUB -SURFACE UTILITIES PRIOR - TO ANY WORK ONSITE. ANY SIDEWALK AND/OR CURB DAMAGE IDENTIFIED IN THE SITE VICINITY DUE TO PROJECT CONSTRUCTION ACTIVITIES AS DETERMINED BY THE VDOT INSPECTOR l Ewsnrvc " -. ., SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. SIDEWALK WILL BE [1zn �OFFICE SPACE l REPLACED AT THE DIRECTION OF THE VDOT INSPECTOR. ANY EXISTING SIDEWALK "o THAT IS CURRENTLY DAMAGED AND IN NEED OF REPAIR OR NOT IN COMPLIANCE WITH CURRENT STANDARDS SHOULD BE REPLACED AS PART OF THIS PROJECT AS EXISTING WELL. WELL. IN ADDITION, ANY EXISTING CG-12S ALONG THE PERIMETER OF THE SITE GASSTATION1 A _ _ SHOULD BE UPGRADED TO MEET CURRENT STANDARD IF NEEDED. CONVENIENCE L - STORE ,5.S °SF ALL SIGNING AND PAVEMENT MARKINGS SHALL BE CONSISTENT WITH THE MUTCD. ------Si-.- __ ADDITIONAL NOTES: 1. ALL GRASS AND LANDSCAPING AREAS SHALL BE PRIVATELY OWNED AND MAINTAINED. w IGN� N sicry 2. THE STREETS IN THE DEVELOPMENT SHALL BE PRIVATE TRAVELWAY FD AND TRAVELWAYS AND WILL NOT MEET THE STANDARDS FOR "SIGN d. ACCEPTANCE INTO THE SECONDARY SYSTEM OF STATE HIGHWAYS AND -----------"-- y� PEARi �---'-------------------------___ WILL NOT BE MAINTAINED BY THE VIRGINIA DEPARTMENT OF 4 L=38].3��h-•••-m-,ro-mm-,.e-m-,..-m-in--we-_aJ`---m--____ _ _____ --m-' -� TRANSPORTATION OR THE COUNTY OF ALBEMARLE. -�- -M-� 3. THE PROPOSED DEVELOPMENT SHALL BE SERVED BY PUBLIC WATER WATER LINE & ----------------- -------- ----- AND SEWER. PROPOSED TRIP GENERATIONS: CITE TRIP GENERATION, lOTH EDITION) (D.B. 156b-435) --------------- I - 2,500 SF RESTAURANT = 280 VPD (25 VPH AM & 25 VPH PM) _ - S,000 SF COMMERCIAL RETAIL = 534 VPD (19 VPH AM & 46 VPH PM) --- - 18,180 SF COMMERCIAL OFFICE/RETAIL = 177 VPD (21 VPH AM & 21 VPH PM) 3,280 SF MANUFACTURING/PROCESSING/ASSEMBLY/FABRICATION = 13 VPD (2 T.M'P' 76C-A-01 T.M.P.'�'R6C-B= 4}}A YCANTERBURY LLC BtRRAN�7S9TFil_, VPH AM & 3 VPH PM) D.B `.1998, PG.378 D.B. 4648, PG.380 2,465 SF MEDICAL OFFICE = 86 VPD 'ONING: R-1 RESIDENTIAL ZONING: Y�-1_RESIDENTIAL SINGLE FAMILY DETACHED LOT USE: SINGLE FAMILY-UE[ACHED LOT 6,800 SF BALLET SCHOOL = 26 VPD (4 VPH AM & 6 VPH PM) STREAM BUFFERS/FLOODPLAIN: NO STREAM BUFFERS ARE LOCATED ON THE PROPERTY IN 2,350 GAS STATION (6 PUMPS): 1,467 VPD (96 VPH AM & 116 VPH PM) ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION TOTAL PROPOSED TRIPS/DAY: 2,570 VPD ORDINANCE. THE PROPERTY ALSO DOES NOT LIE WITHIN THE LIMITS EXISTING TRIP GENERATIONS: (ITE TRIP GENERATION, LOTH EDITION) OF A 100-YEAR FLOODPLAIN, PER FEMA MAP NUMBER 51003CO267D 28,960 SF COMMERCIAL RETAIL/HARDWARE = 265 VPD (32 VPH AM & 78 VPH ADOPTED FEBRUARY 4, 2005. NO IMPACTS ARE PROPOSED FOR ANY PM) STREAM BUFFERS OR 100 YEAR FLOODPLAIN LIMITS WITH THE REDEVELOPMENT OF THE PROPERTY. THE PROPERTY IS NOT LOCATED 2,465 SF MEDICAL OFFICE = 86 VPD WITHIN A STATE DAM INUNDATION ZONE OR FEDERAL DAM 6,800 SF BALLET SCHOOL = 26 VPD (4 VPH AM & 6 VPH PM) NT. INUNDATION ZONE. 2,350 GAS STATION (6 PUMPS): 1,467 VPD (96 VPH AM & 116 VPH PM) TOTAL EXISTING TRIPS/DAY: 1,844 VPD STORMWATER MANAGEMENT: 2.86 ACRES DISTURBED. THE SITE DECREASES IMPERVIOUS AREA TOTAL INCREASE IN TRIPS/DAY: 726 VPD WITHIN THE DISTURBED ACREAGE. THE POST -DEVELOPMENT TP LOAD REDUCTION FOR THE SITE IS 0.86 LB/YEAR. STORMWATER MANAGEMENT FOR THE PROPOSED IMPROVEMENTS ON THE SITE AND WATER QUANTITY REDUCTION SHALL BE ACCOMMODATED WITH ONSITE FACILITIES. THESE FACILITIES, SHALL INCLUDE PERVIOUS PAVERS AND A LANDSCAPED GRASS DRY DETENTION AREA WITH APPROVED PRETREATMENT CELLS. ADDITIONAL WATER QUALITY NUTRIENT by the Albemarle County CREDITS SHALL BE UTILIZED TO ACHIEVE THE NECESSARY REMOVAL Community Development Department RATES FOR THE DEVELOPMENT. THE FINAL WPO AND VSMP PLAN SHALL Date 03/24/2021 APPROVED PRIOR TO LAND DISTURBING OPERATIONS AND PRIOR TO File WP0202000030 FINAL SITE PLAN APPROVAL. NOTE: ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. iCOTT /R. 'C1I!)-LLINS Z Lic. No. 035791 11�_ 3/9/21 o "4 n CA .-I N 0 0 Ln z O o o g w w O 0 U Z� Z um=i OU 0 OU Ln w OZ O J � S' H in ~ z z a z = = w .. Cz7 V l VO VO ,ILn w w F\�1 fz a / >> W w N� CNI � N N LD ti M M N U) M 'II" i 1 N z LU Wrn N LV > 0 O _ W w J Z J LU 0 LU LU L9 0 i _ QC J Q LU LU U � ck� WLU LU Y H O D O Ul U w 0 Z w Q CO J w >� J j� Q Ln 0 T­1 O NI N N O N w J U w ,~i F_ F_ O a w � JOB NO. 192171 SCALE 1 "=60' SHEET NO. 1 / \ \ LEGEND: H \ \ / - \ \ / NOTE: SEE ESC FO ING OF E) ]STING STORM DEMOLITION AND W \ \TH OF y CLOSURE OF EXISTING D STRIAN PATHIAYADJACENTTO ROUTE 250. AP AIR PUMP I \ RD A 1 CO CLEA�OUT \\ _ \ \\ / \ -- 1- 1 DI DROP (INLET \W _ \\ \ / \\ SCOTT R. LLINS� / \ \ R=2962.75 D - �� \ FC FILLER\ CAP w \ \ v� U Lic. No. 035791� ti \ FIT FIRE HYDRANT ` � \ \ \ � � 4 \GM GAS METER `\w \ \\ \ - °�/ �O `` - L=206.85 \ \ \ 3/9/21 c \ `\ °yE MH - \ \ - J" ---- \ LP LIGHT OPOLE \\ \ \ \ ASS �lyG1 \ fl \\ \\ H MANH J \ \ \ \ \ ZONAL vv v r- - MONTIORR��G WELL SANIANY V ° v o v <�v --_ P� POLE \ FRAME \ \\\\\` �� \ / \ / \\\ \\� ST \\51GNPANE TANK BLDG. Q - \ SEWER \ _ \ \�SMT. \ \� \ E �-�--_- _ \�\\ 0 �k\ `� o` -- / \\ TELEPHONE BOX (D.B.A2� 6 UL UTILER LID -17$ \\ \ _�_ `� \\ �6, \ (� \\ WM TEF�i.`v1ETER fiEMP. w WARD VALVE _IRON _ \ \ \ \ \ \ Q� \ \ \ O�STR. \ - \ \ \ / \ / d \ \ \ o S%T. \ \ SET \ \ \ \ \ \\ PAV D \ \ (D. 2706 \ \\ '§o, \CS� \ / \ OVERT --UTILITY LINE °yE fl \\ \\ \ \ n rn ENCE \ IT E \ \ LIGHT O o \ \ - \ ICE POLE \ \ r r to Tj0 \\ \ GUA AIL / oyE D \ z0 ao ao z OF O //(/C, \ \ \ : ei \ - e - PAVED \ 1t a H H g _ rr/A� PAV NTTO B S <F�TRi TRgOk \ \ \ \ \ "\ CONCRETE \ \ • ° T.M. 60� 5A - \ \ ` \ \ Y/ O \ REMOV C S \ • °e+e m 00 f f w \ \ \ Ge p \ ° HMs IVh ^RO, D LLC \ - - / D \ \ Z o m o o sID:B PG---- \\ CON RETE z U U Lu ZONING °eC$` CO MER AlI\ / DUMPS -TER - ` \ \ \ O H GRAVEL IASE: GAS S ATION ® &A EVCIL / °" \ \ \ ` \ ~ w O O z g- -- _ PAD z > :EXISTING FENCE X3fq.. IN V.IN= ;,e: F�SFM \ \ \ \ \ CONCREoTE° > \ \ ENCLOSURE AREA 556.39°ye - - - - - - - \ l� \ TO BE REMOVED DI TOP .M:. 60-25A VEMENT ------------ uj Np \ \\PA WOODENP NOTE: LA T z \ \ 565.42 g E ^T \ F h2 fl \ 0 O S O OT _ _ � T A � GRAV�C CEDARS � \ \ . •, e /' _ _ CF - � � COUNT TOWARD THE OVERALLFYiRKIN �F _FOR-M E'RLX- - � '/ � uwi uwi y� :. O c4µ\ ��/ • _WALL OHE OHE - / \ \ QI \,_.� �i y :5:b ACRES yE "i� \\ \\ \ \ OLNPD°. OHE ' --- - STiiT�-/ W W \ \ I �' i EXISTING �56 IN= \ \ \ oHE \ ROUTE 754 LIGHTPOLEAND �,,. 564�6 \\ fl 1 \ Ice MA\RAGED SLOPES (60' R/W) TOP- 82.0 'NCB OVERHEAD POW \ PAVED \ V=578.5 \ \\ `\�\ TO BE REMOVEDER oyE \ \ \ \ 1 \ \ \ URB N69°07'00"W -oHE_ 128.09 METER _ GUARDRAIL T.M. 60-24 1 \ \ \ \\ 0 GRAPHIC SCA_ \ P \ UNIVERSITY OF VIRGINIA OUNDATION� PAVED �yE \ \ PG.13� - �� GJ� GRA L 1 -- GAVEL' 9 �B 51IN \ �QNING: R EXISTING STORM \\ D US RUR RE& NCE - 30 o is 30 60 120 EXISTING GATE T� \ Sb'rJ - - - - - - - _ 1 TO BE DEMOLISHED \ / - \ rt `� \,, '• .`- ��%C S� WALi, �R.A \ BE REMOVED C C C . �i DI �< ,I:: �.': .' S6 A EXISTING v v v v v ( N FEET ) - - _ - i M . JJ ,1 8 \ MA GED \ \ \ \ 432 - -- - - .� EXISTING GRAVEL'1; i 1 ��� \ \ SLOPE TO \ \ \ 1 inc = 30 ft. - - - AREATOBE 6" PIPE GRPVEi v - oyF \ REMA ` _ A "REMOVED FOR . INV.\ N= o PROPOSED IMPROVEMENTS ';; EXISTING STORM IRO Id DEMOLISHED AND , -"ND REPLACED.. = \ IN V.OU T= DI TOP= L" IGH1 INV.IN 556.37 \ \ TOP=581.9 tNV.w= INV.OUT= V A V A V=578.8 GRAV! L POLE i 558.9 555.50 555.27 - - - \ \ \XX \ • 2 - "Jn L_ 15° CMP - _ -NOTE: BAST (4) SPACES DO NOT- \ \ `�\` '•, \ ? ''�•;, V.IIN_ DI / = 1 C INV IN= - IN\/.IN- COUNT TOWARD OVERALL PARKING 557.45 560.�0 555.36 le° g <I ' e D� :5 5'; 555 2$ ! zo°�' \ ` \ \ ` \ M 11 yMF i T01 °• 558.2E 555:18 ``_-----_-- M 555.50 - m �� ENTRANCE 8" PLASTIC V -- - t� Fl EXISTING STORM RAP ENTRANCE 562.35 NV IN.=b55 • �� D4 X TO BE DEMOLISHED 56242 fl M INV.IN= EXISTING STORM �• ' OF= 5�9 558.84 EXISTING STORM EXISTING STORM V�58.� 1 TO BE DEMOLISHED - TO BE DEMOLISHED c` ✓✓., ` \ _ - TO BE DEMOLISHED \ _ .. �= STJCCC Z \ \ \ \ CN 4" ° CONCRETE,. \ \ TREE RAMP TO BE EASEMEN 'lc� BOCK _ _'i. CSX O EXISTING GRAVEL RECONSTRUCTED FOR BUILDING'.` z (5,25 SF) e_ ,. DECK / %/� CN W fl AREA TO BE TO MEET ADA ENCROACHMENT n 1 < DNS N Z V � ` REQUIREMENTS °' ; 1 (D.B. 3919-�65'; 1 p e 0 ° \ fl�R CV \ \ \ \ ` , •, REMOVED FOR :. - - - - _ Q \ \ .° PROPOSED ENTRANCE e \ FRAME a _ WALL \\ ACCESS& T9J/ - J LANDSCAPING 562.43 , \ I BLDG. 1 \ PARKING EASEMENT ��/ \ -- \ 9' 11) INVIN= \ / _ \ �DB.94z7 PG.zzo & zzi /�/C W j.; �. 555.3 .0 v v \ \\ \ \ WILLOW N' IN J Z ,' ,,Sq g� ENTRANCE I CONC. / / DI � °ye A � � 5 0.07 ENTR 560.06\ CASINGS /// 3 POLE 936� vv �� fl vvvvv� _j LL.I \ \ \ \ H \ / 4 20p `�\ `� J w \ \ \ DITOP -PLANTER / �♦ e F / �\ La r METAL / °y G v A \ \ \ \ \ o l 1 STORY 556.93` / .. s�0 2� \ I --I \ \ \ \ \ I BRICK STEPS ° / ENTRANCE ? P- 9.7 00 FRAME \ W C) J E TPANCE 559.80 r \ CONC. PLANTER : � V=5 91BLDG\ \ \\ \ \ \ \ \ 15" (28,960 SF) 5 ER5 60.07 "� m �� ` I,_�I_/I O BLDG. L.L TRIPLE NV UT- AUTO m \ METAL Z \ \ \ \ \\ ASH SPKR STORY �{ Q /\ \ 5 4.7 RAMP DI m I °ae'. FRAME = 0 J Lu 1 \ \ \ EXISTING \ \ ENTRANCE BRICK BLDG. 1 / \ MANAGED `\ \ ( ) f� BOUNDARY LINE \ \ T.M.P 60-�5 \ ` 562.43 PAVED 12,175 SF PLA TER U C) QDI FOR PROPERTY \ Q _�( 0, oCJ 1 \ \ ROBBER ASSOC ATES \ SLOPES TO \ / I D.B. 1083-5q \ REMAIN \ \ �� `�. �� `� \�� `�, m \t : ! DB. PG i20 ON' \ = H� D.B. 635-308 PLAT \ \ \ �s WOOD CONC ) O i%) / ZONING: (HC) HIGHWAY COMMERCIAL\ \ 1, \� RAMP / Z �� r �I� -ENTRANCE ENTRANCE m TOP-5;a9. 6 o BOX USE: COMMERCIAL OFFICE \ \ \ ENTRANCE 560.03 560.03 4 - I V= 56 mi LID � E IST. SA \ 562.40 DI C 2 B B BOX oyE "k IN Q H ICE PAV D L.L.I O \ \ I�z 54 S PAVED 556:34 SEWER \ �i I= T.M. 6D-25B DI TOP T. 0PIOLE LU / / / \ \ \• ENTRANCE I DI TO = LOT B D ' CLEANOUTPT Q• UL. FENCE LIGHT / 562.30 4.80 ACRES B { POLE 0 EXISTING PAVEMENT 556 97 ' B. GAS U_L �s._ o / / / / I I \ •,� ` \` EXISTING LANDSCAPING EXISTING GAS EXISTING INV OUT= r io'WIDENOBUILDZONE __ 1 STORY _ O Z TO BE REMOVED METER BRICK, / e FDIC 554:3 , EASEMENT FOR FIRE : ATM _ V! ADJACENTTO BUILDING TO METER TO BE WATER I '3N„ `\ r SEPARATION BLOCK BLDG O BE REMOVED RELOCATED UTILITY STEPS r ° I 54 7 I o /FR`AME a a r;M, 60� 5A ~ U CLEANOU PAVED I I ' __ / DB. z PG.zzo & zn OVERHANG MAGNOLIAS OVERHANG LLI GONG a I ENTRANCE - I / m AP / ,eog ®& °sHNf�' IV`7°RO D ILL w / I"� S,. _ _ - J ., mod"WIDE RETAINIIJG WALi°& .` 9e a e [sl'B.- :,pG tJ BUSHES L---J L---J -- / 0 RNANG I Y�I °, D�A�NT�NAN zoE zziM ENT era - AlU E-`GAS O.: ATIO I -I L - RETAINING MER O CO / / / / \`,• �� �� EXISTING NITARY MAGNOLIAS •'..••<1 SPACES TOBE PAW GAS PUMPS • ,< C°OIVCR�Eeee (6) PARKING ,R, ;r WALL GHT. e , ^ O) , / , / / 5 G4 `SA D REMOVED PORTION PIPE 4Q LE• , TE F'- V / EWER LATERAL TO BE � 4° /STJERS � � ffii PLACEDWITHNEW. CIGHl� 111 ETAL w 6�VeSEWER LATERAL 21° UPGRADE TO z £ -`-� EXISTING TREES TO � z ',. CANOPY ', os BE REMOVED I 8' a POLE n n , e - L u \ ILLOW EXISTING C N r _ - . 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R� St19 SH STANDARDS i �, JOB NO. 56 55 INV UT= Sd� (D.B. 156(J-435) / 192171 �565.54Sd9 5 0 S V IN=560.28 // _-----I----------�__� FLOP OF DROP 5 5L23 SCALE EXISTING�"DL- I GRAPHIC SCALE d9 INV.IN -560=561 / Y ME'LINETOBUILDING UTE 250 (IV ROAD) 432 - - - 30 o so zoGAS /ft \ \ GAS IV AS ��t~QN LATERAL c - - / SHEET SH NO. N &Tv1ETE IN FEET \ \ 2 1 inch - - 30 ft. EROSION do SEDIMENT CONTROL MEASURES: STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. STRUCTURAL PRAC7CES USED IN 774/S SECTION CONSIST OF 774E FOLLOWING 3.01 SAFETY FENCE.., A PROTECTIVE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE. TO PROHIBIT THE UNDESIRABLE USE OF AN EROSION CONTROL MEASURE BY THE PUBLIC. APPLICABLE TO ANY CONTROL MEASURE OR SERIES OF MEASURES WHICH CAN BE CONSIDERED UNSAFE BY VIRTUE OF P07EN77AL ACCESS BY 774E PUBLIC. 3.02 CONSTRUCTION ENTRANCE A STABILIZED CONS77?UCT10N EN7RANCE LOCATED AT POINTS OF VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION S17E TO REDUCE 7HE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. CONSTRUCTION ENTRANCES SHALL BE INSTALLED AS SHOWN ON 7HE PLANS TO REDUCE 7HE AMOUNT SEDIMENT TRANSPORTED ONTO PUBLIC ROADWAYS. 3.03 CONSTRUCTION ROAD STABILIZATION 774E TEMPORARY STABILIZATION OF ACCESS ROADS, SUBDIVISION ROADS, PARKING AREAS, AND 077-IER SITE VEHICLE TRANSPORTATION ROUTES WITH STONE IMMEDIATELY AFTER GRADING TO REDUCE EROSION OF TEMPORARY ROADBEDS BY CONSTRUCTION TRAFFIC DURING WET WEATHER AND TO REDUCE EROSION AND SUBSEQUENT REGARDING OF PERMANENT ROADBEDS BETWEEN THE 77ME OF INITIAL GRADING AND FINAL STABILIZATION. USE WHEREVER STONE -BASE ROADS OR PARKING AREAS ARE CONSTRUCTED, WHE7HER PERMANENT OR TEMPORARY, FOR USE BY CONSTRUCTION TRAFFIC. 3.05 SILT FENCE: A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SYNTHETIC FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPOR77NG POSTS AND ENTRENCHED, TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION OPERATIONS IN ORDER TO PREVENT SEDIMENT FROM LEAVING 7HE S17E AND TO DECREASE 7HE VELOCITY OF SHEET FLOWS AND LOW -TO -MODERATE LEVEL CHANNEL FLOWS 7H£ SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS W777-1 MINIMAL GRADES TO FILTER SEDIMENT LADEN RUNOFF FROM SHEET FLOW AS INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND MAINTAINED IN ACCORDANCE K17H THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK (VESCH). 3.07 STORM DRAIN INLET PROTECTION: A SEDIMENT FILTER OR AN EXCAVATED IMPOUNDING AREA AROUND A STORM DRAIN DROP INLET OR CURB INLET. TO PREVENT SEDIMENT FROM ENTERING STORM DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZA 77ON OF THE DISTURBED AREA. INLET PR07EC77ON APPLIES WHERE STORM DRAIN INLETS ARE TO BE MADE OPERATIONAL BEFORE PERMANENT STABILIZATION OF 774E CORRESPONDING DISTURBED DRAINAGE AREA. 3.09 TEMPORARY DIVERSION DIKE,• A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING DISTURBED AREA. TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM UNPR07EC7ED DISTURBED AREAS AND SLOPES TO A STABILIZED OUTLET. TO DIVERT SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT -TRAPPING FACILITY SUCH AS A SEDIMENT TRAP OR SEDIMENT BASIN. USE WHEREVER STORMWATER RUNOFF MUST BE TEMPORARILY DIVERTED TO PR07ECT DISTURBED AREAS AND SLOPES OR RETAIN SEDIMENT ON SITE DURING CONSTRUCTION. THESE STRUCTURES GENERALLY HAVE A LIFE EXPECTANCY OF 18 MONTHS OR LESS, WHICH CAN BE PROLONGED WITH PROPER MAINTENANCE. 3.11 7EMPORARY RIGHT-OF-WAY DIVERSION: A RIDGE OF COMPACTED SOIL OR LOOSE ROCK OR GRAVEL CONSTRUCTED ACROSS DISTURBED RIGHTS -OF -WAY AND SIMILAR SLOPING AREAS. TO SHORTEN THE FLOW LENGTH WITHIN A SLOPING RIGHT-OF-WAY, THEREBY REDUCING THE EROSION P07EN77AL BY DIVER77NG STORM RUNOFF TO A STABILIZED OUTLET. GENERALLY, EARTHEN DIVERSIONS ARE APPLICABLE WHERE THERE WILL BE LITTLE OR NO CONSTRUCTION TRAFFIC WITHIN 774E RIGHT-OF-WAY. GRAVEL S7RUCTURES ARE MORE APPLICABLE TO ROADS AND 07HER RIGHTS -OF -WAY WHICH ACCOMMODATE VEHICULAR 7RAFFIC. 3.13 TEMPORARY SEDIMENT TRAP: A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EAR7HEN EMBANKMENT WITH A STONE OUTLET. TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. USE BELOW DIS77JRBED AREAS WHERE THE TOTAL CON7R1BU77NG DRAINAGE AREA IS LESS 774AN 3 ACRES, WHERE THE SEDIMENT TRAP WILL BE USED NO LONGER THAN 18 MONTHS, AND IT MAY BE CONS7RUCTED EITHER INDEPENDENTLY OR IN CONJUNCTION WITH A TEMPORARY DIVERSION DIKE. 3.18 OUTLET PROTECTION: STRUCTURALLY LINED APRONS OR 07HER ACCEPTABLE ENERGY DISSIPA77NG DEVICES PLACED AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS TO PREVENT SCOUR AT STORMWATER OUTLETS, TO PR07ECT THE OUTLET STRUCTURE, AND TO MINIMIZE THE P07EN77AL FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED STORMWATER FLOWS. APPLICABLE TO THE OU7LE7S OF ALL PIPES AND ENGINEERED CHANNEL SECTIONS. 