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HomeMy WebLinkAboutSDP201700012 Plan - Submittal (First) Final Site Plan and Comps. 2017-02-21OWNER: FTV INVESTMENTS LLC 943 GLENWOOD STATION LN, SUITE 101 CHARLOTTESVILLE, VA 22901 DEVELOPER: PIEDMONT DEVELOPMENT GROUP 2811 HYDRAULIC ROAD CHARLOTTESVILLE, VA 22901 CONTACT: KATURAH ROELL ENGINEER: COLLINS ENGINEERING 200 GARRETT STREET, SUITE K CHARLOTTESVILLE, VA 22902 CONTACT: MR. SCOTT COLLINS 434.293.3719 TAX PARCEL #: TMP 07600-00-00-055A0, AND PORTIONS OF 076M1-00-00-00100 (D.B. 3580 PG. 497) & 07600-00-00-05500. PROPERTY ACREAGE: TOTAL 10.41 ACRES (4.35 ACRES TO BE DEVELOPED) ZONING: PROPERTY IS CURRENTLY ZONED HIGHWAY COMMERCIAL (WITH PROFFERS) - APPROVED REZONING ZMA 2012-00007 STH STREET COMMERCIAL - APPROVED SEPTEMBER 14, 2016 - 4.35 AC (HC) IN ADDITION, THE PROPERTY IS LOCATED WITHIN THE FOLLOWING OVERLAY DISTRICTS: ENTRANCE CORRIDOR, FLOOD HAZARD, AND STEEP SLOPE OVERLAY DISTRICTS. A SPECIAL USE PERMIT WAS APPROVED FOR THE PROPOSED FILL WITHIN THE FLOODPLAIN UNDER SP 1999-059 & SP 2007-063. PROPOSED USE: COMMERCIAL/RETAIL & DAY CARE (SEE PROFFERS FOR ALLOWABLE USES) BLDG. BUILDING AREA: TOTAL GROSS=27,420sf (BUILDING A=9,500 sf; BUILDING B=9,400 sf; BUILDING C=8,520 sf) BUILDING A & B (COMMERCIAL AND RETAIL) & BUILDING C (DAYCARE) TOPOGRAPHY/SURVEY: BOUNDARY & TOPOGRAPHY SURVEY DATA PREPARED BY JOHN MCNAIR & ASSOCIATES CONSULTING ENGINEERS AND MERIDIAN PLANNING GROUP, LLC. MOST RECENT SURVEY, TOPOGRAPHY AND BOUNDARY INFORMATION PROVIDED TO COLLINS ENGINEERING IN FEBRUARY OF 2017. THE SITE WAS FIELD VERIFIED BY COLLINS ENGINEERING IN JANUARY OF 2017. DATUM: ELEVATIONS BASED ON NAD 83 DATUM. FLOODPLAIN INFORMATION: THIS PROPERTY IS LOCATED WITHIN THE FLOODPLAIN LIMITS, ZONE 'AE', PER FEMA MAP NUMBER 51003C, PANEL 0269D. THE PROPOSED DEVELOPMENT IS LOCATED OUTSIDE OF THE LIMITS OF THE FLOODWAY IN ACCORDANCE WITH THIE FEMA MAPS. A CLOMR-F SHALL BE REVIEWED AND APPROVED BY FEMA PRIOR TO THIS FINAL SITE PLAN's APPROVAL AND THE PLACEMENT OF FILL AS SHOWN ON THE PLAN, AND A LOMR WILL BE REVIEWED AND APPROVED BY FEMA IN CONJUNCTION WITH THE COMPLETION AND CERTIFICATION OF THE PLACEMENT OF THE FILL ON THE SITE. THE BASE FLOOD ELEVATION FOR THE PROPERTY IS 383.01. THE PROPOSED FLOODPLAIN ELEVATION (PENDING FEMA APPROVAL) IS SHOWN ON THE SITE PLAN. NOTE, ALL BUILDINGS SHALL BE CONSTRUCTED WITH SLAB ON GRADE FOUNDATIONS. STREAM BUFFERS: THERE ARE STREAM BUFFERS LOCATED ON THIS PROPERTY. A 100' STREAM BUFFER IS SHOWN FOR BISCUIT RUN & A 100' STREAM BUFFER IS SHOWN FOR MOORES CREEK WITH A 50' MITIGATION LINE. THE PROPOSED DEVELOPMENT IS OUTSIDE THE LIMITS OF THESE BUFFERS WITH THE EXCEPTION OF IMPACTS IN THE LANDWARD 50' PORTION OF THE MOORES CREEK