319 RIPRAP: A PERMANENT, EROSION -RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE WITH FILTER FABRIC OR GRANULAR UNDERLINING. TO PR07ECT 7HE SOIL FROM THE EROSIVE FORCES OF CONCENMA7ED RUNOFF SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE ENHANCING THE P07EN77AL FOR INFILMA770N AND TO STABILIZE SLOPES WITH SEEPAGE PROBLEMS AND OR NON -COHESIVE SOILS USE WHEREVER SOIL AND WATER INTERFACE AND THE SOIL CONDITIONS WATER TURBULENCE AND VELOCITY EXPECTED VEGETATIVE COVER ETC., ARE SUCH THAT 7HE SOIL MAY ERODE UNDER 7HE DESIGN FLOW CONDITIONS 3.31 TEMPORARY SEEDING: 7HE ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DIS77JRBED AREAS BY SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS TO REDUCE EROSION AND SEDIMENTATION BY STABILIZING DIS77JRBED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE THAN 30 DAYS. TO REDUCE DAMAGE FROM SEDIMENT AND RUNOFF TO DOWNSTREAM OR OFF -SITE AREAS, AND TO PROVIDE PR07EC77ON TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE ESTABLISHED. 3.32 PERMANENT STABILIZATION: 7HE ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLAN77NG SEED. TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS. TO PERMANEN7Y STABILIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS TO IMPROVE WILDLIFE HABITAT. TO ENHANCE NATURAL BEAUTY. UPON COMPLETION OF CONSTRUCTION ACTIVITIES, ALL AREAS WILL RECEIVE A PERMANENT VEGETATIVE COVER. 3.38 TREE PRESERVATION AND PR07EC770N PR07EC77ON OF DESIRABLE TREES FROM MECHANICAL OR 07HER INJURY DURING LAND DISTURBING AND CONSTRUCTION ACTIVITY. TO ENSURE 7HE SURVIVAL OF DESIRABLE TREES WHERE THEY WILL BE EFFECTIVE FOR EROSION AND SEDIMENT CONTROL, WATERSHED PR07EC770N, LANDSCAPE BEAU77F7CA770N, DUST AND POLLUTION CONTROL, NOISE REDUCTION, SHADE AND OTHER ENVIRONMENTAL BENEF17S WHILE THE LAND IS BEING CONVERTED FROM FOREST TO URBAN -TYPE USES. APPLIES IN TREE-INHAB17ED AREAS SUBJECT TO LAND DISTURBING ACTIVITIES. 3.39 DUST CONTROL: REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE WITH THE VESCH. EROSION CONTROL NOTES 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING AC77VITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. J. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMI7ED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY 774E PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLAT70N OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTA7ON AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFEC7VENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETON PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDU57RIAL-TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7.•00 AM TO 9:00 PM. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT 80LBS1100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE EROSION CONTROL INSPECTOR. I& PERMANENT STABILIZA77ON SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS11000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FER7LIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 957 KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/100SF. ALTERNA77VES ARE SUBJECT TO APPROVAL BY 7HE EROSION CONTROL INSPECTOR. 19. MAINTENANCE.* ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 507 OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLEC77NG SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE EROSION CONTROL INSPECTOR. 21. THE E&S INSPECTOR HAS THE AUTHORITY TO ADD OR DELETE E&S CONTROLS AS NECESSARY IN THE FIELD AS S17E CONDITIONS CHANGE. IN ADDITION NO SEDIMENT BASIN OR TRAP CAN BE REMOVED WITHOUT WRITTEN AUTHORIZATION. SOIL DESCRIPTION 19B-MINNIEVILLE LOAM-2 TO 79 SLOPES. SOIL IS WELL DRAINED WITH A MEDIUM RUNOFF CLASSIFICATION. SURFACE LAYER IS TYPICALLY LOAM AND ABOUT 0-8" THICK. THE DEPTH TO THE WATER TABLE IS GENERALLY MORE THAN 80". 36C-HAYESVILLE LOAM-7 TO 159 SLOPES. SOIL IS WELL DRAINED WITH A MEDIUM RUNOFF CLASSIFICATION. SURFACE LAYER IS TYPICALLY LOAM AND ABOUT 0- 7" THICK. THE DEPTH TO THE WATER TABLE IS GENERALLY MORE THAN 80". 91 -URBAN LAND-0 TO 257 SLOPES. MEDIUM RUNOFF CLASSIFICATION. 10" DEPTH TO DENSIC MATERIAL. REFERENCE: WEB SOIL SURVEY ONLINE DATABASE, FOUND AT h t tp: //Websoilsurvey nres. usda. go vlappIWebSoilSurvey.aspx EROSION CONTROL NOTES ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CON7ROL PRAC7CES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULA7ONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. ES-2: 7HE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPEC7I0N. ES-3.-ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES-4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL 7TUES. ES-5:PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS 07HER THAN INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMI7ED TO, OFF -SITE BORROW OR WASTE AREAS), 774E CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO 774E OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. ES-6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLA7ON OF ANY ADD177ONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY 774E PLAN APPROVING AUTHORITY. ES-7.•ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. ES-8.-DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED WATER FILTERING DEVICE. ES-9: 7HE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF 774E EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. DESCRIPTION OF EROSION & SEDIMENT CONTROL MEASURES: EROSION AND SEDIMENT CONTROL MEASURES: IT IS ANTICIPATED TO USE A CONSTRUCTION ENTRANCE, RIPRAP, OUTLET PROTECTION, DIVERSIONS, SEDIMENT TRAPS, AND SILT FENCES TO CONTROL SURFACE DRAINAGE. TEMPORARY SEEDING WILL BE USED IMMEDIATELY FOLLOWING ALL LAND DISTURBANCE AC77V777ES. TEMPORARY STOCKPILE AREAS ARE NOT BE REQUIRED WITH 774IS PROPOSED DESIGN. SHOULD FIELD ADJUSTMENTS NECESSITATE A SMALL STOCKPILE AREA, IT SHALL BE DISCUSSED WITH THE ESC INSPECTOR AHEAD OF TIME. 7HE STOCKPILE WILL NEED TO BE MAINTAINED AND STORED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE ON SITE AND SHALL BE STABILIZED WITH A TEMPORARY VEGETA77VE COVER. PERMANENT SEEDING WILL BE PERFORMED FOR ALL AREAS WHICH WILL NO LONGER BE EXCAVATED AND WHERE CONS7RUC77ON AC770TIES HAVE CEASED. PERMANENT SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR A YEAR OR MORE. SELECTION OF SEED MIXTURE WILL DEPEND ON 7HE 77ME OF YEAR APPLIED. TEMPORARY SEEDING WILL BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN SEVEN DAYS THESE AREAS SHALL BE SEEDED WITH FAST GERMINATING VEGETA77ON IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELEC77ON OF SEED MIXTURE WILL DEPEND ON THE 77ME OF YEAR APPLIED. 3.01 SAFETY FENCE- TO DISCOURAGE ACCESS TO A PAR77CULAR AREA. J.02 CONSTRUCTION ENTRANCE - TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF. J.03 CONSTRUCTION ROAD STABILIZAT70N - TO REDUCE THE EROSION OF TEMPORARY ROADBEDS BY CONSTRUCTION TRAFFIC AND TO REDUCE THE EROSION AND SUBSEQUENT REGARDING OF PERMANENT ROADBEDS BETWEEN THE TIME OF 1N177AL GRADING AND FINAL STABILIZATION. CONSTRUCTION ROAD STABILIZATION WILL BE APPLIED TO THE CONTRACTOR PARKING & STAGING AREAS AS NEEDED. 3.05 SILT FENCE- SILT FENCE IS PROPOSED WHERE SHOWN ON THE PLANS. 3.07 STORM DRAIN INLET PRO7FC77ON- INLET PR07EC77ON IS PROPOSED ON INLETS, WHERE SHOWN ON THE PLANS. 3.09 DIVERSION- PERIMETER DIVERSIONS ARE PROPOSED WHERE SHOWN ON THE PLANS TO DIRECT RUNOFF INTOA SEDIMENT TRAPPING DEVICE. J. 13 SEDIMENT TRAP - SEDIMENT TRAPS ARE PROPOSED WHERE SHOWN ON THE PLANS. 3.18 OUTLET PROTECTION -OUTLET PR07EC77ON IS PROPOSED AT THE OUTLET OF PIPES. 3.19 RIPRAP- RIPRAP IS PROPOSED AROUND THE EXISTING DI, WHERE NOTED. 3.32 PERMANENT SEEDING -PERMANENT SEEDING IS REQUIRED AND PROPOSED WITH THIS PLAN. 3.38 TREE PRESERVATION AND PROTECTION- TREE PROTECTION IS PROPOSED WITH THIS PLAN. SEE THE ESC PLAN FOR THE REQUIRED LOCATIONS. 3.39 DUST CONTROL -DUST CONTROL IS REQUIRED AND PROPOSED WITH 7741S PLAN. MAINTENANCE.• IN GENERAL, DURING CONSTRUCTION 7HE RLD OR CONTRACTOR ON -SITE WILL CHECK ALL EROSION AND SEDIMENT CON7ROL MEASURES DAILY AND AFTER EACH SIGNIFICANT RAINFALL. MONITORING REPORTS WILL BE REQUIRED FROM THE RLD IF NEEDED. SPECIFIC ATTENTION WILL BE GIVEN TO 774E FOLLOWING ITEMS a. SEDIMENT BASINS AND/OR ]RAPS WILL BE CLEANED AND MAINTAINED IN ACCORDANCE WITH 7HE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK. b.ALL GRAVEL OU7ETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP THAT WILL PREVENT PROPER DRAINAGE. IF THE GRAVEL IS CLOGGED BY SEDIMENT, THE GRAVEL WILL BE REMOVED AND CLEANED, OR IT WILL BE REPLACED. c. ALL SILT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING OR DETERIORA77ON OF THE FABRIC AND REPAIRED AS REQUIRED. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHED HALF WAY TO THE TOP OF THE BARRIER. d.ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. IN CASE OF EMERGENCY, THE PRIMARY CONTACT FOR THE PROJECT WILL BE 7HE RLD OR CONTRACTOR ON -SITE IN ADDITION 774E OWNER MAY BE CONTACTED. UPON COMPLETION OF THE PROJECT, THE OWNER WILL BE RESPONSIBLE FOR S17E MAINTENANCE. PERMEABLE PAVER NECESSARY EROSION & SEDIMENT CONTROLS VESCH SPEC. NO 7 SEC. 81 &I Necessary Erosion & Sediment Controls • All permeable pavement areas should be fully protected from sediment intrusion by silt fence or construction fencing, particularly if they are intended to infiltrate runoff. Permeable pavement areas should remain outside the limp of disturbance during construction P 9 to prevent soil compaction by heavy equipment. Permeable pavement areas should be clearly marked on all construction documents and grading plans. To prevent soil compaction, heavy vehicular and foot traffic should be kept out of permeable pavement areas during and immediately after construction. • During construction, care should be taken to avoid tracking sediments onto any permeable pavement surface to avoid clogging. P 99. 9 An area of the site Intended ultimately to be a permeable pavement area should generally Y Y P P 9 Y not be used as the site of a temporary sediment basin. Where locating a sediment basin on P Y 9 on area intended for pavement avement is unavoidable the invert of the sediment basin P must be a minimum of 2 feet above the final design elevation of the bottom of the aggregate reservoir course. All sediment deposits in the excavated area should be carefully P Y removed prior to Installing the subbase base and surface materials. P 9 TABLE 3.39-A ADHESIVES USED FOR DUST CONTROL Water Application Dilution Type of Rate Adhesive (Adhesive: Water) Nozzle- Gallons/Acre Anionic Asphalt Emulsion 7:1 Coarse Spray 1,200 Latex Emulsion 12.5:1 Fine Spray 235 Resin in Water 4:1 Fine Spray 300 Acrylic Emulsion (Non -Traffic) 7:1 Coarse Spray 450 Acrylic Emulsion (Traffic) 3.5:1 Coarse Spray 350 Source: Va. DSWC EROSION CONTROL NOTES do NARRATIVE PROJECT DESCRIPTION: THE PURPOSE OF THIS LAND DISTURBANCE ACTIVITY IS TO IMPROVE THE PARKING AND CIRCULA7/ON AT THE EXISTING 2415 IVY ROAD BUILDING AND REDEVELOP 7HE INTERIOR COMMERCIAL USES OF THE BUILDING TO INCLUDE RESTAURANT, COMMERCIAL RETAIL, COMMERCIAL OFFICE/COMMERCIAL RETAIL, AND MANUFACTURING/PROCESSING/ASSEMBLY/FABRICA77ON USES - SEE COVER SHEET FOR DETAILED SQUARE FOOTAGES OF EACH USE. EXIS77NG EASTERN BUILDING ON PROPERTY TO REMAIN UNCHANGED. STORM DRAINAGE AND U77LITY IMPROVEMENTS ARE PROPOSED WI774 THIS PLAN. THIS PROJECT PROPOSES TO DISTURB 286 ac. OF LAND. 774E PROJECT WILL BEGIN ITS CONSTRUCTION WITH THE PROPOSED ESC MEASURES IMMEDIATELY FOLLOWING PLAN APPROVAL, WHICH IS ANTICIPATED TO BE IN THE SPRING OF 2021. THE WORK IS ANTICIPATED TO BE COMPLETED W17HIN 6 MONTHS AND TO CONCLUDE IN THE FALL OF 2021. EXISTING SITE CONDITIONS: THE AREA OF THE PROPOSED DEVELOPMENT IS AN EXISTING BUILDING TO REMAIN, SURROUNDED BY A LARGE IMPERVIOUS EXIS77NG ASPHALT PARKING AND GRAVEL AREA, AND SOME FOUNDATION PLANTINGS. THIS S17F GENERALLY SLOPES FROM THE WEST TO 774E EAST, AND FROM THE NOR7H TO THE SOUTH. THE SITE IS GENERALLY FLAT AND IS WELL DRAINED. ADJACENT AREAS,• THIS SITE IS BORDERED TO THE NOR7H BY 7HE CSX TRAIN TRACKS TO THE WEST BEYOND THE WOODED HILL IS THE EXISTING ATLANTIC RESEARCH GROUP BUILDING AND PARKING. TO 7HE EAST ARE EXIS77NG ON -SITE BUILDINGS NOT TO BE DISTURBED, AND THE MARKET AT BELLAIR GAS STATION, AND TO 7HE SOUTH IS IVY ROAD. SILT FENCE, DIVERSIONS, SEDIMENT ]RAPS, INLET CONTROLS AND VARIOUS 07HER ESC MEASURES ARE PROPOSED TO LIMIT THE P07EN77AL FOR CONTAMINATION OF THESE ADJACENT PROPERTIES. OFFS17E LAND DISTURBANCE, OFFSITE LAND DISTURBANCE IS LIM17ED TO PUBLIC RIGHT-OF-WAY. SOILS: SEE SOIL DESCRIPTIONS ON THIS PAGE AND THE PHASE I EROSION & SEDIMENT CONTROL PLAN FOR SOIL BOUNDARIES. CRI77CAL AREAS.• THE MANAGED STEEP SLOPES AT THE WEST OF 774E S17E ARE CONSIDERED TO BE CRITICAL. ALSO RUNNING K177-IIN THIS AREA IS AN EXIS77NG RWSA 12" VCP SANITARY SEWER LINE WHICH SHALL NOT BE DISTURBED. 7HE CONTRACTOR SHALL GIVE EXTRA ATTEN770N AND CAUTION IN AND AROUND THESE AREAS TO ENSURE CONSTRUCTION ACTIVITY DOES NOT DISTURB THESE EXISTING FEATURES 7R£E PR07EC77ON FENCING, SILT FENCING, DIVERSIONS AND SEDIMENT ]RAPPING DEVICES SHALL ALSO BE INSTALLED AS A FIRST STEP IN LAND DISTURBANCE TO ENSURE THESE CRITICAL AREAS ARE MAINTAINED. SEQUENCE OF CONSTRUCT70N. 1. CONTRACTOR SHALL N077FY THE ALBEMARLE COUNTY COMMUNITY DEVELOPMENT ENGINEERING DEPARTMENT TO SCHEDULE A PRE-CONS7RUCTI0N MEETING. 2. PRIOR TO DISTURBANCES, THE LIMITS OF DIS7URBANCE SHALL BE FLAGGED AND 7HE 7REE PROTECTION FENCING SHALL BE INSTALLED. J. NO EROSION CON7ROL MEASURES MAY BE REMOVED DURING THE CONSMUC770N PROCESS WITHOUT 774E APPROVAL FROM THE INSPECTOR ON THE PROJECT. 4. INSTALLAT70N OF THE PROPOSED CONSTRUCTION ENTRANCE WITH RIGHT-OF-WAY DIVERSION SHALL OCCUR NEXT. THE CONTRACTOR SHALL UTILIZE THE EXIS77NG PAVEMENT AND APPLY CONSTRUCTION ROAD STABILIZATION AS NEEDED. CONTRACTOR SHALL ENSURE THE CONSTRUCTION EN7RANCE DRAINS TO AN ADEQUA7E E&S MEASURE. THE CON7RACTOR SHALL UTILIZE 7HE NEARBY SEDIMENT TRAP FOR VEHICULAR WASH OFF. CONS7RUCT7ON EN7RANCE TO BE INSTALLED WHERE CONSTRUCTION VEHICLE ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE 7HE TRANSPORT OF SEDIMENT BY (VEHICULAR) TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS 7RANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND MANSPOR77NG TO A SEDIMENT CON7ROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 5. THE 1N177AL ESC CONSTRUCTION MEASURES, AS SHOWN ON THE PHASE l EROSION & SEDIMENT CONTROL PLAN, SHALL BE INSTALLED NEXT. 7H£ CONTRACTOR SHALL BEGIN BY INSTALLING THE PERIMETER SILT FENCE AND THE CLEAN WATER DIVERSION. 7HE CWD SHALL ALLOW OFFSITE RUNOFF TO CON77NUE TO CONVEY TO THE EXIS77NG STORM SEWER ON -SITE AS UPSTREAM PORTIONS OF THE STORM SEWER ARE DEMOLISHED IN LATER PHASES. THE CWD SHALL BE PROVIDED ADDITIONAL RIPRAP AT ITS OU7FALL, EXTENDING THE EXIS77NG OFFSI7E DRAINAGE RIPRAP OUMALL TO EXIS77NG DROP INLET, EX B6. PERIMETER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP KITH ANY LAND DISTURBANCE AC77WTY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 6. INSTALL INLET PR07EC77ON ON THE EXISTING INLETS INLET PROTECTION SHALL BE INSPECTED AFTER EACH RAINFALL EVENT AND REPAIRS SHALL BE MADE AS NEEDED. IF THE STONE FILTER BECOMES CLOGGED WITH SEDIMENT SO THAT IT NO LONGER ADEQUATELY PERFORMS ITS FUNCTION, THE STONE MUST BE PULLED AWAY AND CLEANED AND/OR REPLACED. Z ONCE THE PERIMETER EROSION CONTROL MEASURES HAVE BEEN INSTALLED, AND THE COUNTY INSPECTOR HAS APPROVED THESE MEASURES, THE CON7RACTOR SHALL BEGIN LIGHT CLEARING. 