STREAM BUFFER IN PLACES. A SEPARATE MITIGATION PLAN HAS BEEN SUBMITTED FOR REVIEW UNDER A DIFFERENT PLAN FOR THESE IMPACTS. WATERSHED: THIS SITE IS LOCATED WITHIN THE MOORES CREEK DRAINAGE BASIN. EXISTING VEGETATION: A PORTION OF THE SITE HAS RECENTLY BEEN FILLED & SEEDED. THE REMAINING PORTION OF THE SITE IS PARTIALLY WOODED WITH LIGHT UNDERBRUSH. ACCESS: THE SITE WILL BE ACCESSED VIA AN EXISTING INGRESS/EGRESS LOCATED OFF OF STH STREET. THE ACCESS WILL BE IMPROVED WITH THE PROPOSED DEVELOPMENT. OPEN SPACE: NONE IS REQUIRED OR PROVIDED WITH THIS PLAN. RETAINING WALLS: MAXIMUM HEIGHT OF RETAINING WALL SHALL BE BETWEEN 6' AND 8'. ANY EXCESS OVER 6' MUST BE APPROVED BY BY THE COUNTY ENGINEER ONLY IF NECESSARY TO ESTABLISH THE WALLS FOR FLOOD PREVENTION WITHOUT REMOVING GUARDRAILS AND OTHER SAFETY REASONS. SIDEWALKS: PROPOSED SIDEWALKS WITH A MINIMUM WIDTH OF 5 FEET ARE SHOWN ALONG 5TH STREET & WITHIN THE DEVELOPMENT. IN ADDITION, A 5' BIKE LANE IS PROPOSED ALONG THE FRONTAGE OF THIS SITE. PHASING: PHASING SHALL OCCUR IN THREE PHASES. EACH PHASE SHALL ACCOMMODATE THE MINIMUM REQUIRED PARKING SPACES FOR EACH PHASE. PHASE I SHALL HAVE 61 SPACES, MEETING THE MINIMUM REQUIRED 53 SPACES. PHASE II SHALL HAVE 55 SPACES, MEETING THE MINIMUM REQUIRED 52 SPACES. PHASE III SHALL HAVE 25 SPACES, MEETING THE MINIMUM REQUIRED 25 SPACES. ALSO, ALL SITE/PEDESTRIAN PATHWAYS TO MOORES CREEK (INCLUDING THE PRIIMITIVE TRAIL & PAVED ACCESS TRAIL) SHALL BE INSTALLED WITH THE FIRST PHASE. IN ADDITION, THE 5TH STREET IMPROVEMENTS, INCLUDING THE TURN LANE MODIFICATIONS, CONCRETE SIDEWALK & BIKE LANES, SHALL BE INSTALLED AS PART OF THE PHASEIIMPROVEMENTS. LIGHTING PLAN: A PARKING LOT LIGHTING PLAN IS INCLUDED WITH THIS PLAN SET. SETBACK & BUILDING HEIGHT RESTRICTIONS: MAXIMUM FRONT BUILDING SETBACK = 30' (NOTE: A MAXIMUM FRONT SETBACK OF 74' WAS APPROVED BY SPECIAL EXCEPTION DURING THE REZONING OF THE PROPERTY) STEEP SLOPES: ALL STEEP SLOPES ARE PRESERVED SLOPES ON THE PROPERTY. THE IMPACTS TO THE PRESERVED :SLOPES AS SHOWN ARE PERMITTED THROUGH THE PREVIOUSLY APPROVED SPECIAL USE PERMIT AND REZONING FOR THE PROPERTY. "THE IMPACTED PRESERVED SLOPES SHALL BE TREATED AS MANAGED SLOPES, PER THE ZONING ORDINANCE. SIGNAGE: A SIGN MONUMENT AT THE ENTRANCE IS INCLUDED WITHIN THIS PLAN SET. HVAC:ALL OUTDOOR HVAC EQUIPMENT SHALL BE SCREENED ON THE ROOF BEHIND PARAPETS. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR (5TH STREET AND I-64) SHALL BE ELIMINATED. THE LANDSCAPE PLAN PROVIDED IS IN ACCORDANCE WITH ALBEMARLE COUNTY CODE SECTION 32.7.9 &THE LANDSCAPING PLAN IS INCLUDED WITHIN THIS PLAN SET. STORMWATER MANAGEMENT SHALL BE COLLECTED WITH STORM PIPE AND RELEASED INTO THE ADJACENT STREAMIS. THE MOORE'S CREEK OUTFALL POINT IS GREATER THAN 100 TIMES THE DRAINAGE AREA FROM THIS SITE, THEREFORE, NO DETENTION IS REQUIRED. WATER QUALITY SHALL BE HANDLED WITH PERVIOUS PAVERS IN THE FRONT PARKING SPACES AND THE PURCHASIING OF NUTRIENT CREDITS. THE PROPOSED STORM SEWER SYSTEM AND LOCATION OF PERVIOUS PAVERS ARE SHOWN ON THIS PLAIN SET. PARKING REQUIRED: PARKING SHALL BE PROVIDED IN ACCORDANCE WITH ALBEMARLE COUNTY CODE CHAPTER 18, SECTION 4.12.6 5.5 SPACES PER 1,000 SQUARE FEET OF GROSS FLOOR AREA FOR THE INITIAL 19,000 sf FOR BUILDINGS A & B PHASE I- (5.5 / 1,000) x 9,500= 53 SPACES PHASE II- (5.5 / 1,000) x 9,400= 52 SPACES 1 SPACE 110 CHILDREN ENROLLED + 1 SPACE / EMPLOYEE FOR BUILDING C (DAY CARE) PHASE III- ESTIMATED 100 CHILDREN / 10 + 15 EMPLOYEES = 25 SPACES TOTAL SPACES REQUIRED =130 SPACES PARKING PROVIDED: TOTAL AUTOMOBILE PARKING PROVIDED= 141 PARKING SPACES (INCLUDES 8 HC ACCESSIBLE SPACES & 2 LOADING SPACES) (PHASE I- 61 SPACES. PHASE II- 55 SPACES. PHASE III- 25 SPACES) BUILDING HEIGHT: SEE ATTACHED ARCHITECTURAL PLANS WITH THE ARB SUBMISSION FOR PROPOSED BUILDING HEIGHTS OF THE STRUCTURES. ALL BUILDINGS ARE (1) STORY STRUCTURES, SO NO ADDITIONAL SETBACKS OR STEP BACKS ARE REQUIRED FOR THIS DEVELOPMENT. THE MAXIMUM BUILDING HEIGHT SHALL BE 25'. BENCHMARK: SEE SHEET 2 FOR THE LOCATION OF THE (1) BENCHMARK ON THE PROPERTY. SITE IMPERVIOUS AREAS: BUILDINGS - 0.63 ac. (27,455 sf)- 6.2%} OF PROJECT LIMITS SIDEWALKS - 0.18 ac. (7,900 sf)- 2.2%± OF PROJECT LIMITS PAVEMENT - 1.52 ac. (66,225 sf)- 16.7%± OF PROJECT LIMITS PAVERS- 0.13 ac. (5,700 sf)- 1.3%f OF PROJECT LIMITS TOTAL PROPOSED IMPERVIOUS AREAS = 2.46ac. (107,280 sf) SITE TRIP GENERATION: ADT IS IN ACCORDANCE WITH THE ITE TRIP GENERATION, 8TH EDITION AND ADDITIONAL TIA FOR THE DEVELOPMENT WITH REZONING (ZMA2012-0007). SEE SHEET 8 FOR THE PROPOSED TRAFFIC GENERATION FIGURES & ADT FOR THE PROPOSED USES. 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 IS DIFFERENT FROM THAT SHOWN ON THE PLANS, IF THERE APPEARS TO BE A CONFLICT, AND UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THE PLANS. NO CEMETERIES WERE FOUND DURING THE FIELD INVESTIGATION AND SURVEY TOPO AND BOUNDARY ON THE PROPERTY. list 9 44 [A -1 t �M& Age 1 FINAL SITE PLAN SCOTTSVILLE MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA ::.,. ,. r. ........;'r _r". . z.:.. , .... -.•,.� +' ... 5:.., ....,,,.,�.F; i , / ",/ ....7 .., / 1,...}.I I - : ;.: _11 It /1— ........... ..c......... , _.. 