7HE CONTRACTOR SHALL BEGIN BY CLEARING THE AREAS REQUIRED TO ACCESS THE LOCATIONS OF SEDIMENT TRAPS 1, 2, & J. FOLLOWING 774E INSTALLATION OF THESE MEASURES, THE CONTRACTOR SHALL INSTALL DIVERSION DIKES ANY REMAINING EROSION CONTROL ITEMS AS SHOWN ON THE PHASE I EROSION CONTROL PLAN SHALL ALSO BE CONSTRUCTED AT 7HIS 77ME. 8. NOTE, THE EXISTING SIDEWALK ALONG ROUTE 250 SHALL REMAIN IN OPERATION AS LONG AS POSSIBLE IN PHASE I & /I. SAFETY FENCING SHALL PR07ECT PEDESTRIANS FROM ACCESS TO THE WORK SITE 9. ONCE ALL 774E PHASE I EROSION CONTROL ITEMS HAVE BEEN INSTALLED & ARE OPERATIONAL, DRAINAGE IS PROPERLY CONVEYED TO THESE MEASURES, AND 7HE ESC INSPECTOR HAS GRANTED APPROVAL, 7HE CONTRACTOR CAN BEGIN CLEARING THE REMAINDER OF THE SITE TEMPORARY SEEDING, PERMANENT SEEDING AND DUST CONTROL SHALL BE IMPLEMENTED AS REQUIRED. 10. AFTER CLEARING THE PROPOSED AREAS, THE CONTRACTOR CAN PROCEED TO PHASE H OF THE EROSION & SEDIMENT CONTROL PLAN. THE CON7RACTOR SHALL BEGIN DEMOLITION AND ROUGH GRADING THE S17E TO 7HE CONTOURS SHOWN ON 7HE PHASE II EROSION & SEDIMENT CONTROL PLAN. MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONS7RUC7EO AS A FIRST STEP WITH ANY LAND DISTURBANCE ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. 11. NOTE THAT THE EXIS77NG STORM SEWER THAT IS UTILIZED AS AN OUTFALL FOR THE EXISTING DITCH AND SEDIMENT TRAPS SHALL BE MAINTAINED IN PHASE II AS N07ED ON THE PLANS. 12. THE CON7RACTOR SHALL INSTALL ANY REMAINING EROSION CON7ROL I7EMS AS SHOWN ON THE PHASE ll EROSION CON7ROL PLAN. TEMPORARY SEEDING PERMANENT SEEDING AND DUST CONTROL SHALL BE IMPLEMENTED AS REQUIRED. 13. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 14. ONCE 7HE SITE IS ROUGH GRADED, THE CONTRACTOR SHALL BEGIN PHASE Ill OF THE EROSION & SEDIMENT CONTROL PLAN. SEDIMENT TRAP 1 SHALL OUMALL WI7H A NEW RISER AND BARREL, AND THE FLOOR SHALL BE LOWERED TO 554. ONCE 7HE TRAP IS APPROVED BY THE INSPECTOR, THE CONTRACTOR CAN BEGIN INSTALLATION OF THE UTILITIES CURB AND GUTTER, AND ROADS. INLET PR07EC77ON SHALL ALSO BE INSTALLED AS 774E STORM SEWER IS CONSTRUCTED. INLET PR07EC77ON SHALL BE INSPECTED AFTER EACH RAINFALL EVENT AND REPAIRS SHALL BE MADE AS NEEDED. IF THE STONE FILTER BECOMES CLOGGED WITH SEDIMENT SO THAT IT NO LONGER ADEQUATELY PERFORMS ITS FUNCTI/ ON THE STONE MUST BE PULLED AWAY AND CLEANED AND OR REPLACED. 15. ONCE THE INSPECTOR GIVES APPROVAL ST 2 CAN BE REMOVED AND 7HE STORM SEWER INSTALLATION SHALL BE COMPLETED. 16. 7HE EXISTING SIDEWALK ALONG ROUTE 250 SHALL BE DEMOLISHED WHEN PHASE 111 GRADING AND UTILITY UPGRADE OPERATIONS IN THE VICINITY OF 7HE SIDEWALK CAN IMMEDIATELY COMMENCE. CONSTRUCTION OF THE PROPOSED SIDEWALK ALONG ROUTE 250 SHALL BE PRIORITIZED IN PHASE Ill, IMMEDIATELY UPON COMPLETION OF THE UTILITY UPGRADES AND NECESSARY GRADING. CONTRACTOR SHALL PROVIDE NO TRESPASSING SIGNAGE ALONG THE SAFETY FENCING, AND ADDITIONAL SIGNAGE ALER77NG PEDESTRIANS OF THE CONSTRUCTION ACTIVITY AND SIDEWALK CLOSURES WHEN APPROPRIATE. 17. ONCE PHASE IN OF C0NS7RUCTI0N IS COMPLETE, THE S17E IS STABILIZED AND 7HE INSPECTOR HAS GIVEN APPROVAL, THE CON7RACTOR CAN THEN REMOVED SEDIMENT TRAP #J, AND CONVERT SEDIMENT TRAP ,41 INTO THE PROPOSED SWM FACILITY AND INSTALL 7HE REMAINING DRIVE AISLE, CURB AND GUTTER NORTH OF THE SWM FACILITY.. AT THIS TIME, THE CONTRACTOR CAN REMOVE THE REMAINDER OF THE EROSION & SEDIMENT CONTROL MEASURES, AND INSTALL THE PERVIOUS PAVERS. NO I7FM SHALL BE REMOVED, THROUGHOUT ALL PHASES OF CONS7RUC77ON, UNLESS 7HE UPS7REAM AREAS ARE STABILIZED AND 7HE INSPECTOR GIVES PERMISSION. 18. THE CON7RACTOR SHALL MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE LOCAL PROGRAM ADMINISTRATOR IN ACCORDANCE WITH 7HE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. 19. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL S17E STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESUL77NG FROM THE DISPOS177ON OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 1992 3.05 CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A CX C TRENCH UPSLOPE ALONG THE LINE OF STAKES. ` 6'MAX. J� % i j i O IUI � _ �. FLOW � III III ... 4" 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL. IT INTO THE TRENCH. � I11 � V . Jill 7�ws � - / � - FLOW III = III SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) I I I I I "w _ - - / A 1771 I FLOW a I A \�\ - 1111RE011IM11111141mirp,\ POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) Source: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, Sherwood and Wyant Plate 3.05-2 PowpA rnnctrnrtinn nntrnnrr. Fnr r•v.cinn rnnimd nhnc S'O%t 70' ViN. CONSTRUCTION ACCESS 7z �COURSE2A ASP~ TOP r EXISTING 1 PAVEMENT F,- M N 2' A AGGREGATE BASE PROFILE 70' M N. '.`ONE -ONSTRUCTION ASPHALT PAVED ACCESS- WASHRACK EXISTING 0 .:GI 27L 2X PAVEMENT ~ 12% 12' M:N.• �- •MUST EXTEND FULL WIDTH V I` POSITIVE DRAINAGE OF INGRESS AND EGRESS TO PPIN OPERATION TRAPPING DEVICC PLAN 1 2% TO SEDIMENT �i/ SECTION A -A A nunuumn water tap of I Ytch RnLst be mstaUed wltll a ulnuinuin I etch Valli Ock 4adoff cah e �npph'mu a wash Ito>:e with a thautelel of 1 l nitbL- tot adequate t.olla2111 I,I e>�Iue Wash Watel unlit be Lall led T\•a) bout the eilh lilt to all apploceLl seltlula area to leauoce setluuetlt .-UI ..etlmtetlt >hall be piecatled fiotu attcnuX stoan chatus. ddcbes oI wateicout ses PAVED WASH RACK 1992 TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" Planting Dates Sept. 1 - Feb. 15 Feb. 16 - Apr. 30 May I - Aug 31 5pecies 50/50 Mix of Annual Ryegrass I( Qlium multi-florum & Cereal (Winter) Rye (Secale cereale) Annual Ryegrass (Lolium multi -floor German Millet (Setaria italics) Rate lbs. acre 50 - 100 60 - 100 GENERAL SLOPE (3:1 OR LESS) PER ACRE TOTAL LBS KENTUCKY 31 FESCUE 128 LBS. RED TOP GRASS 2 LBS. SEASONAL NURSE CROP 20 LBS. SEASONAL NURSE CROP 150 LBS FEBRUARY 16 THROUGH APRIL ANNUAL RYE MAY 1 THROUGH AUGUST 15 FOXTAIL MILLET AUGUST 16 THROUGH OCTOBER ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15 WINTER RYE NOTES: 1. LIME AND FERTILIZER NEEDS SHALL BE DETERMINED BY SOIL TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32. 2. SEEDINGS TO BE MULCHED IMMEDIATELY UPON COMPLETION OF SEED APPLICATION, IN ACCORDANCE W/ VESCH STD 3.35. OPS PERMANENT SEEDING SCHEDULE NO SCALE (STD. & SPEC. 3.32 OF VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK, 3RD ED.) FILTER FABRIC ENTRENCHED B" COMPACTED SOH, 3' MINIMUM O O _I _ -III-III III=III-III-I I= - -III III-III-III-III=III=III-III-III-III I--1 a- I - - - I - - - - - - - - - - =III 1=1 =1 1 1- III H 1 1=1 =1 1=1 =1 =1 - =111===III=III=III=11I=III=III=11I III-III-11I- _ - 1I I I I I=1 I1=1 11=1 11=1 I1=1 11=1 11 I-1 I I- I= - -I =III=III=III-III=III=III- - IIII -1 II III _ g' MtNIMWM DD TEMPORARY 18" DIVERSION BERM FENCING AND A DRP ONE I ir�� SNOW FENCE ORING BOARD FENCE- I. - CORD FENCE �` '�©III! ,,. �- CORRECT•DOF .� -Tw-�- am CORRECT TRUNK ARMORING 00 TRIANGULAR BOARD FENCE Source: Va. DSWC 3.38 Plate 3.38-2 Lic. No. 035791 3/9/21 14 o . ` ` �N n ti w w � � Z O J g a /�// �_ �_ Vl w w O u m w Z o = vi O O W Z J O O ) � u in z z Z Z O O U) W r W W In F"' W W a a 44 W w w Wch� ch� .� W N � N N I- � � � '., Leo � N rn lJ ti ® ce) M im O N It® M I N O (3) N N W > LJ J 0 l w L9O z3: WI Y LU - Ul . LU LU L.1_ � C0 JLU LV tJ Q O O _. N F4 0 6 0 � a- c G 0 /^/ 1 > V 0 O m o / 3 N 0 0 W0 `J > / C z _° LJ.J _ `0 NQN o L 1. 0 M M O � 0 J Q o w Z L J° W O�/ � ` Q 0L `o o Z `O O0 J ° UL 3 I_ ­II U Z I..L W 0 0 LU 2 ` 5 N o LU ' ) o U W o ` 0 Zof 0 pw < - CD Z_ z O Z w � ON z �/ � LL o 0 O >. H� 0 0 Ln 0 T--1 > N a U (V W J ~ U ~ W W a Ln JOB NO. 192171 SCALE N/A SHEET NO. 3 CLEAN WATER DIVERSION TO PROTECT SITE \ \ \ \ WORK AREA- CWD SHALL ALLOW OFFSITE \ \ 1 LEGEND: I \ \ SANITARY \ \SILTFEN E:STOCKPILETOBE •� \ ` \ \ \ `\ SEWER \ -\``- \ `� SEEIZEDIFLEFT UNDISTURBED \ �i \ \\ PT PROPANE TANK \ \ X\ \ \i \ fl POR\OVER7DAYS`_�- // I / �� \ S SIGN \\ \ \ \ �SMT. \ \ ONE \ \ \ o\ - - - _ \ TELEPHONE BOX \ UL UTIJTY LID vv A v WM TE4 w1ETER \ \ \ \ WV WA VALVE \ TEMP. \a, "E \\ `fl �\ \\ // YH YARD 6�RANT \ \\ OI�STR. \ \ \ \ \ \ \ \ SMT. \ \ \ \ 569a =I TP PROPOSEDTREE� \\ CS \\ / \\ OVERFi\\ TILITY LINE - \ \ N rN (D. 2Q06 \ \ SOIL ssy PROTECTION\ \ X T \ ' / \ \ \ rq \ \ \ 1\36C/ F\ FENCING v R)ll v A / A \- A n �' EN CE � � I : �B V v v� � A V V A vv XISTI Gil" SA A \ �975� SOIL I, S �7R �.L %/�v V GUA AIL / \ z ¢� ¢� z /j v PSANIT Y \ V �V v 91 ,I I o"E �� �C''/v / \ \ \ SE IRS HALL N \ \ i \ O NC \ \ \ I \ \ a F \ A fx AREA STING \ p\ ,� \ \ m °' _ \ T r/ a' w w O \ BE DI URBE \ \ -i'-FN X•cK—X—X X X \ GRAVELAND \C.�y/�,. "r (,S \ \ \ CONCRETE \ \ U f g g \ \ \ n00 A V �� I �EMOVEDTTB \ "�. A \ v v vI \ \ \ z 0 O O D a j / \`\`\ U U w GRAVEL N z > > a \\ \\\ s�o2T�\\\- I \\ \ \ O o \ EXISTING FENCE "^.�:r , 'j�� \ \ \ \ O O 70.00 ENCLOSUREAREA \ \ �■■� w w \ \\\ ► TO BE REMOVED V A v APAVEMENT w w V AEXISTING EDAR- V v� V A \ < ALn Ln LIGHTPOLE AND W I� \ \ \ \ \ \ \ \ \ > > OVERHEADBE Rt,MOVOEDEF A A �\ \ \ v A/ w w V D PROPOSED, \ - - v �j■ o. \ TOP s o \ 'I:`, A A sEDIMENT MP# M AGED SLOPES v V=57 .5 ASE I QA=o.3 -AC I v v \ v EXISTING STORM V v v v v T.M. 60-24 v v v \ \\ UNIVERSITY OF VIRGINIA OUNDATION \\ '� \ \ D \ D B. 5184, PG.13� \ / _ \ � -. REMAIN.SHALL \ \ CON SITE �` \ EXISTINGGAT-ETO 'ZONING:EXISTI / — \\ TOBENGSTLI 6 0 ' \ P BEUNINSTALLEE USE:, RUR`AL./RES� NCE DRAINAGE -^�,,. .. v _ \ � � . TO BE DEMOLISHE ' �'' ' _ \ ��'� EXI ITOPTOBF7 \ �.,�v� PROPOSED LOWERED FROM 56o.7o TO w.., .: \ \ \ \ - \ \ / \\ �� \•., SEDIMENT TO ALLOW PO t \ \\ XIS IPRA� \ \ \ \ \ \ Q \ y 559J5 U \ ZINALL TO EXIST D NDED� / PHASE I DA-2 3o AC / ,' T�. DRAINAGE FROM TRAP \ �\ f `�~ / / — — EXISTING EXISTIN O O _ T �-\�LOPESTOARPMAIN v \ v v v v v � I � \ \ 1 \\\ Y \ GST STORM \ \\\ LROId EXISTING BUILDININD G \ \ \ \ 1 REMAIN SHALL JRO / v v Y \ \ \ \\ 25 �� + / T SHALL BE PROTECTED \ \ \ \ \ \ \ \ \ \ \ \ TRAP OUTFLOW - �\ WITH RIPRAP RING ON \ \ \ \ \ \ \ \ \ \ CONVEY SEDIMENT 000, \ LIG T \ I i e" SOUTH SIDE OF \ \ / V A A A TOP=581.9 GRAveL _ fl v v TFLO V A A V=578.8 V A "� EING DI r \ \ \ \ �XlSTC GGRAVEL = B \,COUNT TOWARD OVERALL PARKIN\ \ \ \ \ \ — WA ''i 6` _ LAST (4) SPACES DO NOT \ // \V A \ AREA T:) BE B—_$—� IP EX 6 \\ A� PE`20�0-.REI DDOR - s — --- '.A✓ O� �Do�'e vvvv—v fl vvvvv — /i \ \ \ \\ - X X 5 l IMPROVEMENTS F, \ V E, ENTRANCE �' PROPOSED 16= v \ \ EXISTING STORM x EXISTING BUILDING ENTRANC 562.35 SF \ c 6350 I" CIP SHALL BE PROTECTED 562.42 EXIS ING STORM T SILT FENCE �. TO BE DEMOLISHED �� q\ \ / \ \ IN PHASE III I WITH RIPRAP RING ON I REMAIN SHALL SOUTH SIDE OF LIMITS OF PROPOSED CONVEY SEDIMENT I' vo EXISTING DI & SILT DISTURBANCE 2.86 ac. TRAP OUTFLOW \ \ \ \ I ( ) STORY Face• \\ \ \ I FENCE cs. o • ° E.: ° \ � � \ \ ROPO ED TREE \ � `, ': � ., I STUICCO 4 �'� ASFMENT & B4I�OCK �l?NCRETE , "\ \ fl C / \\ P FOENCI G N \\ \\\\ \ �\ `Y, I TREE I 'R 6�1LDINq� z (5,250 SF) �4DECK \ I� CROACHMEEMNT e ° qI/ \\ \ \ I EXISTING GRAVEL °• B. 919^ 65) I \ Eli B AREA TO BE I s ` \ FRAME - WALL REMOVED ENTRANCE 563 75 I 562.43 \ BLDG. - \ 9„ NVIN= WILLOW :IN 555.3 ENTRANvC CONIC. ENTR 560.06DOLE PROPOSED 7560.0CASINGS � \ SILT FENCE 4 1 TORY DI TOP 756 93 PLANTER a v \ \ \ \ / / \ \fl \ \ \ \ \ \ \ \\\ \ I / ENTRANCE N DIT P 9.7 \ FRAME BICK E BLDG. (28, 60 SF) NV UT- S EPS _9 1 I 15„ PLANTER � ,60.07NCE 559.80 � � r V-5 \ \ METAL \ \ \ \ \ \ \ TRIPLE I _ 6 UTO o �� \ \ \ \ \ \ ASH BRICK DI - m BLDG. eLl 5 47 KR 1 STORY d RRF I RAMP o °"E ALLOW DITCH AD. I ENTRANCE ! \ : - I \ \ MANAG D 562.43 `s �.- 12,175 SF LA TER \ ` \ \\\ c- \ I 1 I BUILDING TO REMAIN I ,T\jEp �S' ( ) - NEW BOUNDARY T.M.P 60-�5 \ I ROSSER ASSOCIATES SLOPES O \ I OPERATIONAL IN PHASES I & II I �' LINE FOR / ) I D.B. 1083-5p \ \ \ 1\\ WHILE DEMOLITION & ROUGH I �: _ ��PROPERTY /20° D.B. 635-308 LAT \ I REMAIN \ \ \� \ I GRADING IN PROGRESS / ZONI G: HC HIGHWAY C MMERCIAL\ \ �, r 7 ENTRANCE I� v �,, V Ip G O N G / I - / � ( ) � v \ � � � � ��'I - 560.03 ENTRANCE' ih �b o o BOX )USE: COMMERCIAL OFFICE \ \\\ \ I ENTRANCE PROPOSEDSEDIMENT 560.03 INV IN- V- 56 m LID ICE "I)-JV IN= 556 a H I PAVE \\ \ \ 562.40 REAP BOX FIST. SAN\ \ \5F5�5� 3 l I I PHASE i DA. 0.6o AC I 596 3A 01 C 2,. l') -. _ SEWER \ \C T.M. 60-25B T LIGHT \ l I DI TOP= o \ / 1 LOT B 559,69 POL POLE LOCATION OF ENTRANCE ' CLEANOUTPT ° I PORT\-CE POTTIES / \ 562.30 4.80 ACRES — B 1 STORYEXISTING LANDSCAPING �UL UL;. #FEN ADJACENT TO BUILDING TO LOCATION OF 311j / GAS INVOU ' _ \ I EXISTING GAS -�,__ METER BRICK, METERTOBE RAIN GAUGE - - �T-_ BLOCK�c BLDG BE REMOVED RELOCATED EXISTING Sw ST 2 STONE WEIR ( FDC G - oTTOM SSs.s I 1F / R-AME CLEANOU 7� OVERHANG MAGNOLIAS 1 OVERRAN \ I ENTRANCE I - ) m AP / 06 m�°SHM BUSHES L - - - - -- -- J 6Q.E PROPOSED \ - - - -- - - - - - RETAINING NI( / I D �� W RIGHTOF\NAY DIVERSION 0 LOCATION OF Wp L Y�i _ °1..�. DIVERSION CONTRACTOR TO MAINTAIN SR AVCL CONSTRUCTION PARKIN' 1GAS PUMPS" ER POSITIVE SLOPE SIGN ° GHT °° DIKE \ 4' MAGNOLIA UTI Ty � &STAGING ON EX. \ ING 'SANITARY �0) / / / I / E LATERALTOBE - D B X — SPHALT,.CONCI /� EXISTING - / UINU. IEPLACEEbWITHNEW J CO RETE AVEMENTTOBE I'I J` TEPS. ETAL BE iIGH •j PVV�SEWERATER gE REMOVED 21" WASH OUT ' REMOVEp `,., CANOPY TP T V /POLE/ \SEDIMENT TRAPI DRAINAGE DIVIDE MANH LE (TYP.) TO �68.U6 l �0O / /� / �� V l Ui �------�LFD SEED 2' UND ROCK _P_ WE 'emu INV. IN SI 56 55 SIN �565.54 S _--- _ _---'- GAS— d9 ;COTT/R. Cr•LLINSZ Lic. No. 035791 3/9/21 RUNOFF TO CONTINUE TO CONVEY TO~� \ EXISTINGSTORMSEWERASUPSTREAM `\\\\ 11 AP AIR PUMP \� IRWR \ - _ -PORTIONS OF EXISTING STORM SEWER ARE -o \ \ - - - - - , \ \ 1 B BOLL RD \ - - DEMOLISHED IN PHASE I, II, & III ESC. y \ \ OU�1D \ )� \ ` CONTRACTOR SI�-ALLMODIFYTHE GRADE TO A \ \\ 1 CO CLEA( OUT \ \ MAINTAIN POSITIVE SLOP�ALONGCWD. 1- �� I DI DROP INLET / \ \ fl �� \ \ \ \ \ FC FILLERI CAP \ PtOP--O ED DRAINAGE \ y \ \ FH FIRE HYDRANT \ \ \ �/ '1 \ DIVIDE (TYP.) \ GM GAS METER \\ \ \\ ORE \\ \-------- \ \\\ P LIGHT POLE A \ SOILS fl v v v PROPOSED STOCKPILE v V �� H MANHOL 1 ---- MONTIOR�IaG WELL / \ 20� \ �\ "E LEI VE ` \ \ LOCATION, SURROUNDED BY \ \ c \ - P POLE \ \ / - -- \ I 15 \ I WILL�W OA ': Ek,PAy oaE v _ 7 24' �3W Sd9 SAFETY s A FENCEADJACENTT V IN=560.28 / EXIS INVIN=560.1 / 250 (IVY ROAD) USs.��T '] DOUBLE IRON WALLED Fp��� UELING TAM PROPOSED SILK FENCE ADJACENT TO-RbUTE 2250 Sd9 LATERAL ASPHALT b1� -vim SV'3 S ER LINE & LIMITS OF PROPOSE 1ALK ANCE (2.86 ac.) / (D.B. 156p-435) ---------- 1 BUILDING _ - ,n \ > ( IN FEET ) f / I inch = 30 ft. I� o b/ ° •'; a WE_ ° NVL� GN 'i ° OHE • .. 1�y L•E ° OHE SIGN DR �.WE . . .. SIGN SI GIN —O dF��A FENCEADJACENT OSIGN O EXISTING SWK CURB \ _W��—\ JS� Sd9 P S 9 Sb7 Sb� ---,� �FNCF SdB / SdT — — — IIVV Vu 1= 3 12'x7O' MIN.) w/ ONSITE WASH U.S. R 6GBADLENT1=RQM4V-W _ _ _ _ _ SHOWN AS 80'-W E- (UTILIZE EXISTING PAVEMENT 'AVE UPON ESC PH III l �) TOP OF DROP INLET FLEVATION = 555.23 IN PLAT IN D.B. 296-432 ------------- ti M M N co N O N N N Lu � J J La U) Lu L9 0 Q 4 U Lu him, Zw t_ CO JLu Of Of V O O N z LU W Ln O Lu z 0- oC p J � Q z � O Lu Lu � z OLu 0 Ln 66 O/ z I..L O \ I� / O wL I_ 1 -1 NI N JOB NO. 192171 SCALE 1 "=30' SHEET NO. 4 CLEAN WATER DIVERSION TO PROTECT SITE \ \ \ \ \ \ / WORK AREA - CWD SHALL ALLOW OFFSITE \5� \ \ \ \V A CWD RUNOFF TO CONTINUE TO CONVEY TO \ I — — EXISTING STORM SEWER AS UPSTREAM \ _ / — — — — — — \ \ \ \ \ -PORTIONS OF EXISTING STORM SEWER ARE — DEMOLISHED IN PHASE I, II, & III ESC. \ \ CONTRACTOR -AA -LLMODIFYTHEGRADETO \ \ \ \ \ \ MAINTAIN POSITIVE SLOPE-ALONGCWD. Z° \ \ RRORO ED DRAINAGE \ \ \ \ \ 06.85 ` \ DIVIDE (TYP.) \ l �29 \ \ PROPOSED STOCKPILE \ \ 20� �\ \ LOCATION, SURROUNDED BY \ HE ` O ;COTT/R. Cr�LLINSZ Lic. No. 035791 3/9/21 SANITARY \ \SILT FEN E:STOCKPILETOBE •0 \ — \ SEWER \ \' \ \ ` \ , SEEIZED IF LEFT UNDISTURBED v-ESMT. \ V� A v� fl FOR.OVER7DA-AlS:.-- -'�v (D.B \2706\\ \ \ °HE \� \\` S%T. A \ 5 TP PROPOSED TREES \7v \ v \\ v (E 06 \ PROTECTION FENCING \ 1 \ \\ \ o \\ �\ @ \\ // \\ \\ \ \ / �x—x—x—x—x x )- -.. \ x I \ \ z a a u' XIS G iz" SA A \ V 6 .7 �RG� v v� A \ \V / o ¢ z P SANIT Y \ I x �\ ` F- F- SE g BE DI R URBEL N \\\ \ \ \ \ \ w w O \ �x—x—x—x—x—x—x� \ C \ \ \ \\ \ \ \ \ \ U) 00w 00 f f � \e 2 R ` o o Lu \\\\ \\T---------- \ \ \ O z a ( o \\ \\ \\\\\ I \ EDAR Lu III W Ln Ln �IN6 \\ TOP=D8�� \ / POL� I V=ST s \ \ ST EXISTING-STORMTO \ \\\\\ \ \ PROPOSED \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ -- \ \\ \ REMAIN SHALL 3 _ — \ \ '' 0000 — — — \ \\\\ \ \ \ \ / CONVEY OFFSITE - °HE A$ ENTTRA3 # — \\ \ \ DRAINAGE \ \ \ P PEzDA-o.6AC------- �— --_ 563.0 �� / RAP — — ED \ \ �,+��` SE IMENTTRAP#z \ \ \ a \ \ \ \ \ PH E z DA=z.AC ♦ \ \ \ XIS IPRA� \ \ \ \ \ \ \ \ \ \ \ Q <z 7 c� \ SHALL BE ENDED \ \ \ \ \ / / �<,.6 TO EXISTING DI \ \ \ \ \ \ '` MISTING STORM TO UTPOLE REMAIN SHALL \\\ \ / / EXISTING BUILDING- 5 \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ .25 ` \° CONVEY SEDIMENT \ \_ ��\ / SHALL BE PROTECTED \ \ \ \ \ \ \ \ A V A A ° �yVA�A WITH RIPRAP RING ON IF, \ \ V=578.8 ` --0H - SOUTH SIDE OF \ \ \ \ \ \ TRAP 0 — E)QSTING DI \ \ \ TOP-581.9 IF \ \ \ \ ` / / — — �I OTE:LAST (4) SPACES DO NOT \ \ \ \ \ 1 .. COUNT TOWARD OVERALL PARKING \ \ \ \ — I Tol � IP EX B6 X X— SF PROPOSED A V A\ ICIP EXIS ING STORM T SILT FENCE DI OP 5\563.7 REMAIN SHALL I LIMITS OF PROPOSED CONVEY SEDIMENT \ \ \ \\ \\ \\ \ \ \ \ \ DISTURBANCE (2.86 ac.) TRAP OUTFLOWE' 'E \ \ \ \ \ \ ROPO D TREE \ \ \\ I ° ° ° E \ \ fl —A \ PROTE ION V \� �° -1 4 t \v v v \ FIE I G V 1 5637 I wvuN= \ \ IN'v I I. 555.3 554.8POLE 93 v v fl '' SIF PROPOSED / \ \ SILT FENCE \ \ \ / DITOP F 6 \ \ \ \ \ \ 556.93`. .DI \\ \ \\ \\ \\ \\ \\ IINV 5 4.7 \ SDI 1 ALLOW DITCH ADJACENT TO \ \ \ \\ \ I\ \ lI \ \ \ I BUILDING TO REMAIN I \ \ \ I \ \\ I \\ \\ \\ I \ OPERATIONAL IN PHASES I&IIQDI. \\\ 20' ° \ I \ \ \ \ WHILE DEMOLITION & ROUGH I _ E GRADING IN PROGRESS o I P \ TOP 559. 6 1 \ \ \ \\ I 1 PROPOSED SEDIMENT I1 G\_ i4— I \ \ \ I I I - � INV fNY I5. era I V56 ( \ � �A TRAP #2 556,34 � DI �'. PHASE 2 DA. o.58AC. LOCATION of 559 6s FENCE PORTA-POTTIES LOCATION OF INVO\ / p RAIN GAUGE � T ST2STONEWBOTTOM 556.F EIR ---------------- ) O SEDIMENT TRAP \ \ DRAINAGE DIVIDE (TYP.) '-------' 0000 P— I -OHE '4" 56 55 SI �565.54 _ --_— — \\ GAS GAS 4 7> —1 WASH OUT V) 3 3 I ci D Sd9 Sd9 Ssd9' SAFETY � S � � A FENCE ADJACENTT PROPOSED SILT v IN=56o.28 / Exls SF FENCE AD]ACEpJ.T— — �ASF�iI'R1 INV.IN=560.1 / _ _ _ _ — TO"R6UTE 250 SIDEWALK TO RIGHT OF WAY DIVERSION RW CONTRACTOR TO MAINTAIN POSITIVE SLOPE PEDESTRIAN ACCESS ACROSS ENTRANCE, Sd9 T Sd LOCATION OF L CONSTRUCTIONIPARKING :°1 °,• •, °" & STAGING ON EA. �IGIJ I ' SPHALT !, 0 •^ @ p• °pOHE �OHE p. 0� e °p ________ p ip °pOHE .. POLE SIGN S� — —oHE SIGN SIGN —- — A FENCEADJACENT °SIGN O EXISTING SWK W — — — — �J—W_— I�Q�Q)SE P Sd9 �J F Sd9 SdD_ — — / SbT--- _ 552.33 / WATER LINE & LIMITS OF PROPOSE ANCE (2.86 ac.) / (D.B. 156(J-435) �� _I - GRA I OF PHASE II 12'00' MIN.) w/ ONSITE WASH 6GRADIENT-FRO M- (UTILIZE EXISTING PAVEMENT 'AVE UPON ESC PH III ALE ' ( IN FEET ) I inch = 30 ft. 120 / / / Lu ti M M N co NT N N N ■■ Q w � J J La U) Lu L9 0 2 U w 'Lu H him, ZLLI w CO JLu J r< V 0 C7 C:) N 1 W ~� W Q O= J � Lu wz 0 Lu 0- J 0 Q z � O LU Lu � z O� U m 0 Ln O�/ LL O > 0 L1^' Lu T� N JOB NO. 192171 SCALE 1 "=30' SHEET NO. 5 CLEAN WATER DIVERSION TO PROTECT SITE \ \ \ \ \ \ f / ` \ \ ` \ \ WORK AREA - CWD SHALL ALLOW OFFSITE \ \ \ \ \ \ \ \ TH 111 SCOTT R. LLINS�Z U Lic. No. 035791 10� 3/9/21 o��SSIONAL E�GN `\ SANITARY \ - '-__ \SILT FEN �,S_ OCKPILETOBE •0 \ SEWER SEEIZED IF LEFT UNDISTURBED \ SMT.\ \ \� F®ROVER7D_AlS:,_-- \ /' \ `\ \\ \\ Sediment Trap#1 Pipe Ouffall Design FIGURE 3.29.2 (D.B.\2706\\ \ \ °"E _ `\ \\ ------ ` \\ \ `\ PIPE RISER SEDIMENT TRAP \� Xt ` \ ` \ �6 - - \ ` \ \ \ drainage area (acres) (<3) 2.57 -178 E STIN R \ \ VC ° S \ `\ ) \ ` 4DIMENT TRAP FLOOR -TO BE L ERED TO 554 IN E iIIESC. trap volumes: fiEMP. \ LINE ` \ \ \ PROPOSED STIR 12 RISER�O.DRAIN IN PHASE III 4 PE "� \ � �' Q � elevation (ft) area (sf) wlume(cf) P�rE"no" ON,STR. \ ` \ ` \ \ /STANDPIPE RISER WITH TRASF�R�ICK. RI RIM AT ELEV. 5 ` ` ocsia" HIGH ftnit rN SM\T. \ - ---' _ _ PROPOSED TREE \ \ \\ \ 554.00 183 0.0 ss-m. s OPM M) ..,.v o (D. 2706 \ \ / TP \ \ / 6" ORIFICE AT 558.5, & 24" BARREL AT ELEVA N 557.19 -SEE\ ` PROTECTION \ \ / \ \ 556.00 927 37.6 n rn \ SWM FOR DRY RETENTION BASIN DESIGN SPECS. 1 % \ \\ \ / FENCING ` ` @ \ \ / \ \ 558.00 2170 149.1 \ \ \ / \ THE LOWER PORTION OF PROPOSED STIR 12 (RISER SHALL BE M M rtn.� m. w MUR "M INSTALLED WITH SEDIMENT TRAP '1'. THIS WILL REMAIN WHEN TH \ \ 560.00 3677 3632 + ^rt+' n^^� a,,,,�,,,� �„ w w \ I\ \ \ \ TEMPORARY SEDIMENT TRAP IS CONVERTED TD A PERMANENT \ 561.00 4515 514.6 100 W. `aT�AC. _ _ rrm "" S10R"" "F'"10M Z ¢ ¢ Z \ 66 XISTI G u' SA \ \ x h�l 1 I//�C ' \\ \ \ FACILITY. THE UPPER PORTION OF STIR 12 SHALL BE INSTALLED IN / "" S0N'0E- 0 g P SANIT Y \ / \ \ ` ,Ar _ //V/,q F \ \ \ SEGMENTED RINGS. THE SEGMENTED RINGS WILL ACCOMMODATE 562.00 5410 6982 ux.n a ¢ F F d SE R SHALL N \ \ F \ THE ESC'S TEMPORARY RISER AND WILL BE REMOVED & REPLACED \ 562.25 5643 749.3 c,r"xour �,,"+ f Z Z BE DI URGE \ \ \ t-/-N /-X < CT/�/ \ \ ` \ WITH NEW SEGMENTED RINGS FOR THE SWM FA&LITY'S RISER. THE \ wet storage: (°0% °� ""T'"""0q ��>F U m f f 0 \ \ ESC RISER SHALL HAVE A RIM ELEVATION OF 560.2\5', AND HAVE A 6" . 2 x w REA.OF CURB, GUTTER, & Y , -------. C \' wet storage required (cy) (67 DA) 172.2 "° ^10Yi �� D11AC Z w m C� ('0 p0 \ \ DEWATERING ORIFICE INVERT ELEVATION AT 558.5Q', AND A TRASH 0 ul 0 0 w AVEPENT SHALL NOT BE �� / •Q Iti<c \ 1 - -RACK AND-ARiSfR-BASE MEETING MINIMUM VESCH 3.14 \ dewatering orifice (ft) 558.5 z \ \ \ INSTALLED UNTIL SITE 15 rr `/ ,` �,262 R CO ` \ REQUIREMENTS. SEE SWM PLANS FOR DETAILS OF IIHE TRASH RACK \ wet storage provided at this elevation (co 202.6 O Z z Cf / STABILIZED AND ST1 CAN' F7 A6R)MpgN � & THE DESIGN OF THE PERMANENT SWM RISER, ANDAISER BASE. \ slope of wet storage sides 3:1 design high water (ft) 561.25 z > > z \ OPOSED LIMP �q \ B vERTED TO DRY Y �\ \ w o o \ \ ION BASIN PER 8 ® F S \ \ \ \ cleanout elevation (ft) 557.19 top of dam elevation (ft) 562.25 �// 0 ALLO PON NG AT ��A S NM PLANS °"E _ FMF ` \ \ ` \ \ \ wet storage provided at cleanout (co (33*DA) 103.9 riser diameter (in) 48barrel H w w (" \ \ I PROTE D RA Nph \ dry storage: barrel eingtht(ft)er (In) 35.63 Ln LU IN \ \ \ \ \ \ dry storage required (cy) (67*DA) 172.2 barrel slope 0.50% w w riser crest (ft) 56025 top width of dam (ft) 10 \ TOP-D82.0 \ �`� \ ` \ \ \ \ dry storage provided at this elevation (co 1984.bottom trap dimensions 10k36' slope of dry storage sides on (ft) 78 3:1 bottom of dam elevation 554.0 PROPOSED A A \ SEDIMENTTRAP#g-------- - PHA5 DA=o.iz AC \\ / \ \ \ t �3 -- \ v v \RAP V A W N � "E \'v \ \ \ \ \\ F , \ \ `. \ i PROPOSED _ . ' S \ XIS IPRA� \ \ 4 --_ / w \/ SEDIMENT TRAP #i 68 \ \ \ \ SHALL BE ENDED \� \ PHASE-'g`ISA=z.57 AC TO EXISTING DI \ \ \ \ h.36 Bt. OVERLAND,-- / 1.22 ac PIPED) EXISTING BUILDING - HALL \ \ j. ' 56z So...SBE PROTECTED WITH RIPRAP RING ON \ V A TOP= 9 �� . °• ..,eX/✓fii, - - - - ` r_ "7e� - - - _ SOUTH SIDE OF \ 7R � I � \ \ 578.8 \ ', �\\ !: ,..,..:- :..,.: 4 °. ,':, 11�UG'.� .. '� I.�. _ \'-EXISTING DIL9 . ' -I OTE: LAST (4) SPACES DO NOT- \ „ vL� v vv EX B6 COUNT TOWARD OVERALL PARKING i--------- \ 4 J - ' C IP M t� � \ \ - ! PROPOSED � I �Aj' '�XI v E /\ 1'/V v v v v SILT FENCE �4 LIMITS OF PROPOSED DISTURBANCE (2.86 ac.) FENCE \ \ \ r ROPO D TREE PROTE ION \• \ = . i \ \ fl NO z I~ -I ry rn W W \ FENCI G \ \ I < \ (� LJ \ V) °E. I \ � V PROPO ED SUMP AV I A s A\ ■ ■ ■ Q Q A TO OW NDI A A\ �' I NV IN= \ \ \ INLET PRO ECTED \\ ''• � I � , ', 555.3 \ \ STORMS ER A\ vv wvv I V // DI n"E A POLE S3 v v v fl v v LU 1 vv A \ V A I SF PROPOSED /// 3 4 ' 6��0 v` / vv` v` J SILT FENCE DI O" \ \ \ \ \ > W \ \ \ \\ \ V � v� ii v� v I v vv g l �- ��.E. S�v0 E 62� v v v to (� v \ v v \ Q V � \ \ LU IP J 0 � C2 PROPOSED SUMP _ z TO ALLOW PONDING AT D 1 zo' o E \ \ ~ INLET PROTECTED TRAAP#21 PROPOSED SEDIMENT ° ! , U O STORM SEWER PHASE 3 PA. o.58 AC. IP 14 OV= 56 . 6 m r U TnTvIN .. "��DI� �.®� Q s LU 556,34 � i °E TOP I �°. O � Z W IP LOCATION OFFENCE PORTA-POTTIES \ O o � iPROPOSED ',v v v i I LOCATION OF.I � " - I --I D ',\ \ \' i.. I 2� RAIN GAUGE ` I INllOUT _ °.. CO U Ul Q / DIVERSION . a 5�5 T'l DIKE \ \ x I \ ST 2 STONE WEIR - I I I _ W \ \ \ \ I`.. i BOTTOM 556.8m�� w y _ - RIGHT HSION LOCATION OF L "1 • a ° •° 0 b y 7 CONTRACTOR TO MAINTAIN o.l ° °<° °" L POSITIVE SLOPEGINCONSTRUCTIONNNNNJlARKING . ° %G EA. I HI RUT %` �&SPHALT / / A Q \ \ CWD RUNOFFTOCONTINUE TOCONVEY TO \ \ \ EXISTING STORM SEWER AS UPSTREAM - - - \ -PORTIONS OF EXISTING STORM SEWER ARE DEMOLISHED IN PHASE I, II, & III ESC. I \ \ CONTRACTOR SI�-ALLMODIFY THE GRADE TO A \ _ MAINTAIN POSITIVE SLOPE-ALONGCWD. Zo / \ \ R=2962.75 �3 \ \ \ ` L=206.85 PROPC9EDDRAINAGE \\\ \ °"E _ `\ DIVIDE(TYP.) PROPOSED STOCKPILE \ ` \ 20� \ \ \LOCATION, SURROUNDED BY \ "E � / \ son -_ 7�65.54 5 S GAS GAS r �v FENCE PROPOSED SILT ---I------- - / A FENCE ADJ °.C� SIF _ - i Ci R.A ALE V IN=560.28 / CONCRETE FENCE AD]ACEp1T_ - - INVIN=560.1 SIDEWALK - - TO-OUTE 250 30 o so \zo / < _- - - - -- J/ \ ( IN FEET I inch = 30 ft. SCALE 1 rr=30' SHEET NO. 6 SEDIMENT 1 SCALE: 1"=2 SEDIMENT TRA SCALE: 1"=20' ENTRANCE 562.30 ib \/ERHANG CLEAN OUT fO I r CONC S CONCRETE WASH OUT 563.0 5b .15 \ Ix W EXISTIN'G BUILDING SHALL BE PROTECTED WITH RI RAP RING ON S UTH SIDE 0� EXISTING \ ' I RIPRAP OUTFALL WEIR (15.4'Lx83' Wx2.35'D) EXISTING DI TOP TO BE LOWERED FROM 560.7 TO ��D 559.75 TO ALLOW POSITIVE DRAINAGE FROM TRAP WCC WILL W W 0 SEDII AN SCALE "=20' yF \ \ EXISTING STORM TO ` \ REMAIN SHALL °yF �� (NN CONVEY OFFSITE 2.OUTFACE WEIR DRAINAGE \ \ \ z'TLLx \xza'wxrD) \S WALL \ RAP �\ \ \ \ OyP \ \ \ \ C-) � a_ \ \ \ G EXISTING STORM TO REMAIN SHALL CONVEY SEDIMENT D IN-, NE \ \\ TRAP OUTFLOW _ IF, A I P)W o. --� B B B \ TOPJJL� 5 � a � � 59.50 � x,-r� o Q I V OU 558,89 5 5.5 ��55. 6: A TIC - FNTRANC'F Sediment Trap 1 design drainage area (acres) (<3) 2.57 Y� ` trap volumes: ORCR11 CREST OF STONE WEIR CRO N0 YMO,DLE` elevation (ft) area (sf) volume(cy) CLEV. 557.19 1624 0.0 ,.D• 558.00 2170 56.7 DRY STORAGE - q VR ff 560.00 3677 270.8 561.00 4515 422.3 WET STORAGE X. ` N" 562.00 5410 605.8 (ExCAwT1n) 562.25 5643 657.0 FILTER CLOTH omuuAL wet storage: wet storage required (cy) (67*DA) 172.2 -SIDE PLATE 3.13-1 COASE LCCREWTE" CRASS I RIPWP bottom of stone weir (ft) 560.00 wet storage provided at this elevation (cy) 270.8 slope of wet storage sides 3-1 weir length (ft) (6xDA) 15.4 dry storage: bottom of trap elevation (ft) 557.19 dry storage required (cy) (67*DA) 1722 bottom trap dimensions: 29'x99' crest of stone weir 56125 top of dam elevation (ft) 56225 dry storage provided at this elevation (cy) 1974. top width of dam (ft) 25 slope of dry storage sides 3-1 top trap dimensions 60k130' Sediment Trap 2 design drainage area (acres) (<3) 0.6 trap volumes: elevation (ft) area (sf) volume(cy) 554.00 244 0.0 555.00 443 12.5 557.00 876 60.5 558.00 1148 97.9 559.00 1444 145.8 wet storage: wet storage required (cy) (67*DA) bottom of stone weir (ft) wet storage provided at this elevation (cy) slope of wet storage sides dry storage: dry storage required (cy) (67*DA) crest of stone weir dry storage provided at this elevation (cy) slope of dry storage sides ORIGINAL CREST OF STONE WEIR GROUND \ ELW.. DRY STORAGE WET STORAGE (FxGVATFDJ 40.2 -SEE PLATE 1I3-1 556.8 43.2 21 weir length (ft) (6xDA) bottom of trap elevation (ft) 40.2 bottom trap dimensions: 558.0 top of dam elevation (ft) 54.7 top width of dam (ft) 21 top trap dimensions Sediment Trap 3 design drainage area (acres) (<3) 0.36 trap volumes: elevation (ft) area (so volume(cy) 558.50 609 0.0 559.50 862 27.1 560.50 1142 64.1 561.50 1446 111.9 wet storage: wet storage required (cy) (67*DA) bottom of stone weir (ft) wet storage provided at this elevation (cy) slope of wet storage sides dry storage: dry storage required (cy) (67*13A) crest of stone weir dry storage provided at this elevation (cy) slope of dry storage sides a YNIGac' Ll1:L 1 FILTER CLOTH ORIGHeL G Ho CLLV. COARSE hGGREWTE" CIASS I RIPR P ORIGINAL CREST OF STONE WEIR LwNIAHi CROD A \ CIF/. DRY STORAGE WET STORAGE (EI=MED) 24.1 -SEE PLATE 3.13-1 559.5 27.1 2:1 weir length (ft) (6xDA) bottom of trap elevation (ft) 24.1 bottom trap dimensions: 560.5 top of dam elevation (ft) 37.0 top width of dam (ft) 21 top trap dimensions 3.6 554 Tx 33' 559 2 27'x 55' vmR �• Sl1K \ � FILTER CLOM GmclH c W.o ttn COARSE .AGGREGATE" GUTS I RpRAP 2.2 557.5 1 Tx51' 561.5 2 25'x62' TRAP PHASE I PHASE II PHASE III ST1 2.30 ac. 2.17 ac. 2.57 ac. ST2 0.60 ac. 0.58 ac. 0.58 ac. ST3 0.36 ac. 0.36 ac. 0.12 ac. iCOTT/R. Cr�LLINSZ Lic. No. 035791 3/9/21 o .1 n CA 0 0 w w z z 0 0 o g F- F- Vl w wUU O x x Z 0 u=j U U w O o a z z a z > 0 0CIO z Vl w U U .U. w w a n W ce o C C C (71 �p ri N Lr ti M 0- co 0) N U\) M / � 1 N z rn W _j J Q W>oo - J J > z W J W C LU oC O L9 OJ 0� J Q z L Q = U o U 11121� U W W z Y � z LLI H � W � O 0 UlC COU zLL1 Q C6 � O z CO p J U-)LU > o J�~w CD ,--1 O O o N N U JOB NO. 192171 SCALE 111=20' SHEET NO. 7 / Pre -Development Impervious Areas- Water Quality \� \ \ \ \ \ \ ) / Z \ PRE; -REDEVELOPMENT / / \ \ \ \ \ \_ / POST-ReDEVELOPMENT / \SCALE 1"=100' / / / / (Defined by the Limits of Disturbance) \ \ \ \ / / / / / / Post -Development Impervious Areas- Water Quality(1L)Lic. TH Q < V \ V / / ( \ SCALE 1"=100' ��' Existing Dirt Parking 1,636 sf \ \ \ \ \ / I \ 1 \ \ (Defined by the Limits of Disturbance) ExistingGravel Parkin 43,277 sf \ \\� 1 I \ \ \ \ \ / / / / - Proposed Asphalt Parking & Circulation 63,484 sf Existing Concrete Parking 2,920 sf I \ \ \ / Pro osed Concrete Loadin Area 2,900 sfI\ P g R. LLIN.Existing Asphalt Parking 23,224 sf / / / \ \ \ \ / / - - Proposed Concrete Sidewalk 5,936 sfExistin Sidewalk 2,008 sf / - \ \ \ Public Road 6,823 sf No. 035791 \ v �� \ / v 3921 Public Road 7,549 sf � / / � \ \ 80,614sf / / \ �� \ \�-- -/ / /// \ \\ 79,143sf p��SS NA �G1 - - - -- / / / \ \ \ / � \ \ _- \ g P - - - / \ / / \ / \ / / y � � \ - / \ \ � - - - - / \ / / \ Overall Net Change in Impervious Area -1,471 sf �� \ \ - \ \ \ \ \ - / / / . �� \ \ \ / / / - \ \ (Within the Proposed Limits of Disturbance) N N _ `�7� / - - , / - \ / \ \ \ 1 - \ \ . �7F / - - OFFSITE R, OFF THT BYA SES •� O / A \ . - -PROPOSED DAINAGE PIPE CONVE '\ w w V / �ONSITESUBAREAS A& B V / 1 I \\ \ Z Q Q Z , ONSITE SUBAREAS USED \ (� r Z Z w -FOR-CHANNELANB - \ �� \ \ \ _ - \ \ \ / \ \ \ \ \ 1 I / \ \ - "'�FDR�HANNELANB - \ \ 1 \ _ - \ \ r/ U w w O FLOOD PROTECTION \ \� �\ - \ \ \ \ \ \ \ \ \ \ - - - \ I \ I / \ ` ' -�. _ •� FLOOD PROTECTION \ \� �\ , - \ \ \ \ \ \ \ \ - - Z w � -ANALYSIS, TYP. / t \ ay \ - \ \ �- \ -ANALYSIS, TYP. / \ p UI O O w IMPERVIOUS i \ \ / , \� \ \ \ \ ( �.