1 PROJECT OVERVIEW SCALE: 1" - 50' �7�1�[iTl�7 PIEDMONT DEVELOPMENT GROUP 2811 HYDRAULIC ROAD CHARLOTTESVILLE, VA 2290 ENGINEER, COLLINS ENGINEERING 200 GARRETT STREET, SUITE K CHARLOTTESVILLE, VA 22902 434.293.3719 AZALbV ,l PARK 'ZPREr j i' INDUSTR PARK /r VICINITY MAP SCALE: 1" = 1000' Sheet List Table Sheet Number Sheet Title 1 COVER 2 EXISTING CONDITIONS & DEMOLITION PLAN 3 SITE PLAN 4 UTILITY PLAN 5 GRADING PLAN 6 PROFILES 7 DRAINAGE PLAN & CALCULATIONS 8 NOTES & DETAILS 9 NOTES & DETAILS 10 UTILITY NOTES & DETAILS 11 LANDSCAPING PLAN 12 LIGHTING PLAN 13 5th STREET IMPROVEMENTS 13 TOTAL NUMBER OF SHEETS � 1d SCOTT R. COLLINS O Li(-. No. 036791 SHEET NO. 1 i • s s a y � i rt JOB NO. 4132093 SCALE Y�:4 t !` SHEET NO. 1 EXI TING SANITARY SEWER ESMT. A'H 0 S 00,11 V 0 ioo'STREAM BUFFER `�SCOTT R. COLLINS�Z :_O. C 07600-00-00-05500 0 - 791 .......... Lic�. N C). 03 -57 9 1 ISTINQ� . ....... .. .......... .. CHRISTIAN AID MISSION RY SEWER 1201 5TH STREET EXTENDED 0 EXIS NG'SIGN ...... TO R�MAI SA CITY TMP 21BO51000 .... 5TH STREET STATION VENTURES LLC CHARLOTTESVILLE, VA 22902 CITY 7MR2 IB052000 11 .... .. 'M_ ....... ZONING: HIGHWAY COMMERCIAL '::LLC, DEED BOOK 2015 PAGE 4565 FTV-INVESTMENtS -)NAL APPROXIMATE, [ON-,,," ..... _ __;_ .___ , D.B./PG. 1542/230 Op� ..... .. ZONED: HW I llOW., �DEED�,BOOK,201ZPAGE_5654` )F EXISTING G AIL--` ...... P, 20NED�%HWI� lgk -37h 74 -(AS! ACRE 5E I SSED) IN I- N (L_ ... ... .... .... ... I'll I r�: 11 1 i: 1 .1 . .... I _ , N z' ............. ........ - 4: .... ... �'IPEQESTRIAN ��.'PEED.BO K3580PA(W4W_ l 0 "K :FOOTBRIDGE'" PROPERTY T .... .. LIMITS (TYIP.) 0, EM,ENT— v� ... .. . ............ .. ..... UUK 3589,PAGE 50' C W�Y EAS 497 12 I�EEIIJ EXISTING ....... .......... V. WATERLINE . ..... ... .... . ........ . . ........ z 0 9 ....... ... ... .......................... . C ....... .... 2 E �2 u Y y . .......... ........ Ln M Lij n NL 0 Z 0 . ......... ....... �A E 0 BE, REL6( SANR��R FEWER T :ATED� APP*ROVLb"8Y'7)A LOEMARL ,,,,,E)(ISTING ... . .......... ... .. ...... Z LECTRIC EASE I N G Lu ��ESS . ..... TO-REIAA WTO, BE .. .... BOOK�485 PAP 00 2� 20"Millow ,�.JMPROVED .DEED BOOK��5.�q,PAGE497 ''O'GREENWAYEASEMEN ............. ..... _H -OF-WAY I uj T -00-00-055AO ...... (OLD ROUTE PORTION Cff��Aka��ONCI EDJ �7' OLD TFB ANE TMP -07600 FTV INVESTMENTS L 631 CONNECF01 TAX _LC .. ..... ce MAP PARCEL NOT '61E Eb-BOOK 4278 PAGE 24 A GNED 3 .............. R FED BOOK278 P box 1835 PAG E 7,4-2- FTV INVESTIMENTS LLC DEED B AGE 2431 ZO Al '' ' XISTING FEMA, D 100' STREAM BUFFE BOUNDARY LINE PROPOSED EED,P,06K 1835 PAGE 74Z FROM ................ ... ............ ..... .. .. ......... ... . .... ... ... .... TO BE VACATED UNDER FLOODWAY D tRES 0.231 ACRE_ SEPARATE EASEMENT PLAT -"EXISTING FI .. .... ..... BENCH MARK-"ELEV.394.88),' OVERHEAD., UTILITY POE& & Lu NES -TO -D -E -RE. ... .... .. .. TREES TO BE� �u V- MOVED WITH THE F < AT I 1 11 1 1 1 E REMOVED (I Y \ , -G&IDER-SEPAR EREVIEW. SANITARY Sbkk -FINAL SITE PLAN, APPRO ED _XIST1NG/ C TO REMAIN iFRT -f)� �T W.M' -zo _0010Q TMPO �-00-00 30 TOP=,'l'Do 76M 30 FTV INVESTMENTS LLC 64a35'0Z—"W, 76M1,00-00-00�Al- 12j ZONED: LI &-H A STREET'tTATI / OSEO' 1 / FER FROM,, N 37024'4'7�"`W 76' DEED BOOK 4278 PAGE 243 -110, R TMP -10 EMSTING CULVERT'sb6TFALL T i14.68' ;BISCUIT RUN & PROP 9.101 ACRES WEENWAY EASEMENT AREA ..... ... .... '4 RAGE �22 ---DEED ... ...... ... BCtAPTU RED WITH THE . .... . ........ PR POSED DEVELOPMENT. ('NO DISTURBANCE AREA, .---PDS ZONED. C_ 6 f, e 2007Z,0006V) ------ RUNOFF W!, -CONTINUE TO CL 'TRIC EAS0 Obi'FALL IN THE � SAME LOCATION LEC AENT,_ WHERE, fT EXITS THIS PARCEL. TREES TO REMAIN DEED BOOK " (TYP.) .. .. .. NG ST, > -XISTII, ORM SEWER SHAL C ,,"PRO." SED'DEVtLOPMENT. M37 ....... ..... ------ tED WITH THE :9E RE IREC i '�E NOFF Ry /WILL.CONTWUETO CAT IN INVERT (SE) 83.21 OLPTALI-IN SAVE LO [ON Afts,7 -6 FEM WHERE'IT,cx TkispARCE -EXISTtN fbb y R (-4' > FLOODPLAIN' Co -C Co CT) C\j N1t14o52!j,6"E 1--r z .......... CY) SANFtARY LL. APPROXIMATE LOCATION NT, OF EXISTING TREE LINE i.67-�8' /,,DEED��90�93 t-,�Aultiqs SEWEW!�SEME (TYP.) e3"T '0 BE Cl/I IICo ......... .. TMP 07600-00-00-0 REMOVED (TYP.) . . ...... ui MORRIS CREEK YACHT LUB INC C/O THE OLYMPIA CO NIES C\j F_ . ....... --- C\j DEED BOOK 1711 424 30"Sy TC ZONED:HC ........... < CL I!STIN6 PRESERVED STEEP SLOPES TO BE 12�'S/ MEN= 2 0 1M p !Fj EX 7--­71IMPACTED. IMPACTS TO THE PRESERVED (D ..... - -------- - - ------ Lu ...... L9 Lu SLOPES/AS SHOWN ARE PERMITTED THROUG THE PREVIOUSLY APPROVED SPECIAL USE,, �Y ��!T .. ........ -10. ree 0 'PtEb 8ob�35'8o PAGE 4�7' �6- 6" E /SF uj PERMIT AND REZONING FOR THE PROPERT 26"A GiEE14W�Y EA _�M�Nf 5. .62 UJ ............. ... N E/ 35-7:L' N 63052 . . . . . . . . . . w 11 . i . . I I . I I I I I I . I I I . I I I I r ' , I . . I I , I , r , I . . I I . . . I . I I . I . I . . . . . . . . . . .. . . .... . . . . . . . . . . . . . . . r < 3 '82' u 9 . ........ Cpj, ul uj 2 _b 2 ui I1 G "As ui S S�P 59 41 ... .... .... W \,N 77 308 ui uj .......... o3 8, -5 9' Y, ......... N 86 2 r P 6ir . ... ... EX:I=' 675.031 U) .... ....... FENCE VARIABLE WIDTH PUBLIC _,'��EXISTING OFF'SITE SEDIMENT US INTERSTATE ROUTE 64 TRAP, NOT ASSOCIATED WITH THIS DEVELOPMENT. RIGHT-OF-WAY Ilk Ln LLI CD 0 C\j EXISTING CONDITIONS NOTES: JOB NO. 1. THIS PROJECT'S STORM SEWER OUTFALLS WITHIN THE FLOODPLAIN LIMITS, BASED ON THE APPROVED FEMA MAP REVISION FOR FEMA MAP NUMBER 51003C, PANEL 0269D. 132093 2. BOUNDARY &TOPOGRAPHY SURVEY DATA PREPARED BY JOHN McNAIR &ASSOCIATES CONSULTING ENGINEERS GRAPHIC SCALE AND MERIDIAN PLANNING GROUP, LLC. MOST RECENT SURVEY, TOPOGRAPHY AND BOUNDARY INFORMATION 40 0 20 40 80 160 PROVIDED TO COLLINS ENGINEERING IN FEBRUARY OF 2017. THE SITE WAS FIELD VERIFIED BY COLLINS SCALE R Ri PI C ENGINEERING IN JANUARY OF 2017. AS SHOWN 3. A 100' STREAM BUFFER EXISTS ONSITE FOR BISCUIT RUN AND A 50' STREAM BUFFER EXISTS ONSITE SHEET NO. FOR MOORES CREEK, AS SHOWN. IN FEET 2 - ------ 40 ft. INTERSTATE 64 1 inch GRAPHIC SCALE 30 0 15 30 so ( IN FEET ) I inch = 30 ft. lk o7l.k SCOTT R. COLLINS'z-', 0 Lio. No, 035791 r" Ui LE 1ANNO, �,7 7u4 TH 8� YT 8" THE EXISTING GU /ARDRAAIL 0 OINT, SHAL STARTINGATTHIS T A N EMAIN. THE EXIS, ING GUAR I L R ... . .... .... .... .... .. .. ..... .. PARALLELI"THEPRqP` SED . .. .. . ....... . . ... --SIDEWALOHALL B EM VED. �COTT R. COLLINS',?, �91 LiL�. No. 0'5' 0,OVERLAY AREA PER X PROPOSED MILL I It. ON SHEET 9 (Typ.) P-2 DETA Ark: _4 < a X IONAL ........... 140 �Ij -)"Y' 'p g; �N 0r OU xx -7 w, APPROXIMATELO�� '-XI'STING 1�", '' _ I., ­ 1�' ..� !�,,�, I k. I � 1 .. . �, 7 .�, :, . GUARDRA �"]L SHALL B �'PROPOSED VDOT' A .. ..... REMOVED��T RfS rLAN Ar- I LKII `77�- B SITE H B RAISEDWITHTHE ROPOSED2o'PRIVAIE, Ot PRAINAIE PRQPbSEDfI LL. GUARPRA L SHA ­ PROPOSED ,-`6NjA`BE REMOVED'AFTIE� A TW . . . TYP.):'� ap 14" INSPECT9 0 Q S 4 M G, t- 7� W�Ts, 385 BW ... --------- - .......... CONTRACTOR SHALL IMPROVE/ ARMIORITHF F zz" & CHANNEL,WrTHAVDOT,#3C�CARSEAGGR---- Z, LINING. �CONTRACTOPCSHALL MIMIC EXISTING -Wr iANNEL TH,A.2!,WIDEj3QTTQM,,3'.[)EEP,-..,... TOAPE ZOIDAL CHANNEL WITH 4:1 SIDE ES :7� ........ Z I 0": 777,% z !t4pk0VtmE,N TS, TO' EXTEND T0'S`TEAM BANKS ....... .... 0 86, v x\ 'x_ :50! MITI ATr6N, LINE FROM, E < S­.­�& A MOORE EEK.�. MITIGATION. �7 As 0 SP,'�()07 0006',3'.. ...... 911. -1 L/TC SHOWN .50 TG 592' 392 26 .:-�,AND. �.AP.P . . . . . . . .ROVED. HY,;THE.:, ...... .... 1,6�1 fA 97 39200 EP . ...... Lu M cALBEIVIARLE" COUN,TY'B4OS., 392.29 TC 77777 100 �,STREAM', BUFFER ........ 887C ............. 391.79 z '39*2 21 FROM. MOORES� CREEK, U) > lV51:12RIVATE, _392.54 SW ...... ... ..... �5 n4 uj -'sEP 'GE ESNII �vL 8.50 TC milk., .... ....... 7C ............... Lu '�9 2. FFE= 9t.B8 EP 8 39' 3 9 2 5 4_EP'­` . . . . . . . . . . `EP ........ . ..... ( 392 54'SW -492 .54 IFFE=392.67 31a2�& TC �392.0 GUARPRN� PROPOSED VDOT STE GR -1A EXISTING FEMA FFE�-,39-2,67,� 39,2'50 TC ------ ....... 385_94 -:JC,,` CON(f ..... .. FLOODWAY. EXISTING, 391 4 . . . . . . 61' Ep -------CONTRACTOR -SHALL INSTALL 42?' 392.14 TC CULVERT TO B �ilzA w FLOWABLE b'zJ.bl L�l Lu 392.50 1-c,,391.64 EP N LL T�kLL� F NCE/HANORAILS' A INS7AI �39,�.00 �P RETAINING WALLS. - FENCE/HAN'bRAi LS C14 AFTE/K �Rb0OSIED4VDOTSD SHALL BE COMP IANT 9 2.3 8 TC GR- ARPR-AILW, 391.88 EP 3V CURRENT UILDING RUSTIC SH' REGULATIONS: (TYP.) 0 . . . . . . . . . . . . . . .. . . . 392.50 FC t iljN/A 1 L - ILL I 0_�63,_EF:: .. .. .. ... PRO'POSED:Loo',YEAR, . . . . . . . 392.00 EP FLOODPLAIN, -PENDING . . . . FINAL PLACEMENT OF,FILL . . . . . . . . . . . . . . . . .. .... . . . . 