\ \ • J E`X NG V€RT \ Z Q \ \ _ �,• - -EXISTING / Ey( NG \ RT\ \ \ I 9 \ \ / \ \ \ \ }U }U w CON FF _ - \ I \ L I \ \ \� \ . / CONV FF _ \ \ O 0 F r r c, \ C I \ GRAVEL \/ C \� - m Z Z Q \ 0 SITE TH Y ES \ \ I \ RUNOFF TH Y ES \ \ / F OF OUT O \` �• ""��- �+,, �, T LWAY� � � � F OF OUT T O ` '�\\ \\ � � � � f > > > Z \\r\ \ \ TH R S \ --- 1 \ -J \ r I \ \ \ TH R S \ �f� U U \ j \ \ �y"' � ONSITE \UBARE \ 1 \ _ � � I \ \ \ ■ ONSITE \UBARE & \ \ � /w O O 'r-`"• 1 v, \ \ / ■ \ \ �VI9 E .SEE SDP 2p2 - `' - �,': t t �'� ` O SED LTM�TS OF DISTU NC 2.86ac.), \ \ ` - - \ \ \ 1 / ■ \ \ VIA SED LIMITS OF DISTU NC 2.86ac.), \ \ - - ~ a a Q \ - - - - E WA CITY ANA - _ - - - rFOR WATER QUALITY ANA \ �\ \ ° • ' sr V A �� � I "r _ A US D'FOR WATER QUA � � A \ \X v - A ✓ \V vNiER-COM T T , a V �A v \ v Av w w EXISTING � -/ _ � � // L - -/ m m A A A \ �' \ A 5 Q S 100' OF OLF w/ A ELEV.=6'�- v 100' OF OLF w/ A ELEV.=6' V v v��v $ V A _ �. v vvvv 2. rASPHALT \ 10' OF CONC. FLOW w/ A ELEV.-Y �� / \, `\ `= x \., t \ ^ \� \ �\ \ ` S, \ I 10' 65'OF COF CH LOW w/ A L ft/s �• A� / 'OUTFAL4A / \ / OUTFAC4 340 OF CHNL FLOW ® 5t ft/swa F%` r EXISTING v�� AV I ���� \� / I V A I �_) �/ A \ 9 .A ���' - 111� I EXISTING \ - ■ DEVELOPMENT - - - - \ ■ I DEVELOPMENT I I I I �� \ rr"" -• , ® ■ 1 --°TO REMAIN A ( I I I �� p _ ��� ■ ITO REMAIN v A \ \Tc T - Shr. \ ■ -, ■■ 1 \ � I ���\ \ V�� \\ �'�t� � A � \ vv ��v vvA � I �■■ 11 � I ���■ � A V� � ,\ ill \ \ v v v vv w o N .. .. NO PROPOSED CHANGESPROPOSED CHANGES TO / / / �/- 1 ■ /\ \ V A 1 V` �'. THE BUILDING FOOTPRINT �i fl / ! / �l 1 ■ TWO PRE-TREATMENT CELLS ARE �i� \ ■ / / THE BUILDING FOOTPRINT o \ T7 / / r N o r t- / \ 1 ■ \ TING POINT OF WATER QUANTITY ANALYSIS. / / //r �_� r * INTERCONNECTED HYDRAULICALLY WITH \, ■ _ ■ I - / / / THE PROPOSED DRY DETENTION BASIN - _ POINT OF WATER QUANTITY ANALYSIS. ■ - °" THE PROPOSED DEVELOPMENT's / / / ■ - - - °" THE PROPOSED DEVELOPMENT's ESUBAREAS XISTING PIPE VIA A SYSTEM OF / \ / / =_� _ _ _ \\ VIA THE DRAINAGE PIPES. FACILITY 1 ■ .� I SUBAREAS ULTIMATELY DRAIN TO THIS \ / /' \ r ' / / _ „ / \ \ _ ■ PROPOSED &LEXMS EXISTING DRAINAGE PIPES. / / / / /�� - �\ RELEASES RU FF TO OUTFACE 'A'. 1 - / ..O \ / ' l _ ^ � I EXISTING PIPE VIA A SYSTEM OF / / - \ \ / / �9 i p / r J ( v, o . • r -_:a - - /�-/ NO h I� PROPOSED &EXISTING DAINAGE PIPES. �•�i�- � IE L9 vl ,i un--_-.mil .�---- �\�A y �L�� ���� -- 1/� - - IW_Rcli OAD-- -- /'�--- \ - - \ \ // _ - - i - r] - IVY RpAD-- -- T -- ----7 -_--- - - _ _- -t-P - �r----/ - "_ t- -- ----7 , ---__ = 100' OF OLF w/ 0 ELEV.=6' �W-- // - --- --/ - - J - --- N - - _ 100' OF OLF w/ A ELEV.-6 / \ - _ / � Pre -Development Impervious Area Summary I - I I - _ - - \- - � _ = 18' OF CONC. FLOW w A ELEV.=6'- -- - - 210 OF CONC. FLOW w/ A ELEV.=12' - - - 0 OF CHNL FLOW ®St ft Onsite DA A Impervous Area Summary 2 \ _ \ 0' / 1 0.58 ac. / � _ / � / Onsite Dirt Parking 1,500 sf - - � / � I / / < \ � � - - / _ - - - - - - - � I T CN=88 / Post -Development Impervous Area Summary _ \ ' 0 / Onsite Gravel Parking 40,825 sf \ G - _ - - - - - - / / c= jar' Onsite DA A Imperious Summary 1 / ous Area Onsite Concrete 500 sf \ / � _ - -, ` - - i � / / I / / 7nn g 13,900 sf N p / / / \ \ - \ / / ement 35650 sf y / / OnsiteAs halt 5,425 sf � Onsite Building 13,900 sf / - - / / r \ - - crete 2775 sf (V / \ WATERSHED SUMMARY Offsite Impervious Areas 11,750 sf / / WATERSHED SUM / \ P / I I �\ \ - - - - " ious Areas 11,750 sf N W SUMMARY Area, 1-year Flow, 2-year Flow, 10-year Flow, 73,900 sf - ' J / / I CN - _ � \ � - - Area, 1-year Flow, 2-year Flow, 10-year Flow, 64,075 sf ac. cfs cfs cfs Onsite DA A Impervious Area Summary / - / / j CN ac. cfs cfs cfs Onsite DA B Imperious Area Summary > �- --'-\- - Onsite DA (Pre-Dev.) 87 3.09 8.67 11.41 19.95 Onsite Concrete 1,100 sf � - I I I � � - Onsite DAA (Post-Dev.) 88 3.09 5.40 8.44 15.03 Proposed Concrete Sidewalk (incl. Pavers) 6,398 sf Onsite DA B (Pre-Dev.) 81 0.58 1.22 1.68 3.17 Onsite Dirt Parking 136 sf l / I _ _ Onsite DA B (Post-Dev.) 88 0.58 1.72 2.24 3.87 Proposed Asphalt 5,230 sf J 86 3.67 9.89 13.09 23.12 1,236 sf - / / _ _ - 88 3.67 7.12 10.68 18.90 11,628 sf J > r �a COUNTY OF ALBEMARLE Department of Community Development nl Construction Record Drawings (As -built) for VSMP w w The following is a list of information required on construction record drawings s for g 9 g stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility,and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofrlter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Nlanufacturers certifications for proprietary BMP•s certifying proper installation and functioning. STORMWATER MANAGEMENT NARRATIVE OVERALL SUMMARY: THE PROPOSED STORMWATER MANAGEMENT PLAN COMPLIES WITH PART IIB MINIMUM REQUIREMENTS. THE STORMWATER RUNOFF RATES, VOLUMES, GENERAL SWIM NOTES: AND VELOCITIES RESULTING FROM THIS ReDEVELOPMENT WILL BE IMPROVED PRIOR TO EXITING THE PROJECT. PLEASE SEE THE ATTACHED i. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE OPENINGS. SEE SHEET 9, OR EQUIVALENT FOR DETAILS. STORMWATER MANAGEMENT CALCULATIONS PACKET FOR EVIDENCE OF THIS COMPLIANCE AND THIS SHEET FOR ADDITIONAL SUMMARIES. THE z. CONCRETE FOUNDATIONS SHALL BE INSTALLED ON ALL RISER STRUCTURES MEETING MINIMUM VESCH .i SPECIFICATIONS. 3 4 PROJECT UTILIZES A DRY DETENTION BASIN WITH PRE-TREATMENT CELLS, IN CONJUNCTION WITH AN OVERALL REDUCED IMPERVIOUS AREA IN THE 3 CONTRACTOR SHALL HIRE ATHIRD PARTY GEOTECHNICAL ENGINEER TO ENSURE THE EMBANKMENTS IMPOUNDING WATER ARE STRUCTURALLY POST -DEVELOPMENT STATE, FOR STORMWATER QUANTITY COMPLIANCE. THE PROJECT UTILIZES PERMEABLE PAVERS AND A NUTRIENT CREDIT PURCHASE SOUND, THIS INCLUDES THE SUBGRADE LOCATED AROUND THE DETENTION BASIN LOCATED BENEATH THE PARKING LOT. ALL EXISTING AND FOR STORMWATER QUALITY COMPLIANCE. PROPOSED FILL MATERIAL AND PROPOSED CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT DURING THE CONSTRUCTION OF THE EMBANKMENTS AND FILL AREAS, AND PRESENT DURING THE CORE SAMPLING. STORMWATER QUALITY SUMMARY: . THE DOWNSTREAM EMBANKMENT SIDE SLOPES OF ALL PERMANENT FACILITIES SHALL HAVE A MAXIMUM :1 SLOPE. 4 3 THE VRRM SPREADSHEET FOR ReDEVELOPMENTS WAS USED FOR THIS PROJECT AND THE STORMWATER QUALITY AREA BOUNDARY EQUALS THE EROSION 5 CONTRACTOR SEDIMENT NICFACILITY'S CONVERSION MATERIAL IN THE ESC RHE & SEDIMENT CONTROL LIMITS OF DISTURBANCE BOUNDARY. THIS ReDEVELOPMENT PROJECT REQUIRES A TOTAL PHOSPHOROUS REMOVAL OF RATE 0.86 E T E CONTRACTOR SHALL REGRADE TEN Y. ATSUCH TIME PROPOSED GRADES TO AP RMANENT SWIMFACIE TSEDIMENTT APP NG DEVICE TOT ER Ib r. THE REMOVAL OF A PORTION OF THIS REQUIRED PHOSPHOROUS LOADING IS MET THROUGH THE BEST MANAGEMENT PRACTICE OF A LEVEL I 1L Q SHOWN ON THE SWIM SHEETS. THE CONTRACTOR SHALL MINIMIZE SOIL COMPACTION DURING THE CONVERSIONS. PERMEABLE PAVEMENT PARKING LOT. SUBAREA 'DA B' IS TREATED VIA THE LEVEL I PERMEABLE PAVEMENT. THE PROPOSED PERMEABLE PAVERS GENERATE A PHOSPHOROUS REMOVAL RATE OF 0.34 Ib r. THE REMAINING 0.52 Ib r PHOSPHOROUS REMOVAL WILL BE MET VIA A NUTRIENT CREDIT PURCHASE. General Construction notes for Stormwater Management Plans STORMWATER QUANTITY SUMMARY: 1. All dams and constructed fill to be within 95% of maximum dry CURRENTLY, THE EXISTING SITE AREA FLOWS OFFSITE UNTREATED. THE EXISTING SITE WITHIN THE LIMITS OF DISTURBANCE CONSISTS OF A LARGE density and 2% of optimum moisture content. All fill material to be BUILDING, SPRAWLING GRAVEL PARKING AREA AND A PAVED TAVELWAY. THE PROPOSED PLAN WILL MAINTAIN THE EXISTING BUILDING, REMOVE THE approved by a geotechnical engineer. A geotechnical engineer is to GRAVEL AREA AND RECONFIGURE THE SITE TO PROVIDE ASPHALT TAVELWAYS AND PARKING, WHILE DECREASING THE SITE's OVERALL IMPERVIOUS be present during construction of dams. AREA. 2. Pipe and riser joints are to be watertight within stormwater Management facilities. THE PROPOSED ReDEVELOPMENT CREATES TWO CONCENTRATED OUTFALLS, THESE ARE DENOTED ON THIS SHEET AS OUTFALL W AND OUTFALL'B'. 3. For temporary sediment traps or basins which are to be converted OUTFALL'A' RELEASES RUNOFF FROM ONSITE SUBAREA W AND OUTFALL'B' RELEASES RUNOFF FROM ONSITE SUBAREAS'. BOTH OUTALLS W AND 'B' to permanent stormwater management facilities; conversion is not DRAIN TO THE POINT OF ANALYSIS VIA A SERIES OF DOWNSTREAM MANHOLES AND DRAINAGE PIPES. to take place until the site Is stabilized, and permission has been obtained from the erosion control inspector. THE VAST MAJORITY OF THE PROPOSED PARKING LOT IMPROVEMENTS ARE LOCATED WITHIN ONSITE DA 'A' IN THE POST-ReDEVELOPMENT STATE. THIS RUNOFF IS ATTENUATED IN THE DRY DETENTION BASIN AND ITS TWO INTERCONNECTED PRE-TREATMENT CELLS. FOR THE PURPOSES OF THIS ANALYSIS ONSITE SUBAREAS' DOES NOT RECEIVE ATTENUATION. THE TWO SUBAREAS' PEAK FLOWS WERE SUMMED AND ANALYZED FOR CHANNEL AND ASBUILT NOTES: FLOOD PROTECTION COMPLIANCE. CHANNEL PROTECTION REQUIREMENTS ARE MET FOR THIS PROJECT VIA 9VAC25-870-66, SUBSECTION B.3.a (ENERGY i. ALBEMARLE COUNTY ENGINEERING WILL REQUEST AN ASBUILT PLAN FOR THE PROPOSED SWIM DESIGN. BALANCE). FLOOD PROTECTION COMPLIANCE FOR THIS PROJECT IS MET VIA 9VAC25-870-66, SUBSECTION C.22.b (10-YR POST FLOW < 10-YEAR PRE 2. ASBUILT INFORMATION WILL INCLUDE, BUT IS NOT LIMITED TO, A GEOTECHNICAL INSPECTION REPORT FOR THE DRY DETENTION EMBANKMENT FLOW). CHANNEL AND FLOOD PROTECTION COMPLIANCE IS ACHIEVED PRIMARILY THROUGH THE OVERALL REDUCTION IN IMPERVIOUS AREAS &THE THAT REVEALS A SUITABLE MATERIAL WITH A CLAY CORE/CUT-OFF TRENCH MEETING THE MINIMUM REQUIREMENTS OUTLINED IN THIS PLAN. ATTENUATION IN THE DRY DETENTION BASIN & ITS PRE-TREATMENT CELLS. TYPICAL CURB CUT DETAIL NITS TOP OF CURB CONCRETE �c NOTES: 1. ENERGY DISSIPATION SHI BE DESIGNED WITH A MNtMUM DEPTH OF 8 INCHES DISSIPATION ROAD PAVEMENT 1- DROP BELOW �1 PROJECTED GUTTER FLOW UNE AT FACE OF CURB SECTION B--B NIS SEE NOTE '. OF CURB Isometric pipe culvert a P 2 1/" zinc laced hook attached with. 9 e fastener I 11, VACTV01. lU 11 DEBRIS CAGE 2-1/8" dia. holes 1114- RDPE t-.A, (optional) HOPE stn.ctural plastic with 2-1/11' holes aid 1/1' plat& Tanu'actured by Plastic solutions Inc. or equal • shown stth opuocel plate HDPE structural plastic with /B" holes and 1/4- plate mfactured by Plae:tic itiona Inc. or equal PLASTIC P.O. Ros 438e SOLUTIONS Binenescer VA 22604 I>IC. 877-877-5727 srs. PlsiI co m U) l W 0 0 J U WI Y W F_ in w Lr O w of U) JOB NO. 192171 SCALE AS SHOWN SHEET NO. 8 2401DI APPROX, DRAM AMA =166A1 SO IN APPROX. WEIGHT=67.50 LBS 125 022.50 DIMENSIONS ARE FOR REFERENCE ONLY ACTUAL DIMENSIONS MAYNARY THIS FRINTDISCLOSES W&JECT MATTER IN WHICH OMWNEY C. MATERIAL 31XWRMAAW DIMENSIONS ARE IN INCHES NYLOPLASTHASPROPRIETARYRIGHTS THE RECEIFT (�1 &UFORO, GAN5111 GRATE HAS LIGHT DUTY' RATING QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 7060M PAINT CASTINGS ARE FURNISHED WITHABUCK PAINT SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENTOF ORPOSSESSIONOFTHISPWMDOESNOTCONFER TRIER OR LICENSE THE USE OF THE DESIGN tli TECHNICAL INFORMATION SHOWN HEREIN REPRODLCTIONZIN,OROF THIS PRNF <FN INFOGMTEM CCNTANCDHCRCIRORwHUFPMOSUFMIY ARTICLE HEREFROM. FOR THE DISCLO6URE TOOTHERS GATE 7"1 \7��1, ^QD� PNN (nN 9Ta3MS Ny1� i' FA%InN9lbt190 ✓ NAM.^YlaPlawccan REWSED" JJC "TE y 11 PROJECT NOMAYE TRH NNgWPIN JUSTICE, 26 CFR PART 36, IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM HYLOPIAST. NM„ ryyu51 DWGMZE A SCALE 10 SHEET I"I OFANO. 711111.11MT5 REV 0 DROP IN GRATE TOPSOIL � ' V r 0601D1 0801 D1 1001 DI 1201 DI NYLOPLAST DROP IN GRATES FIT INSIDE ADS N-12/HANCOR DUAL WALL, SDR 3s 1501 DI SEWER PVC, 8 SCH 40 DWV PVC PIPE -- _= 1801 DI I III I I I III I I I I III I I I III I -4 2401 DI THISPRINTDISCLOSESSUBJECTMATTERINWHICH ORAWMM AWA MATFRML HIMAROMAVE NYLOPUST HAS PROPRIETARY RIGHTS, THE RECEIPT BUFORO, GA 3D511 OR POSSESSION OFTHIS PRINT OOESNDTCOTFEHL TRANS FER,ORLICENSETHEUSE aTIE DEIGNOR PATE %Ia PHN I119I9YL2AU p BI9Jt-]190 O as TECHNIC\ INFORMATION SHOW HEREIN REMMIFY EEC PROJECT XO.MAME REPRODUCTION OF THIS PRINT CRANI'INFOIMATpN TITLE CONTNNEDHERBN.ORMANUFAC111REOFANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS PATE 2d16 6IN. 11N DROP IN GRATE INSTALLATION IS FdiBIE%CEPTBY 00N,ESPECIFIC WRITTEN OWGNZE A SCALE 19 ENEET 10F1 P FORBIDDEN. FROMNYLOPIAST. SM,amNW! OIAMND. 7001.11W? REV E 10 IN -241N DROP -IN LOCKING KIT- PIN 1024DROPLOCK WALL MOUNT SHOULD BE INSTALLED 1.38'-2.00' r __. _..._ ___.. .�.-tE TOP LOCKING DEVICE SHALL BE STAINLESS STEEL TO BE USED WITH PVC RISER ONLY WALL MOUNT SHOULD BE INSTALLED 13r-2.00' BELOW THE STRUCTURE TOP 570 100-yr PEAK WSE=561.25 10-yr PEAK WSE-559,85 2-yr PEAK WSE-559,66 1-yr PEAK WSE=559.54 560 1 1 \' STIR. 12, A 048" HOPE STANDPIPE WITH A TRASHRACK TO SERVE AS THE RISER. RISER SHALL BE SET IN THE PROPOSED REINFORCED CONCRETE FOUNDATION. 048" STANDPIPE TO HAVE A RIM ELEVATION OF 559.45' & TO INCLUDE (1) ONE PERMANENT 012" LOW -FLOW ORIFICE WITH AN INVERT ELEV.=557.19. ALL ORIFICE OPENINGS SHALL HAVE STATE APPROVED TRASHRACKS, TYPICAL. SEE THE DETAILS ON SHEET 9, OR EQUIVALENT, FOR ADDITIONAL INFORMATION. PROFILE SCALES 1"=T (V) 1"=50'(H) STIN 570 TOP OF DRY DETENTION BASIN ELEV.=562a5', TYP. CONTRACTOR SHALL INSTALL EMBANKMENT IN ACCORDANCE w/ THE DESIGNS SHOWN ON SHEET 9. 1 D(DUl 35,63 LF OF 24' HDPE @ 0,50% 1 5551 PROPOSED BASIN's LOW ELEV.=557.19. BASIN FLOOR SHALL HAVE POSITIVE SLOPE (o.5% MIN.) IN ALL LOCATIONS TO THE RISER. I TO PREVENT FLOTATION THE RISER BASE SHALL BE FIRMLY EMBEDDED 6" INTO AN 18" THICK REINFORCED CONCRETE FOUNDATION THAT IS 8'x8'. W W 0\ N ID py' W W M (U n �D AO �D Lr) Lo L3 07 Ln LO In W L5. 0+00 0+50 1+00 1+25 DETENTION BASIN CROSS SECTION 570 GR 100-yr PEAK WSE=561.25 W-yr PEAK WSE=559.85 2-yr PEAK WSE=559.66 1-yr PEAK WSE=559.54 560 PROPOSED CELL's LOW ELEV.-559.00. CELL FLOOR SHALL HAVEPOSITIVESLOPE (o.5% MIN.) IN ALL LOCATIONS TO THE RISER. 15' PVC 93,84 LF @ 0,50% 550 w w m J W W �D N LO LO L0 W Lo 570 565 STR. 14 24" YARD DRAIN INLET RIM ELEV.=559.00'. RIM TO BE SET AT FLOOR ELEV. TOP OF NORTHERN 560 PRE-TREATM ENT CELL ELEV.=562.25', TYP. CONTRACTOR SHALL INSTALL EMBANKMENT IN ACCORDANCE w/ THE 5551 DESIGNS SHOWN ON SHEET 9. 0+50 0+75 NORTHERN PRE-TREATMENT CELL CROSS SECTION 100-yr PEAK WSE=561 TOP OF SOUTHERN PRE-TREATM ENT CELL ELEV.=562.25', TYP. PROPOSED GRADE 560 PROPOSED CELL's LOW ELEV.=56o:oo. CELL FLOOR SHALL HAVE POSITIVE SLOPE (0.5% MIN.) IN ALL LOCATIONS TO THE RISER. 555 TO P STR. 24 24" YARD DRAIN INLET RIM ELEV.=561.50' EXISTING 015" ORIFICE WITH INV. SET AT GRADE 565 FLOOR ELEV. OF 560.00'. ORIFICE TO INCLUDE TRASHRACK. SEE SHEET 8 FOR DETAIL, OR EQUIVALENT. CONTRACTOR SHALL INSTALL EMBANKMENT IN ACCORDANCE w/ THE 560 DESIGNS SHOWN ON SHEET 9. 24's EM THICK 3ASE SHA EDDED 6' LL BE INT REINFOR ZED C FO NDATIO THAT 550 1> _j o W W N � AO L7 L7 U� I!7 W IJ_ 55� FIR Y FIR LY 0 A 18" ON RETE IS 'x4' 550 o N 7 CD i0 (U U LO In 0+50 15' PVC 123,97 LF @ 0,50% SOUTHERN PRE-TREATMENT CELL CROSS SECTION `\ PROPOSED DRY DETENTION BASIN & PRE-TREATMENT CELLS DETAIL \ SCALE: LOW AREA DRAINS TO YARD INLSCALE : 1"= 20' ET. � \ � ' -AREA DOES NOT PROVIDE ANY SWM \ \ \ FUNCTION -. THE YARD INLET CAPTURES ` \ OFFSITE RUNOFF AND, ROUTES IT THROUGH THE SITE VIA STORM SEWER. \ \ THIS AREA IS ENCOMPASSED WITHINT THE SWM MAINTENANCE & ACCESS \ S�2` ONE - - - , ESMT. IN THE EVENT THE PIPE NEEDS TO Bv BE -CLEANED DUE TO A CLOGGING. 10 STR. 10 \ \ \ 24" YARD DRAIN INLET 1 O RIM ELEV.