'R 5 . . . . . .. . FOR CQMPLET ON OF LQMR .. . . . . . 0 3831-0'(,Typ.). VER F \� � � � � � . : 7 02,'EP� . ... ......... 391�64"EP .. .... ... ... .... ioo'STREAM BUFFER _rC FROM BISCUIT RUN' b 389-75EP . ..... L9 D -4'TALL - RETAIN ING WALL' 6POSED PR PUBLIC DRAINAGE. ESMT. .... .. 6 p p] ui re e - ...... 4r 17 ROX..LOCATION. OF. EXISTING TREE LINE . . . . . . . . . . . . . . . . . 'E 7 3.9:0,50, TC . . . . . . . . . . 391.02 EP -391. r0P=,394,7 . ....... co 1` 67 FFE/ i0l VERT IN 38,9,96 r F;' 17 OUT��090.27 91.67 EP _:3 r INV 9�O'�33 TC 3 gf'.-6 C6 GRATE l�,I LET r 1 b,, INVER INVERT l,l _15 .--,���100!.'STREAM'-BUFFER��FROM 55 S 391 55 EP BISCU.]T,,RQ.N,,.L&,i PROPOSED.1 . . . . . . . . . . co 14 -E:ASWIFNT'ARLA .... . . . . . . . 9 1 BUILDIIN(j ...... DISTURBANCE AREA,-.:-'. 00063') 39 ....... -�67 FFE- �-9- 7 391 BASED'.ON'SP,200 t -FE= 71 T�'_ 30 vb�._�Wpl 391.67 FFE `GRADING &A PROPOSED 20" LIMITS OF4EMPOOARY,, 391.67 EP . . .. . . . CESS/ �,C .,,SPACE EASEMENT,UNDER < 'PRIVATE' /EASEMENT,,, uj . . . . . . . . . ... . . . . . . . .. . . . . . . . . . . . . . . '.58PARATESET OFPLANs­ DRAINAGE ESMT. 390�95 EP =391.67 --,391.23 EP -.55- S*- 91.45 TC C', .... .. .. EP < CL > 1 ree 391.67 391.67 EP . . . 391.67 SW t.=391.67 . . . . . . . . . . OPOSEDTREf . . . . . . . . UJ __j LINEADJACENT' TS OF L9 ....... FILL U) Lu 391, u E. r, . . . . . . . . . . . . . . . . . . . . MAX MUM FILL 'SLOPE GPATE INL II TOP -392 DPLAIN.(7 1111VER'l IN (15" R FLOO 389�'92`:EP:,, IN VER I 3874z . . . . . . . . . . .. . . %.3.9 2, T . . . . . . . . . . . . . 20" . . . . . . . . . . . . < P-4 AST, ALL FILL SHALL BE PLACED AT 95% COMPACTION. z > INLET,,OR EQUIVALENT:)", 0 2. ALL BUILDING AND PAVED ACCESS AND ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE 00 A& 26 Alh COMPACTION OVERTHE ENTIRE ROADBEDIFOUNDATION AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND \390.25 TC,' . . . . . . . .. uj BRIDGE SPECIFICATION 303-04. 389.42 EP TIONS SHALL BE COMPLETED IN A MANNER THAT DRAINS RUNOFF AWAY FROM THE 389.7,5' EP GRADING AND FILL OPERA BUILDING AT ALL TIMES. k 12 389.60 EP 3. ALL SLOPES STEEPER THAN 3:1 FROM FILL OPERATIONS THAT ARE TO REMAIN FOR A PERIOD LONGER THAN U, 388.0 389.88 T MONTHS SHALL BE STABILIZED WITH A LOW MAINTENANCE GROUND COVER. 3 8,7. �7, ...... PROPOSED '12" SOLID HDPE ........ 389.38 E 4. CONTRACTOR SHALL INSTALLVDOTSTD. GR -2 ALONG THE RETAINING WALLS IN THE VICINITY OFTHE 385�7� PIPE v�/ STONE BEDDING U) 3g6bo sw PROPOSED PARKING, WHEN REQUIRED BY THE COUNTY AND VDOT INSPECTORS. 8 ........ ....... (TYP.) �'3,8.8: 0 0 �EP�_.