=560.00'. ` RIM TO BE SET AT FLOOR ELEV. -- --- - j INV OUT: 557.82 TO 8 \ \ rI \ \ � is L7 \ \ � :FLOOR DIMENSIONS ARE APPROXIMATELY 16'Lx6'W '� \ \ \9 GENTLY SLOPED DRIVE _F \ \ \\ '� I I'. \\ vvgT SOUTHERN PRE-TREATMENT CELL, THE `� `� \ 1 \\ 'RIPRAP FROM THE 4 CURB CUTS SHALL \ \ \ I '� � \� _ EXTEND TO, AND COVER, THE CELL's FLOOR. s STORMWATER MANAGEMENT FACILITY GRADING \\ �� J CUT LOW=562.06 `\ \ 562.64 Southern Pre -Treatment Cell Northern Pre -Treatment Cell \\ 'A \` \� `� ` `'Y` \\ CUT (TYP.) TO PROVIDE Elevation (ft) Area of Contours (sf) Volume (cf) 557.19 272 0 558.00 549 326 559.00 1,017 1,097 560.00 1,624 2,406 561.00 2,318 4,367 562.00 3,068 7,051 562.25 3,260 7,842 Elevation (ft) Area of Contours (Sf) Volume (cf) 557.19 0 558.00 0 559.00 123 0 560.00 348 226 561.00 685 733 562.00 1117 1,625 562.25 ` MWATER INFLOW TO POND 562.22 EP 15" PVC 21.36 LF 562 72 TCi \\ r `00.50% \ N 1 1. \ I, STR. 24 \ I.. 24" YARD DRAIN INLET 24 \ °eINV IN: 559.82 TO 28 \ RIM ELEV.=561.50' ,. INV OUT: 559.82 TO 24 \ 015" ORIFICE WITH INV. SET AT FLOOR ELEV. i t. \ OF 560.00'. ORIFICE TO INCLUDE TRASHRACK. IeSTIR. 26 SEE SHEET 8 FOR DETAIL, OR EQUIVALENT. / - 24" YARD DRAIN INLET VY \V \1 1A1RIM ELEV.=561.50' PROPOSED CELL FLOOR LOW ELEV.-560.00' , REVENT FLOTATION STIR. 24's 26T LO =5 1.70 �I BASE SHALL BE FIRMLY EMBEDDED 6" 3. ^o� - INTO AN 18" THICK REINFORCED Dry Detention Basin Total Facility Geometry \ `� -- 1 CONCRETE FOUNDATION THAT IS 4'x4' Elevation (ft) Area of Contours (sf) Volume (cf) 557.19 0 558.00 0 559.00 0 560.00 11 0 561.00 60 32 562.00 332 210 562.25 - - Elevation (ft) Area of Contours (sf) Volume (cf) 557.19 272 0 558.00 549 0 559.00 1,140 0 560.00 1,983 0 561.00 3,063 0 562.00 4,517 3,767 562.25 3,260 4,734 � 1 56200 \ Y CUR C' 6 161. 7 5 15" PVC 58.40 LF T 2. 5' ^ li ® 0.50% I SOUTHERN PRE-TREATMENT -.Y -,.� ENTRANCE CELL, FLOOR DIMENSIONS `\ '� : 27 562.40 APPROXIMATELY=10'Lx1'W. SEE STR.28 THIS SHEET FOR SCALED �I '� ' _II 28 24"YARD DRAIN INLET PROFILE OF ITS CROSS SECTION. H RIM ELEV.=561J5' \ INV OUT: 560.11 TO 26 Lic. No. 035791 3/9/21 o .H ITNI IT-4 n rn "-I N 0 0 Z 0 g a F F a V) r v, w w 0 Ln m f� 0Ln Z J w O O Q > r r � u j j Q w Z .. O O w w N a a w wLU L _ M M N 1 C) W ON')N N LLI J \_J //// A� ) TTI 0 0 _j O A6L U WI w _H vJ ww C) V O C] N J w 0 0 0 s a D I� C 1 z LU J O W LU p W ~ 0 LU LU LU J � Q Q 1� oC 2: LU OC Fw-- Q O� U O 0 > 1_4 Ln Tr� (V w F--� L r 0 w 2 a In JOB NO. 192171 SCALE AS SHOWN SHEET NO. 9A DRY DETENTION BASIN CONSTRUCTION NOTES: FACILITY PLANTING SPECIFICATIONS: 1. THE DETENTION BASIN SHALL HAVE TURF GROUND COVER SUCH AS GRASS OR SOME OTHER FORM OF A VEGETATIVE GROUNDCOVER. LANDSCAPING BEYOND THIS IS OPTIONAL AND IS NOT REQUIRED. 2. THE PROPOSED INTERIOR SIDE SLOPES OF THE BASIN SHALL BE A MAXIMUM OF 4:1, OR 3:1 IF SAFETY BENCHES ARE PROVIDED AT THE TOP OF THE FACILITY, TO REDUCE THE RISK OF EROSION. THE PROPOSED FLOOR SLOPES SHALL BE GRADED TO PROVIDE POSITIVE DRAINAGE AT ALL TIMES TO THE RISER STRUCTURE. 3. WOODY VEGETATION SHALL NOT BE PLANTED OR ALLOWED TO GROW WITHIN 15 FEET OF THE TOE OF THE EMBANKMENT NOR WITHIN 25 FEET OF THE PRINCIPAL SPILLWAY STRUCTURE. 4. THE SOILS IN THE STORMWATER BUFFER AREA ARE OFTEN SEVERELY COMPACTED DURING THE CONSTRUCTION PROCESS, TO ENSURE STABILITY THE DENSITY OF THESE COMPACTED SOILS CAN BE SO GREAT THAT IT EFFECTIVELY PREVENTS ROOT PENETRATION AND, THEREFORE, MAY LEAD TO PREMATURE MORTALITY OR LOSS OF VIGOR. AS A RULE OF THUMB, PLANTING HOLES SHOULD BE THREE TIMES DEEPER AND WIDER THAN THE DIAMETER OF THE ROOTBALL FOR BALL -AND -BURLAP STOCK, AND FIVE TIMES DEEPER AND WIDER FOR CONTAINER -GROWN STOCK. 5. AVOID SPECIES THAT REQUIRE FULL SHADE, OR ARE PRONE TO WIND DAMAGE. EXTRA MULCHING AROUND THE BASE OF TREES AND SHRUBS IS STRONGLY RECOMMENDED AS A MEANS OF CONSERVING MOISTURE AND SUPPRESSING WEEDS. CONTRACTOR REQUIREMENTS: 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER THESE PLANS. 2. LANDSCAPE CONTRACTOR SHALL REFER TO THE STANDARDIZED LANDSCAPE SPECIFICATIONS FOR THE STATE OF VIRGINIA FOR ADDITIONAL INFORMATION. THE CONTRACTOR SHALL ABIDE BY ITS CONTENTS; HOWEVER ANY NOTES OR SPECIFICATIONS ON THE PLANS SHALL SUPERSEDE THOSE OUTLINED IN THE SPECIFICATIONS MANUAL (COPIES ARE AVAILABLE FOR A FEE FROM THE VIRGINIA CHAPTER OF THE AMERICAN SOCIETY OF LANDSCAPE ARCHITECTS, VIRGINIA NURSERYMEN'S ASSOCIATION, INC. AND THE VIRGINIA SOCIETY OF LANDSCAPE DESIGNERS). ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF COLLINS ENGINEERING PRIOR TO THE CORRESPONDING CONSTRUCTION ACTIVITY. 3. ALL PLANT MATERIAL SHALL MEET THE MINIMUM SPECIFICATIONS AND STANDARDS DESCRIBED IN THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK, PUBLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN, 1250 STREET, NW, SUITE SOO, WASHINGTON, DC 20005. 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PLAN. 5. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ANY ONSITE UTILITIES (CALL MISS UTILITY AT 1-800-552-7001 BEFORE ANY EXCAVATION). 6. REFER TO THE APPROVED FINAL SITE PLANS FOR ANY DETAILED SITE INFORMATION. 7. ALL WORK SHALL BE COORDINATED WITH OTHER PARTIES. 8. PLANTS WILL BE PREPARED FOR SHIPMENT IN A MANNER THAT WILL NOT CAUSE DAMAGE TO THE BARK, BUDS, BRANCHES, STEMS, OR OVERALL SHAPE OF THE STOCK. CONTAINER GROWN PLANTS WILL BE TRANSPORTED IN THE CONTAINERS IN WHICH THEY HAVE GROWN. 9. ALL PLANT MATERIAL, UNLESS OTHERWISE SPECIFIED, SHALL BE UNIFORMLY BRANCHED AND HAVE A VIGOROUS ROOT SYSTEM. PLANT MATERIAL SHALL BE HEALTHY, VIGOROUS, AND FREE FROM DEFECTS, DECAY, DISEASES, INSECT PEST EGGS, AND ALL FORMS OF INFESTATION. ALL PLANT MATERIAL SHALL BE FRESH, FREE FROM TRANSPLANT SHOCK OR VISIBLE WILT. PLANTS DEEMED UNHEALTHY WILL BE REJECTED. 10. ALL CONTAINER STOCK SHALL HAVE BEEN PROPAGATED IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLYTO HOLD ITS SOIL. CONTAINER STOCK WITH POORLY DEVELOPED ROOT SYSTEMS WILL NOT BE ACCEPTED. 11. PLANTS NOT INSTALLED ON THE DAY OF ARRIVAL ON SITE SHALL BE STORED AND PROTECTED BY THE CONTAINER. OUTSIDE STORAGE AREAS WILL BE SHADED AND PROTECTED FROM THE WIND AND SUN. PLANTS STORED ON SITE SHALL BE PROTECTED FROM ANY DRYING AT ALL TIMES BY COVERING THE BALLS OR ROOTS WITH MOIST SAWDUST, WET BURLAP, WOOD CHIPS, SHREDDED BARK, PEAT MOSS, OR OTHER SIMILAR MULCHING MATERIAL. 12. THE OWNER RESERVES THE RIGHT TO SUBSTITUTE PLANT MATERIAL TYPE, SIZE AND/OR QUANTITY. ANY SUBSTITUTIONS MUST BE APPROVED BY THE INSPECTOR INITIALLY, AND THEN THE DESIGNER. 13. MINOR FIELD ADJUSTMENTS MAYBE NECESSARY DUE TO SITE CONDITIONS (EX: ROOTBALL AND UTILITY CONFLICT). MAJOR ADJUSTMENTS MUST BE APPROVED BY THE DESIGNER. 14. NO PLANTING SHALL OCCUR WHEN THE SOIL IS FROZEN. 15. PLANT MATERIAL SHALL BE PLACED IN EXISTING SOIL WITH EACH PLANTING PIT EXCAVATED TO A SIZE SUFFICIENTTO CONTAIN THE ENTIRE ROOT BALL OR ROOT MASS, WITHOUT CRAMPING ROOTSTOCK. 16. THE CONTRACTOR SHALL MAINTAIN A ONE (1) CALENDAR YEAR 90°%CARE AND REPLACEMENT WARRANTY FOR ALL PLANTINGS. THE PERIOD OF CARE AND REPLACEMENT SHALL BEGIN AFTER INSPECTION AND APPROVAL OF THE COMPLETE INSTALLATION OF ALL PLANTS AND CONTINUE FOR ONE CALENDAR YEAR. 17. THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND DISPOSAL OF TRASH AND DEBRIS WITHIN THE LIMITS OF THE PLANTING ON A DAILY BASIS. 18. THE CONTRACTOR WILL NOT BE RESPONSIBLE FOR PLANT MATERIAL THAT HAS BEEN DAMAGED BY VANDALISM FIRE OR OTHER ACTIVITIES BEYOND THE CONTRACTOR's CONTROL. FACILITY CONSTRUCTION 1. DETENTION BASINS MAY SERVE AS SEDIMENT BASINS AND/OR TRAPS DURING PROJECT CONSTRUCTION. IF THIS IS DONE, THE VOLUME SHALL BE BASED ON THE MORE STRINGENT SIZING RULE (EROSION AND SEDIMENT CONTROL REQUIREMENTS VS. STORMWATER TREATMENT REQUIREMENTS). INSTALLATION OF THE PERMANENT RISER SHALL BE INITIATED DURING THE CONSTRUCTION PHASE, AND DESIGN ELEVATIONS SHALL BE SET WITH FINAL CLEANOUT OF THE SEDIMENT BASIN AND CONVERSION TO THE POST -CONSTRUCTION POND IN MIND. APPROPRIATE PROCEDURES SHALL BE IMPLEMENTED TO PREVENT DISCHARGE OF TURBULENT WATERS WHEN THE BASIN IS BEING CONVERTED TO AN DETENTION BASIN. 2. THE DETENTION BASIN SHALL ONLY BE CONSTRUCTED AFTER THE CONTRIBUTING DRAINAGE AREA TO THE POND IS COMPLETELY STABILIZED. IF THE PROPOSED POND SITE WILL BE USED AS A SEDIMENT TRAP OR BASIN DURING THE CONSTRUCTION PHASE, THEN THE FACILITY WILL BE DEWATERED, DREDGED AND RE -GRADED TO DESIGN DIMENSIONS AFTER THE ORIGINAL SITE CONSTRUCTION IS COMPLETE. MODIFICATIONS SHALL BE MADE TO THE RISER, ORIFICES AND BARRELS AS REQUIRED SO THAT THEY ARE CONSISTENT WITH THE FINAL CONSTRUCTION SPECIFICATIONS. 3. THE CONTRACTOR SHALL ASSEMBLE CONSTRUCTION MATERIALS ON -SITE, MAKING SURE THEY MEET DESIGN SPECIFICATIONS AND ARE PREPARED AT STAGING AREAS WHEN POSSIBLE. 4. THE CONTRACTOR SHALL CLEAR AND STRIP THE PROJECT AREA IF REQUIRED TO THE DESIRED SUB -GRADE. 5. INSTALL E&S CONTROLS PRIOR TO CONSTRUCTION OF THE BASIN, INCLUDING TEMPORARY DE -WATERING DEVICES AND STORMWATER DIVERSION PRACTICES. ALL AREAS SURROUNDING THE BASIN THAT ARE GRADED OR DENUDED DURING CONSTRUCTION SHALL BE PLANTED WITH TURF GRASS, NATIVE PLANTINGS, OR OTHER APPROVED METHODS OF SOIL STABILIZATION. 6. CONTRACTOR SHALL EXCAVATE THE CORE TRENCH AND INSTALL THE SPILLWAY PIPE DURING THE ESC PHASE. 7. CONTRACTOR SHALL ALSO INSTALLTHE RISER, OUTFLOW STRUCTURE AND/OR THE BARREL(s) WITH PERMANENT COLLARS DURING THE ESC PHASE. CONTRACTOR SHALL ENSURE THE TOP INVERT OF THE OVERFLOW WEIR IS CONSTRUCTED LEVEL AT THE DESIGN ELEVATION. 8. THE CONTRACTOR SHALL CONSTRUCT THE EMBANKMENT AND ANY INTERNAL BERMS IN 8-TO 12-INCH LIFTS, COMPACTION SHALL BE COMPLETED IN LIFTS WITH APPROPRIATE EQUIPMENT. THE CONTRACTOR SHALLALSO ADHERE TO THE CLAY LINER SPECIFICATIONS OUTLINED IN TABLE 14.4 BELOW: Table 14.4. Clay Liner Specmcadons Property Test Method Unit Specification Permeability ASTM D-2434 Cmisec 1 x 10 Plasticity Index of Clay ASTM D-4231424 % Not less than 15 Liquid Limit of Clay ASTM D-2216 % Not less than 30 Clay Panicles Passing ASTM D-422 % Not less than 30 Clay Compaction ASTM D-2216 % 95% of standard proctor dens- Source- Virginia 51ofmwaler MwagemeRHanaDoDK(19WlJ 9. UPON COMPLETION OF THE EM BANKM ENT GRADI NG THE CONTRACTOR SHALL EXCAVATE GRADE UNTIL THE APPROPRIATE ELEVATION AND DESIRED CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE BASIN. 10. CONTRACTOR SHALLTHEN CONSTRUCT THE EMERGENCY SPILLWAY IN CUT OR STRUCTURALLY STABILIZED SOILS. 11. THE CONTRACTOR SHALLTHEN FINISH CONSTRUCTION OF ALL OUTLET STRUCTURES, INCLUDING DOWNSTREAM RIP -RAP APRON PROTECTION IF APPLICABLE. 12. THE CONTRACTOR SHALL NEXT STABILIZE EXPOSED SOILS BY HYDROSEEDING OR SEEDING OVER STRAW. 13. THE CONTRACTOR SHALLTHEN INSTALLTHE APPROPRIATE BASIN LANDSCAPING IN ACCORDANCE WITH THE APPROVED PLANS, IF APPLICABLE. FACILITY MAINTENANCE: MAINTENANCE OF THE DETENTION BASIN IS DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF THE FACILITIES. DURING THESE INSPECTIONS THE FOLLOWING TASKS SHALL BE PERFORMED BY THE CONTRACTOR IN THE FIRST YEAR FOLLOWING INSTALLATION AND THE OWNER THEREAFTER: 1. MEASURE SEDIMENT ACCUMULATION LEVELS IN THE BASIN. 2. MONITOR THE GROWTH OF THE GROUNDCOVER AND ANY TREES AND SHRUBS PLANTED, AS APPLICABLE. RECORD THE SPECIES AND THEIR APPROXIMATE COVERAGE, AND NOTE THE PRESENCE OF ANY INVASIVE PLANT SPECIES, AS APPLICABLE. 3. INSPECTTHE CONDITION OF STORMWATER INLETS TO THE BASIN FOR MATERIAL DAMAGE, EROSION OR UNDERCUTTING. 4. INSPECTTHE BANKS OF UPSTREAM AND DOWNSTREAM CHANNELS FOR EVIDENCE OF SLOUGHING, ANIMAL BURROWS, BOGGY AREAS, WOODY GROWTH, OR GULLY EROSION THAT MAY UNDERMINE EMBANKMENT INTEGRITY. 5. INSPECT BASIN OUTFALL CHANNEL FOR EROSION UNDERCUTTING RIP -RAP DISPLACEMENT WOODY GROWTH etc. 6. INSPECT CONDITION OF PRINCIPAL SPILLWAY AND RISER FOR EVIDENCE OF SPALLING JOINT FAILURE LEAKAGE CORROSION OR OTHER FAILURES. 7. INSPECT CONDITION OF ALL TRASH RACKS, REVERSE SLOPED PIPES OR FLASHBOARD RISERS AS APPLICABLE FOR EVIDENCE OF CLOGGING, LEAKAGE, DEBRIS ACCUMULATION OR OTHER FAILURES. 8. INSPECT MAINTENANCE ACCESS TO ENSURE IT IS FREE OF WOODY VEGETATION, AND CHECK TO SEE WHETHER VALVES, MANHOLES AND LOCKS CAN BE OPENED AND OPERATED. 9. INSPECT INTERNAL AND EXTERNAL SIDE SLOPES OF THE BASIN FOR EVIDENCE OF SPARSE VEGETATIVE COVER, EROSION, OR SLUMPING. 10. OWNER OR CONTRACTOR SHALL MAKE NEEDED REPAIRS IMMEDIATELY. FACILITY INSPECTION: MULTIPLE INSPECTIONS ARE CRITICALTO ENSURE THE BASIN(s) ARE PROPERLY CONSTRUCTED. BECAUSE THE TIMING OF THE INSTALLATION IS DICTATED BY THE CONTRACTOR, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING THE ENGINEER AND INSPECTOR PRIOR TO INSTALLATION. MULTIPLE SITE VISITS AND INSPECTIONS ARE REQUIRED TO BE SCHEDULED BY THE CONTRACTOR WITH THE ENGINEER AND INSPECTOR DURING THE FOLLOWING STAGES OF THE DETENTION BASIN's CONSTRUCTION PROCESS: 1. PRE -CONSTRUCTION MEETING 2. INITIAL SITE PREPARATION (INCLUDING INSTALLATION OF PROJECT E&S CONTROLS) 3. EXCAVATION/GRADING (e.g., INTERIM/FINAL ELEVATIONS) 4. INSTALLATION OF THE EMBANKMENT, THE RISER/PRIMARY SPILLWAY, AND THE OUTLET STRUCTURE(s). 4. DETENTION BASIN INSTALLATION (e.g., INTERIM AND FINAL ELEVATIONS) 5. PLANTING PHASE (WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT/DIRECTING IF APPLICABLE) 6. FINAL INSPECTION DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE PERMEABLE PAVER INSTALLATION GENERAL NOTES: 1. EACH LAYER/LIFT OF NO. 2 AND NO. 57 STONE REQUIRES A MINIMUM CENTRIFUGAL FORCE COMPACTION OF 53,000. 2. CONSTRUCTION & PREPARATION OF PERMEABLE PAVERS, STONE BASE AND UNDERDRAIN SYSTEM SHALL BE IN ACCORDANCE w/ MANUFACTURER SPECIFICATIONS. 3. CONTRACTOR SHALL CONDUCT A GEOTECHNICAL INVESTIGATION OF THE SOIL UNDERNEATH THE PROPOSED PAVERS AFTER FINAL GRADE HAS BEEN ACHIEVED TO DETERMINE THE INFILTRATION AND CBR RATINGS. CONTRACTOR SHALL PROVIDE THE ENGINEER WITH THESE RESULTS PRIOR TO ORDERING AND INSTALLATION OF THE STONE BASE FOR THE PERMEABLE PAVERS TO ENSURE AN ADEQUATE DESIGN. IF A CBR RATIO OF THE PAVERS UNDERLYING SOILS IS LESS THAN 4% THEN THE CONTRACTOR SHALL COMPACT THE SOIL TO AT LEAST 95% OF STANDARD PROCTOR DENSITY. 4. ALL OPEN GRADED STONE LAYERS SHALL BE CLEAN & DOUBLE WASHED IN ACCORDANCE WITH DEQ REGULATIONS. "CLEAN" STONE IS SCREENED TO SIZE AND THE BULK OF THE FINES/DUST IS REMOVED, BUT THERE IS STILL DUST ON THE STONE. "WASHED" STONE IS WASHED THROUGH THE SCREENING PROCESS AND/OR MANUALLY WASHED. S. WHERE UNDERDRAIN CLEANOUTS ARE PROPOSED WITHIN PAVED AREAS & ARE SUBJECT TO VEHICULAR TRAFFIC, CLEANOUTS SHALL BE ENCASED IN 018" CONCRETE PAD FOR THE UPPER 24". THE CLEANOUT FRAME & LID SHALL BE CONSTRUCTED OF CAST IRON, OR A SIMILAR MATERIAL THAT IS STRUCTURALLY FORTIFIED. 6. THE PERMEABLE PAVERS' STONE BASE SHALL HAVE A FILTER FABRIC UNDERLAYMENT BENEATH IT. UNDERLAYMENT SHALL BE CAPABLE OF PASSING RUNOFF THROUGH IT TO ALLOW FOR ADEQUATE INFILTRATION. CONTRACTOR SHALL WORK CLOSELY WITH THE UNDERLAYMENT's MANUFACTURER ENSURING THE SELECTED MATERIAL IS SUFFICIENT AND ALL CONSTRUCTION REQUIREMENTS ARE MET. 7. THE PERMEABLE PAVER STONE BED SHALL INCLUDE 4" UNDERDRAINS, AS SHOWN, WITH 1% MIN. WITH POSITIVE DRAINAGE. FIGURE 7.4 SITE -SPECIFIC NOTES: 1. THE 'PERMEABLE JOINT MATERIAL' SHALL BE VDOT #8, #89 OR #9 AGGREGATE IN THE OPENINGS BETWEEN THE PAVERS. 2. THE 'OPEN -GRADED BEDDING COURSE' SHALL BE 2" THICK VDOT #8 AGGREGATE. 3. THE 'OPEN -GRADED BASE RESERVOIR' SHALL BE 4" THICK VDOT #57 CLEAN STONE. RESERVOIR TO BE CRUSHED AGGREGATE. 4. THE 'OPEN -GRADED SUBBASE RESERVOIR' SHALL BE 9" THICK VDOT #2 CLEAN STONE. RESERVOIR TO BE CRUSHED AGGREGATE. 5. THE 'GEOTEXTILE UNDER SUBBASE' SHALL BE TENSAR TX-5 TRIANGULAR GRID, OR EQUIVALENT. 6. THE 'UNDERDRAIN' SHALL BE 4" PERFORATED RIGID PVC WITH A MINIMUM 1% SLOPE. NOTE, UNDERDRAINS LOCATED OUTSIDE OF THE PERMEABLE PAVERS SHALL BE RIGID NON -PERFORATED PVC PIPES WITH A MINIMUM 1% SLOPE. THE UNDERDRAINS SHALL HAVE A 12" DEEP x 24" WIDE STONE INFILTRATION SUMP LOCATED BENEATH THE PIPE. ,,­ Concrete Pavers Piarmenhlp .Joint Material -Open-graded Bedding Course Open -graded Base Reservoir - Open -graded Subbase o Reservoir -- Underdrain (as required) Optional Geotextile Under Subbase Uncompacted Subgrade Soil Figure 7.3. Typical Detail (Source: Smith. 2009) Permeable Pavement Suave Malaria' Belding Layer (as cirected ty ittwulacurer) / Reserver Layer, Tabe i.2 � Peroralm UnderdrallT. Schedule 40 PVC Figure 7.4. Typical Section Permeable Pavement Level 1 StormRaxTM ROUND SERIES TRASHI RA4 (OR EQUIVALENT) CONCRETE MANHOLE STANDARD 60 INCH RACK SHOWN DIMENSIONS IN INCHES FE�� .WE S.WEUI I cliff PI rr 90lU %M ,_ " 11 11 i ! n n I J. - -.`:. a �, I. �--------i1 . I., SIDE VIEW ra StormRaz Round Series for -Concrete Manhole hrt III IRMA Dime like Min ID MhDD AS-24 17% 14%i 28 24 3D 0.S36 21 14 40 I W 43 0.S4a rx 1111 M. 4a s7 " 27y1 2%S "M N 70 Plastic Solutions,inc- MUFOER PO Box 4366. vVindieVu, VA E239 M NWGI. W, Wlzhn VA 22603 167n 977.5727 Oh PROW. is" na-M 1e 6x htlP/A.nrw.pluec-..iudm.m Wav n xi Nor- a Ueote de isldes only) .� I 1 Aammb ISOMETRIC CONCRETE STRUCTURE DIMENSIONS INSIDE STRUCTURE DIMENSION OUTSIDE STRUCTURE DIMENSION AVAILABLE O" Iv6 CROSS BRACING FOR OVERHANG HDPE ANTI -VORTEX PLATE DATE - DRAM Sr. Warr DETAIL PROPOSED PERMEABLE PAVERS DETAIL SCALE: 1"= 20' Z Z Z - a i - Elernantof `�' Who Will Potential Problem E 10 How to Fix Problem Address Comments BMP • � Problem CL a = tz There is excessive Remove immediately. Owner or trash and debris professional There is evidence of Omer or Contributing ems ino and/or bare or Stabilize immediately. professional Drainage Area a osed soil There is excessive Owner Or landscape waste and Remove immediately. professional yard Clippings Check that tree roots have not penetrated the pavement and leaf residue has not Adjacent Trees and shrubs are dogged the pavement. Owner or Vegetation within 5 feet of the Vegetation that limits access Professional pavement surface or interferes with the permeable pavement operation must be pruned or removed - There is excessive trash, debris or Remove immediately Owner Or Inlets, Pre- sediment Professional Treatment Cells accumulation and Florw There is evidence of Omer OF DIVer5100 erosion and 1 or Stabilize immediately professional Structures exposed soil Clean out sediment or Evidence of dogging debris- Remove and wash or Professional replace stone as needed Pavement Mosquito proliferation Eliminate standing water and (honer or Surface PatahllCh vA..m0ahnn' mint for nmfPCClnnal mosquitoes as needed- It sprays are considered, then use a licensed pest Controller to apply an approved mosquito larvicide (only of absolutely necessa Stabilize immediately. Mow, irrigate and apply organic There is evidence of (not chemical) fertilizer, as erosion and: or bare needed to keep grass heathy and dense enough to Owner or OF exposed soil in grid provide fi professional paver areas the und%vherlying protecting the underlying soil- Remove any grass Clippings There is loose Remove immediately and material (e.g-, bark vacuum sweep the area to Professional sand, etc.) stored on prevent clogging the the pavement surface pavement pores. Pavement is stained The surface must be kept and/or clogged or dean and free of leaves, venter is ponded, debris, and sediment by Pavement indicating the vacuum sweeping (without Surface pavement is not brooms or Water spray) draining properly immediately and, otherwise. Measure the rate the at a frequency consistent l observation well for observation with the use and loadings three (3) days encountered(at aminim um, following a slorm annual dry -weather event that exceeds sweeping in the Spring). Professional 12Arich of rain. If Where paving blocks are standing water is still installed, the sweeper must observed in the well be calibrated so It does not after three days, this pickup the stones behveen is a dear sign that the Following the paver blocks. Folla'+ing pavement is dogged. the vacuum sweeping, test There are significant pavement Sections by amounts of sediment paw ng Water from 5 gallon have accumulated buckets, to ensure proper between the pavers. drainage. There is evidence of Structural surface detenortation, such slumping, Repair or replace affected Professional Integrity txaddng. spelling or in areas, as necessary. broken pavers. Observation Is each observation Repair, as necessary- Professional Wells well still capped? Outlets are obstructed or erosion and soil Remove obstructions and Owner or Outlet e>posure is evident stabilize eroded or exposed Professional below the outlet. areas c I -- PROPOSED PERMEABLE PAVERS TO PROVIDE STORMWATER QUALITY ° I CONTRACTOR SHALL INSTALL A 12" WIDE, 6" DEEP PEA TREATMENT. THE PERMEABLE PAVERS SHALL ACT AS AN INFILTRATING I DEVICE FOR INITIAL RUNOFF, PROVIDING GROUNDWATER RECHARGE. GRAVEL STRIP IMMEDIATELY UPLAND THE ANY EXCESS RUNOFF NOT INFILTRATED SHALL BE DIRECTED TO i °s I CURB/EDGE OF PAVEMENT WHERE PERVIOUS RUNOFF I DRAINS ONTO THE PERMEABLE PAVERS, TYPICAL. THE UNDERDRAINS AND BE SLOWLY RELEASED WHILE THE STORMWATER IS 12"Wx6"D PEA GRAVEL STRIP SHALL SERVE AS DETAINED. DURING SIGNIFICANT RAINFALL EVENTS, THE TERTIARY I 564.SOT t PRE-TREATMENT TO AVOID SEDIMENT WASH -ON. RUNOFF WILL FLOW INTO DROP INLET 2 FOR EMERGENCY BYPASS �64.0o P ` I ,I. ° °I . , f s s t I N. n . - - - eo - - _ '° `\ 56[r.4oTC o o a I 62. oEP A 11 3 4 , , _ CO3 564. 3TC 562.2 TC C V 562. 3EP 561.7 FP \ 61. oTC: 5 I 7 ✓i `, \ \. 563'SoTC SEE NOTES & DETAILS ON THIS 561.20EP: , 6 .00EP Q \ � S 3 �. SHEET FOR MINIMUM PERMEABLE y I ` ` t ` PAVER SPECIFICATIONS, TYPICAL. '� 0 t L -'"�6�` I 3 PROPOSED - ` ` v A CLEANOUT, \ \\ \. \\ k TYP. I - 56 .20TC _ -- - 559. oEP � I I C04 - C01 �`I ` �\ �^ CONTRACTOR SHALL CONNECT 22 ` PROPOSED UNDERDRAINS INTO STR. 2. I v I , \ °p e I \ 1 PROPOSED 04"IGID R _ ° ,D. . � a -- ° ` PERFORATED PVC - 6'o - - _ _ _ ° N I I UNDERDRAINS, TYP. - _ ° - - -- P iiiiiiiiiiiiiiiiiiiiiii / I SECTION A-9- TYPICAL GRAPERCAL DETAILS Homogeneous fill /\ /. /� 4 min �� Cut off trench-4' belaa atitabb I JSG I matey I I Sail a rock L-----------J TYPICAL HOMOGENEOUS EMBANKMENT �L�"""" Orou a fi�tr�r Perforated collector arau so Foundatron drain FOUNDATION DRAIN drain Sand a Eva �dmin a� LW �Trcnsitan filer CHIMNEY DRAIN III or gravel Blanket drain BLANKET DRAIN l jl� Rock a gravel I rain "c o Tronellion filter TOE DRAIN Source: 3c3 knginee rI ticln AJarwm Figure A -la. Homageneoris Embankments iv/Seepage Controls GENERAL EMBANKMENT NOTES: THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFF TRENCH & BE IN ACCORDANCE WITH THE DETAILS SHOWN IN THIS PLAN. BERMS AND SPILLWAYS SHALL BE STABILIZED WITH EC-3 MATTING & RIPRAP AS APPLICABLE AND THE REMAINING DISTURBED SLOPES SHALL BE STABILIZED WITH EC-2 MATTING. ALL BERM FILL MATERIAL SHALL CONSIST OF ML, CL, SC OR GC SOILS & BE FREE OF WOOD, ROOTS, ROCKS OR ANY OTHER NON COMPACTING SOIL. COMPACTED FILL SHALL BE PROCTOR MAXIMUM DRY DENSITY ASTM D698 AND HAVE MINIMUM OF 95% OF MAXIMUM DRY DENSITY AND 2%OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL AND CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT DURING THE CONSTRUCTION OF THE EMBANKMENTS AND FILL AREAS. PERMEABLE PAVER CONSTRUCTION NOTES: NECESSARY EROSION & SEDIMENT CONTROL SPECIFICATIONS: 1. All permeable pavement areas shall be fully protected from sediment intrusion by silt fence or construction fencing, particularly if they are intended to infiltrate runoff. 2. Permeable pavement areas shall ideally remain outside the limit of disturbance, if possible, during construction to prevent soil compaction by heavy equipment. If it is not possible, the contractor shall take precautions to limit construction equipment over the proposed permeable pavement areas. Permeable pavement areas shall be clearly marked on all construction documents and grading plans. To prevent soil compaction, heavy vehicular and foot traffic shall be limited or kept out of permeable pavement areas during and immediately after construction. 3. During construction, care shall be taken to avoid tracking sediments onto any permeable pavement surface to avoid clogging. 4. Any area of the site intended ultimately to be a permeable pavement area shall generally not be used as the site of a temporary sediment basin. Where locating a sediment basin on an area intended for permeable pavement is unavoidable, the invert of the sediment basin must be a minimum of 2 feet above the final design elevation of the bottom of the aggregate reservoir course. All sediment deposits in the excavated area shall be carefully removed prior to installing the sub -base, base and surface materials. Lic. No. 035791 3/9/21 NOTE, THE CONTRACTOR SHALL HAVE FINAL AUTHORITY OVER THE CONSTRUCTION SEQUENCING AND THE STEPS LISTED BELOW ARE INTENDED TO SERVE AS A GUIDE. THE CONTRACTOR SHALL COMMUNICATE ALL PROCESSES AND TIMELINES WITH THE INSPECTOR AHEAD OF TIME TO ALLOW THE INSPECTOR SUFFICIENT TIME TO APPROVE OR DISAPPROVE THE PROGRESSION OF THE CONSTRUCTION, AS REQUIRED. 1. Construction of the permeable pavement shall only begin after the entire contributing drainage area has been stabilized. The proposed site shall be checked for existing utilities prior to any excavation. Do not install the system in rain or snow, and do not install frozen aggregate materials. o ., 2. As noted above, temporary erosion and sediment (E&S) controls are needed during installation to divert stormwater away from the n rn permeable pavement area until it is completed. Special protection measures such as erosion control fabrics may be needed to protect .-I N vulnerable side slopes from erosion during the excavation process. The proposed permeable pavement area most be kept free from iz � sediment during the entire construction process. Construction materials that are contaminated by sediments most be removed and replaced p p with clean materials. w w 3. Where possible, excavators or backhoes should work from the sides to excavate the reservoir layer to its appropriate design depth and Z � � Z dimensions. For micro -scale and small-scale pavement applications, excavating equipment shall have arms with adequate extension so 00 Q rn rn g they do not have to work inside the footprint of the permeable pavement area (to avoid compaction). Contractors can use a cell a r r LL construction approach, whereby the proposed permeable pavement area is split into 500 [0 1000 s . ft. temporary cells with a IO to 15 foot PP P P P P P 9 P arY iY Z w Lu w O t earth bridge in between, so that cells can be excavated from the side. Excavated material shall be placed away from the open excavation so as to not jeopardize the stability of the side walls. Z w =) f f 4. The native soils along the bottom and sides of the permeable pavement system shall be scarified or tilled to a depth of 3 to 4 inches prior 0 w to the placement of the filter layer or filter fabric. In large scale paving applications with weak soils, the soil subgrade may need to be O O Q compacted to 95% of the Standard Proctor Density to achieve the desired load -bearing capacity. (NOTE: If this density is required then it IN in H Z Z Z Z F Q effectively eliminates the infiltration function of the subgrade. In such a case the following minimum subgrades shall be installed, Z beginning from the top subgrade: 2: thick No. 8 aggregate bedding course below the pavers, 4" thick VDOT No. 57 clean stone filter 'w w O O course (open graded, crushed aggregate), 12' thick VDOT No. 2 clean stone reservoir course (crashed aggregate base course) with a Tensar TX-5 below V / M � U U En triangular grid, or equivalent, the system. a a 5. The filter layer shall be installed on the bottom of the reservoir layer and, where appropriate, filter fabric can be placed on the sides. 6. Provide a minimum of 2 inches of aggregate above and below the underdmins. The underdrains shall slope down towards the outlet at a w w positive grade The up -gradient end of underdmins in the reservoir layer shall be capped. Where an undenlrain pipe is connected to a W m m structure, there shall be no perforations within 1 foot of the structure. Ensure that there are no perforations in clean -outs and observation w w wells within 1 foot of the surface. ce W a' 7. Spread, with a maximum of 6-inch lifts, the appropriate clean, washed stone aggregate. Place at least 4 inches of additional aggregate above the underdrain and then compact it using a vibrato roller in static mode until there is no visible movement of the aggregate. Do P g vibratory not crush the aggregate with the roller. 8. Install over -drain if required and connect into outlet conveyance system. 9. Install the desired depth of the bedding layer as follows: For permeable pavers, the bedding layer for open -jointed pavement blocks shall consist of a minimum of 2 inches of washed ASTM D 448 No.8 stone. Install paving materials in accordance with manufacturer or industry specifications. The basic installation process is described in greater detail by Smith (2006). The basic installation process is described in greater detail by Smith (Smith 2011). Permeable paver job foremen shall successfully complete the PICP Installer Technician Course training program offered by the Interlocking Concrete Pavement Institute. The following installation method also applies to clay paving units. Contact manufacturers of composite units for installation specifications. a. Moisten, place and level the No. 2 stone sub -base and compact it in minimum 12-inch thick lifts with four passes of a 10-ton steel drum static roller until there is no visible movement. The first two passes are in vibratory mode with the final two passes in static H `; � � Z mode. The filter aggregate should be moist to facilitate movement into the reservoir course. p � � � � b. Place edge restraints before the base layer, bedding and pavers are installed. Permeable interlocking pavement systems require edge o � N M restraints to prevent vehicle loads from moving the pavers. Edge restraints may be standard concrete curbs or curb and gutters., c. Moisten, place and level the No. 57 base stone in a single lift (4 inches thick minimum). Compact it into the reservoir course beneath with at least four (4) passes of a 10-ton steel drum static roller until there is no visible movement. The first two passes are in vibratory mode, with the final two passes in static mode. it. Place and screed the bedding course material (typically No. 8 stone, 2 inches thick). e. Pavers may be placed by hand or with mechanical installers. f Fill gaps at the edge of the paved areas with cut pavers or edge units. When cut pavers are needed, cut the pavers with a paver splitter or masonry saw. Cut pavers are ideally no smaller than one-third (1/3) of the full unit size, if subject to tire movement. g. Fill the joints and openings with stone. Joint openings most be filled with No. 8, 89 or 9 stone per the paver manufacturer's recommendation. Sweep and remove excess stones from the paver surface. M L9 h. Compact and seat the avers into the bedding course with a minimum low -am litude 5 000 lbf, 75- to 95-Hz late compactor. Do not P P g P P P 7- compact within 6 feet of the unrestrained edges of the pavers. i. Thoroughly sweep the surface after construction to remove all excess aggregate. M Ji. Inspect the area for settlement. Any paving units that settle must be reset and re -inspected. k. The contractor should return to the site within 6 months to top up the paver joints with stones. C' i CONSTRUCTION INSPECTION: N N Inspections before, during and after construction are required to ensure that permeable pavement is built in accordance with these 14 specifications. Contractor shall use a detailed inspection checklist that requires sign -offs by qualified individuals at critical stages of construction and to ensure that the contractor's interpretation of the plan is consistent with the designer's intent. The basic elements of a permeable pavement construction checklist can be found on this sheet Once the final construction inspection has been completed, provide the report to the County Inspector for approval. I 0!N CONSTRUCTION MAINTENANCE: It is difficult to prescribe the specific types or frequency of maintenance tasks that are needed to maintain the hydrologic function of permeable pavement systems over time, so the Contractor shall adhere to the manufacturer's requirements for the first year following 0) construction, and the Owner thereafter. The following tasks must be avoided on all permeable pavements: N 1. sanding N 2. re -sealing 3. re -surfacing 4. power washing \\ 5. storage of snow piles containing sand / 6. storage of mulch or soil materials 7. construction staging on unprotected pavement Ld A preventative maintenance task for large-scale applications involves regenerative air vacuum sweeping on a frequency consistent with the use and loadings encountered in the parking lot. Many consider an annual, dry -weather sweeping in the spring months to be important. The J Z contract for sweeping should specify that a vacuum sweeper be used that does not use water spray, since spraying may lead to subsurface clogging. Vacuum settings for large-scale interlocking paver applications should be calibrated so they do not pick up the small stones between pavement blocks. U) Table 7.8. Recommended Maintenance Tasks for Permeable Pavement Practices Maintenance Task Fre uencY 1 Q . For the first 6 months following construction, the practice and contributing drainage area should be inspected at least After installation twice after storm events that exceed 1/2 inch of rainfall. Conduct any needed repairs or stabilization. . Mow grass in grid paver applications At least 1 time every 1-2 months during the grooving season . Stabilize the CDA to prevent erosion • Remove an soil or sediment deposited on pavement. Y P As needed • Replace or repair any necessary pavement surface areas that are degenerating ors allin . Vacuum pavement with a standard street sweeper to 24 times per year (depending prevent clogging on use . Conduct a maintenance inspection Annually . Spot weedinof grassapplications . Remove any accumulated sediment In pre-treatment cells Once every 2 to 3 year: and inflow points • Conduct maintenance using a regenerative street sweeper If clogged . Replace any necessary joint material 1 Required frequency of maintenance will depend on pavement use, tra is loads, and surrounding land use. CONSTRUCTION MAINTENANCE INSPECTIONS: It is highly recommended that a spring maintenance inspection and cleanup be conducted at each permeable pavement site, particularly at large-scale applications. Maintenance of permeable pavement is driven by annual inspections that evaluate the condition and performance of the practice. Any permeable pavement installation that captures external drainage area (run-on) should be inspected more frequently during the first year (four seasons) to ensure that there are no unexpected loads of sediment or pavement particulates from the contributing area. If so, the property owner should assess ways to limit the contributions, or the maintenance schedule should be adjusted to ensure the pavement does not become clogged. The following are suggested routine annual maintenance inspection points for permeable pavements: 1. The drawdown rate should be measured at the observation well for three (3) days following a storm event in excess of 1/2-inch in depth. If standingwater is still observed in the well after three days, this is a clear sign that clogging is a problem. Y � 8n 88 8 2. Inspect the surface of the permeable pavement for evidence of sediment deposition, organic debris, staining or ponding that may indicate surface clogging. If any signs of clogging are noted, schedule a vacuum sweeper (no brooms or water spray) to remove deposited material. Then, test sections by pouring water from a five gallon bucket to ensure they work. 3. Inspect the structural integrity of the pavement surface looking for signs of surface deterioration such as slumping, cracking,s allin or P gr'rtY P g gin P g, P g broken pavers. Replace or repair affected areas, as necessary. 4. Check inlets, pretreatment cells and any flow diversion structures for sediment buildup and structural damage. Note if any sediment needs to be removed. 5. Inspect the condition of the observation well and make sure it is still capped. 6. Generally inspect any contributing drainage area for any controllable sources of sediment or erosion. w I- 0 O JNN I U I Y W I- Ul . Z L.1_ t U) Jw of Jli Q 0 CD CD n N f) 1 z G 1. J 1i 1W J 1J Z 1J 57 D Z 11 }� V N J H� 0 z W 2: (( `J z G W CQ G O U) WiPopia'A SCALE AS SHOWN SHEET NO. 9 0 0 0 a PIPE DESIGN n = 0.013 for RCP n = 0.01 for HDPE Pipe Hydrology Pipe iu w u E N T y z A E E .E 2 U) m aci E m c `6 _ c D c D m rn c 5 o d E m m c p '� a, E 30 .o E c m 2 3 E U o 6 2 m o m C 'O ❑ c 125 - .- r N r N E N Cl LL 0) W Q U U U F CI CJ - - J C (/1 ❑ IL > IL Pipe run: 12-EX IVY 12 8 1.66 0.57 0.946 0.946 7.50 5.94 5.62 9.72 557.19 557.01 35.6 0.01 0.0051 24 17.42 5.68 0.10 8 6 0.00 0.30 0.000 2.296 19.51 4.02 0.00 9.72 556.91 556.19 143.0 0.01 0.0050 24 17.39 5.67 0.42 6 2B 2.19 0.35 0.767 3.063 19.93 3.98 3.05 12.18 556.09 555.82 53.7 0.01 0.0050 24 17.38 5.97 0.15 2B 2 0.00 0.30 0.000 3.063 20.08 3.96 0.00 12.18 555.72 555.29 85.7 0.01 0.0050 24 17.36 5.96 0.24 2 1B 0.00 0.30 0.000 3.063 20.32 3.94 0.00 12.18 555.19 554.10 218.9 0.01 0.0050 24 17.29 5.94 0.61 1B 1A 0.00 0.30 0.000 3.382 20.93 3.88 0.00 13.12 554.00 553.15 170.3 0.01 0.0050 24 17.31 6.06 0.47 1A EX IVY 2.14 0.76 1.626 5.008 21.40 3.84 6.24 19.22 553.05 552.43 77.4 0.01 0.0080 24 21.92 7.86 0.16 Pipe run: 10-8 10 8 3.00 0.45 1.350 1.350 19.00 4.07 5.49 7.69 557.82 557.01 162.1 0.01 0.0050 24 17.33 5.32 0.51 Pipe run: 22-1 B 22 1 1 B 0.58 0.55 0.319 0.319 7.20 6.01 1.92 1.92 554.75 554.10 53.8 0.01 0.0121 15 7.69 5.21 0.17 Pipe run: 28-OUT 28 26 0.09 0.83 0.075 0.075 5.00 6.67 0.50 1.50 560.11 559.82 58.4 0.01 0.0050 15 4.95 3.50 0.28 26 24 0.18 0.83 0.149 0.224 5.28 6.58 0.98 1.50 559.82 559.71 21.4 0.01 0.0050 15 4.95 3.50 0.10 24 OUT 0.48 0.45 0.216 0.440 9.50 5.47 1.18 2.41 559.71 559.09 124.0 0.01 0.0050 15 4.95 4.00 0.52 Pipe run: 16-OUT 16 1 14 0.12 0.70 0.084 0.084 5.00 6.67 0.,% 0.56 558.17 557.74 85.2 0.01 0.0050 15 4.95 1 2.62 0.54 14 1 OUT 0.52 0.52 0.270 0.354 13.50 4.76 1.29 4.10 557.74 557.28 93.8 0.01 0.0050 15 4.95 4.50 0.35 Pipe run: 20-18 20 1 18 0.14 0.85 0.119 0.119 5.00 6.67 0.79 0.79 556.37 556.03 17.8 0.01 0.0191 24 31.27 3.99 0.07 Design Year: 10 Proi ect: Ivv Road Job #: 192171 Prepared bv: MIN INLET STATION OUTLET WATER SURFACE ELEV LA Do Qa ZW Sfo Hf JUNCTION LOSS FINAL H INLET WATER SURFACE ELEV. RIM ELEV Vo IL QIN VIN Qi*Vi Vi /2g H, ANGLE Ho H1 1.3111 .5111 557.63 17.79 24 0.79 0.000 0.00 0.3 0.0 20 0.00 0 0 0.00 NA 0.00 0.00 557.63 560.33 558.28 93.84 15 4.10 0.003 0.32 3.3 0.0 14 0.6 0.5 0.2555 0.0 0.00 0 0 0.04 NA 0.02 0.34 558.62 559.00 558.74 85.18 15 0.56 0.000 0.01 0.5 0.0 16 0.00 90 0 0.00 NA 0.00 0.01 558.75 561.50 560.09 123.97 15 2.41 0.001 0.15 2.0 0.0 24 1.5 1.2 1.8284 0.0 0.01 0 0 0.02 NA 0.01 0.16 560.25 561.50 560.71 21.36 15 1.50 0.000 0.01 1.2 0.0 26 1.5 1.2 1.8284 0.0 10.011 60 0.013 10.03 NA 0.01 0.02 560.73 561.50 560.82 58.40 15 1.50 0.000 0.03 1.2 0.0 28 0.00 90 0 0.01 NA 0.00 0.03 560.85 561.75 555.33 53.78 15 1.92 0.001 0.04 1.6 0.0 22 0.00 89 0 0.01 NA 0.00 0.05 555.38 560.20 553.61 162.08 24 7.69 0.001 0.16 2.4 0.0 10 0.00 0 0 0.02 NA 0.01 0.17 558.78 560.00 554.03 77.40 24 19.22 0.006 0.48 6.1 0.1 lA 1 13.1 4.2 54.798 0.3 10.091 66 0.149 0.39 NA 0.19 0.67 554.70 558.28 554.75 170.31 24 13.12 0.003 0.49 4.2 0.1 1B 12.2 3.9 47.205 0.2 0.08 23 0.037 0.19 NA 0.09 0.58 555.33 560.50 555.70 218.88 24 12.18 0.002 0.54 3.9 0.1 2 12.2 3.9 47.205 0.2 0.08 78 0.142 0.28 NA 0.14 0.68 556.38 559.50 556.89 85.71 24 12.18 0.002 0.21 3.9 0.1 2B 12.2 3.9 47.205 0.2 0.08 90 0.163 0.30 NA 0.15 0.36 557.25 563.00 557.42 53.69 24 12.18 0.002 0.13 3.9 0.1 6 9.7 3.1 30.045 0.1 0.05 90 0.104 0.21 NA 0.11 0.24 557.66 562.75 557.79 143.04 24 9.72 0.002 0.22 3.1 0.0 8 7.7 5.3 40.917 0.4 0.15 64 1 0.241 10.431 NA 0.22 0.44 558.23 562.40 558.61 1 35.63 24 9.72 0.002 0.06 3.1 0.0 12 10.00 90 1 0 10.041 NA 0.02 0.10 558.71 559.45 DRAINAGE DESCRIPTIONS STR. NO. PIPE INFORMATION INLET I NFORMATI ON COMMENTS DIA. (in.) LENGTH* (ft.) SLOPE (%) INVERT IN INVERT OUT MATERIAL INLET TYPE Curb Type INLET STATION SLOT LENGTH RIM* ELEVATION 12 24" RISER SEE SIN CG-6 0.00 - 559.45 VDOTSTD. IS-1 REQ'D 11 24 35.63 0.51% 557.19 557.01 PVC 8 VDOT MI N1 CG-6 0.00 - 562.40 VDOTSTD. IS-1 REQ'D 7 24 143.04 0.50% 1 556.91 556.19 1 PVC 6 VDOT MI ­1 CG-6 0.00 - 562.75 VDOTSTD. IS-1 REQ'D 5 1 24 1 53.69 0.50% 556.09 555.82 PVC 2B VDOT MI F1 CG-6 0.00 - 563.00 VDOTSTD. IS-1 REQ'D 2C 24 85.71 0.50% 555.72 555.29 PVC 2 VDOT MI N1 CG-6 0.00 - 559.50 VDOTSTD. IS-1 REQ'D 2A 24 218.88 0.50% 555.19 554.10 PVC 1B VDOTMHF1 CG-6 0.00 - 560.50 VDOTSTD. IS-1 REQ'D 1C 24 170.31 0.50% 554.00 553.15 PVC 1A VDOTMH-1 CG-6 0.00 - 558.28 VDOTSTD. IS-1 REQ'D 1AA 24 77.40 0.80% 553.05 552.43 PVC 10 24" YARD DRAIN CG-6 0.00 - 560.00 VDOTSTD. IS-1 REQ'D 9 24 162.08 0.50% 557.82 557.01 PVC 22 DI-3C CG-6 0.00 8 560.20 VDOTSTD. IS-1 REQ'D 21 15 53.78 1.21% 554.75 554.10 PVC 28 24" YARD DRAIN CG-6 0.00 - 561.75 VDOTSTD. IS-1 REQ'D 27 15 58.40 0.50% 560.11 559.82 PVC 26 24" YARD DRAIN CG-6 0.00 - 561.50 VDOTSTD. IS-1 REQ'D 25 15 21.36 0.51% 559.82 559.71 1 PVC 24 24" YARD DRAIN CG-6 0.00 - 561.50 VDOTSTD. IS-1 REQ'D 23 15 123.97 0.50% 559.71 559.09 PVC 16 24" YARD DRAIN CG-6 0.00 - 561.50 VDOTSTD. IS-1 REQ'D 15 15 85.18 0.50% 558.17 557.74 PVC 14 24" YARD DRAIN CG-6 0.00 - 559.00 VDOTSTD. IS-1 REQ'D 13 15 93.84 0.49% 557.74 557.28 PVC 20 DI-313 CG-6 0.00 8 560.33 VDOTSTD. IS-1 REQ'D 19 24 1 17.79 1 1.91% 1 556.37 1 556.03 1 RCPIII PROFILE NOTES: 1. SEE THIS SHEET FOR THE DRAINAGE PROFILES RELATED TO THE PROPOSED SWM FACILITY AND ITS TRUNK OUTFALL. SE THE FINAL SITE PLAN FOR ALL OTHER PROFILES, INCLUDIN THE REMAINING DRAINAGE PROFILES THAT TIE INTO THE TRUNK STORM SEWER OUTFALLING THE SWM FACILITY. 2. SEE THIS SHEET FOR THE 10-YEAR HYDRAULIC GRADE LINE CALCULATIONS, THE PIPE CAPACITY CALCULATIONS & THE DRAINAGE DESCRIPTIONS FOR THE PROPOSED DRAINAGE SYSTEM. SEE THE FINAL SITE PLAN FOR THE FULL DEPICTIO OF THE DRAINAGE SYSTEM. r w a_ .� a_ (U O NOTES: 1. ALL STORM PIPE SHALL BE CLASS III RCP UNLESS NOTED OTHERWISE. A MINIMUM OF 2' COVER OVER STORM PIPES MUST BE PROVIDED. 2. ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04. 3. ALL FILL MUST MEET 95% COMPACTION. 4. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER SANITARY SEWER. 5. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER W/L 6. MINIMUM 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. 7. VDOT STD. IS-1 INLET SHAPING REQUIRED ON ALL STORM STRUCTURES. 8. VDOT STD SL-1 SAFETY SLAB REQUIRED WHERE DROP GREATER THAN 12' (NO SL-1 ON SANITARY MHS). 9. THE DUCTILE IRON WATERLINES SHALL BE WRAPPED IN POLYETHYLENE ENCASEMENT IF NEEDED BASED ON SOIL CONDITIONS, WHICH WILL BE TESTED AND INSPECTED DURING THE CONSTRUCTION PROCESS. VERTICAL SCALE 5 0 25 5 10 ( IN FEET ) 1 inch = 5 ft. HORIZONTAL SCALE ( IN FEET ) 1 inch = 50 fL 20 o I K25, V 1JLJ I J 11L Mr1-1 STA. 17+49.04 570 TP=562,40 570 INV INI 557.01 TO 10 INV IN: 557.01 TO 12 INV OUT: 556.91 TO 6 i 565 565 STR110, 24' YAR E SEE DETAILS OP " SET, SHEET 9A STA. 11+62,08 560 TP=56000 INV OUT 55T& 9 N 24' PVC 555 162.08 LF @ 0,507 555 552 j�o 552 JJ o W o oCC) 't 0� W W I � M � m (U l.7 L7 Ian LnI Ln W L� 10 10+00 10+50 11+00 11+50 12+0012+25 STR 10 - STR 8 STR 24, 24' YARD STR:26, 24' YARD DRAIN SEE DETAILS ON VSMP L1KA1N SEE DETAILS ON VSMP STA, 11+45.33 570 SET, SHEET 9A TP=561.50 570 STA, 11+23'97 INV IN 559,82 TO 28 TP=561.50 INV OUT: 559,82 ITO 241 INV IN 559,71 TO 26 STR 28, 24" YARD - INV OUT: 559,71 TO DRAIN - -� SEE DETAILS ON VSY 565 SET, SHEET 9A STA, 12+03.73 TP=561,75 INV OUT 560.11 TO 2 560 3 560 :7715' PVC YARD DRAIN INV. UT 15' PVC 58.40 LF @ 0,50% 559-0 123,97 LF @ 0,50% 15' PVC YARD DRAIN 555 STR. 24 TO I CLUDE 015" O IFICE 21.36 LF @ 0,50% 555 W H INV. ETAT F OOR EL V. OF 560.0 '. ORIFI E TO INCLUDE TRA HRACK. SEE VSM SET, S EET 8 552 FORD FTAIL, O EQUIV LENT. 552 w w .� o r 0 Co .� 0 .� W W � UO7 � It C"1 L3 L3 to 0J U7 U7 U7 In LO In In In W L� D DRAIN 1 VSMP 11111111111M 10+00 10+50 11+00 11+50 12+00 12+5012+75 STR28 - BASIN AT STR 14 STR 14, 24' YARD ORA1N SEE DETAILS ON VSMP 570 SET, SHEET 9A -70 STA 10+93,84 STR 16, 24" YAR TP=559.00 DRAIN INV INI 557.74 TO 16 SEE DETAILS 01 INV OUT 557.74 TO SET, SHEET 9A STA 11+79.02 565 _ -' - TP=561.50 _ INV OUT:558,1� 560 560 INV. O T 3 15 �- 28 5' PVC YARD DRAI 15' PVC 93.84 LF @ 0,50% 85A8 LF @ 0,50% 555 555 552 552 Il N o� EsL� � �D N `Oo � CD �DIn In U7 In 10+00 10+50 11+00 11+50 12+0012+25 STR 16 - BASIN AT STR 12 STR:6, VDOT STD. MH-1 a S D I VSMF I w x J l r"l - i l O u' u STRO, VDOT STD, MH-1 o X z:-.xw TP=562,75 STA. 17+49.04 °. 570 o wo INV IN 556,19 TO 8 _ 560 570 A INV OUT: 556r�l.09 TO 2B INV IN 557.01 10 v v E3 � LO o INV INI 557.01 TO 12 OD t - x w n � o Lr) Sri STR11B, VDOT STD. MH-1 INV OUT: 55.6.91 TO 6 +' r A STA. 12+47,71 STR:2B, VDOT STD. MH-1 `"� El z �In > I�Nz In -- TP=560.50 STR12, VDOT STD. MH-1 STA. 15+52.30 Ir-CIND d II > 565 o > - ooi- z� INV IN: 554.10 TO 22 STA. 14+66.60 TP=563,00 c~i�Z. 565 '"� INV IN: 554,10 TO 2 TP=559.50 INV INI 555.82 TO 6- om w ¢ 11 Z» INV OUT; 554.00 TO lA INV IN; 555.29 TO 2B INV OUT: 555.72 TO 2 -' InL v~i v~ia zz INV OUT, 555.19 TO 1B - x LU In in _ - - - 560 � v v� j SEE SWM PL 11 ADDITIONAL _ - - - 7 PERTAINING 2A 4' HDPE 555 1C - 24' PVC 35,63 LF @ 0,50% 555 IAA 24' PVC 143.04 LF @ 0.50% ]A -EX IVY 24' PVC 85.71 LF @ 0,50% 24' 1 PVC 24' PVC 218.88 LF @ 0.50% 53.69 LF @ 0.50" 170,31 LF @ 0.50% 550 550 24' PVC 77.40 LF @ 0.80% 548 548 w w .-. .-. o o o (`7 - V o 0� - 0� - No Co Co N In in o W W N In N In Co In co U� o �D 0h � U� ch U� o �D o �D �D �D (U �D (`"l �D V �D In �D L3 L3 In In In In in In In N In In In In In In In U-) In N W Li 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+0018+25 FSTR12- EX STR IVY TO 14 ANS FOR DETAILS TO STR. Lic. No. 035791 L 3/9/21 14 o .+ rl0) ti N n Lu Lu Ln 0 o Z 0 J g _z _z d V/ u Lu Lu O Z o O O Z J W O O Q Lu U z z KU U Lu Lu Ln Lu a �� W Ce � � lL N � N N L00 ti _ CY) M N C'7 r N O rn N N LU J J w L9O Ln U C0 w C0 1- Q O O N W Z U) 1 z W O J w LU 0 ��.U/ L_L Q I --I U cy- O Q O�/ L_L I� ,--1 Nt w J U F w 0 o w a V) JOB NO. 192171 SCALE AS SHOWN SHEET NO. 10