�' S. ALL SPOT SHOT ELEVATIONS SHOWN REPRESENT FINISHED GRADE ELEVATIONS, THIS INCLUDES RETAINING 1-L] N G C WALL ELEVATIONS. WALL FOUNDATION ELEVATIONS, AND POSSIBLY WALL CAP ELEVATIONS, ARE NOT SHOWN. Lij FFE=390.80 0 �T r ROPOSED 4'TALL BU Lu 389.81 TC LLj DRAINAGE NOTES: Cc ",389.31 EP A MINIMUM OF i'OFVERTICAL SEPARATION FROM STORM SEWER WATER AND SEWER LINES MUST BE ----PROPOSED NYLCIPLAS J PROVIDED. Is 0 /TYPE B 4"s ti �,c o mo r e, INLET ORE - GRATE UIVALENT. 2�. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING ELEVATIONS OF ROADWAY, CURB GUTTER PRIOR . ....... . TO CONSTRUCTING THE EXTENSION OF THE STORM SEWER, SANITARY SEWER, WATER LINE AND PAVED 0 ACCESSES. CONTRACTOR TO NOTIFY THE ENGINEER OF ANY DISCREPANCIES SO THAT THE ELEVATIONS OF THE PROPOSED NYLOPLAST . . . . . . . . . . . � � �/ � �' TIE-IN CONNECTIONS CAN BE ADJUSTED ACCORDINGLY. 0 389.28 TB TYPE B 24" STD. GRATE .... . . . . . . INLET, OR EQUIVALENT. 31. CONTRACTOR SHALL FIELD FIT THE PROPOSED STORM AND SANITARY STRUCTURES TO ACCOMMODATE THE EXISTING STORM, WATER AND SANITARY SEWER STRUCTURES. CONTRACTOR SHALL ENSURE POSITIVE SLOPES < ARE MAINTAINED THROUGHOUT AND THE INTEGRITY OFTHE EXISTING INFRASTRUCTURE IS NOT . . . . . . . . . .. ... . . . . COMPROMISED. THE CONTRACTOR SHALL ENSURE ALL STATE & COUNTY REGULATIONS ARE MET WITH THE u IMPROVEMENTS. Lu Ln uj 385 TW uj 2 2' . ..... 4, CONTRACTOR SHALL PROVIDE COLLINS ENGINEERING WITH SURVEY WORKSHEETS OF ALL STORM, WATER AND C:) 385 BW (0 C\j ...... SANITARY SEWER STRUCTURES PRIOR TO INSTALLATION/CONSTRUCTION FOR THEIR REVIEW AND APPROVAL. 0 ............ ......... COLLINS ENGINEERING SHALL VERIFY ALL SURVEY CUT SHEETS WITH RESPECT TO THE CONTRACTOR's ASBUILT JOB NO. 0 T . ..... SURVEY TO ENSURE POSITIVE DRAINAGE AND PROPER ELEVATIONS ARE MET. 0 -DIG AT THE LOCATION OF THE EXISTING UTILITIES TO 5. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL TEST - ----- - . 4/ i ( 132093 (D 0 ......... . .... . .... 16 CONFIRM DEPTHS AND TO ENSURE THE PROPOSED SEWER, STORM AND WATER UP GRADES CAN BE ACHIEVED. SCALE GRAPHIC SCALE 6). WHERE THE PROPOSED STORM SEWER IS OF VDOT STD. CL. III RCP MATERIAL, THE CONTRACTOR MAY SELECT A T ®�OLLINS��_, 0 5,�, SCOT 30 0 15 30 60 120 DIFFERENT VDOT APPROVED MATERIAL WITH PROPER INSTALLATION/BACKFILL IN LIEU OF THE RCP. SUCH AN 1 =30' .......... .. .......... ALTERNATE PIPE MATERIAL SHALL BE CHOSEN FROM THE LIST PROVIDED IN VDOT STD. SPEC. 107.22. 7. ALL STORM SEWER SHALL BE PRIVATELY MAINTAINED WITH THE EXCEPTION OF THE STORM SEWER SHEET NO. ........... _0 oplar"' IN FEET M ENCOMPASSED WITHIN THE PROPOSED PUBLIC DRAINAGE EASEMENT. THIS PUBLIC DRAINAGE EASE ENTIS I inch 30 ft. LIMITED TO THE STORM SEWER RUN BETWEEN MOORES CREEK AND STRUCTURE 12, AS SHOWN. 5 r INV IN. .35.78 (TC) R FPr �,IIii`, j or I � � o 00 � � p� � r rT or I 00r r II`^I�% 'IN. ,353.7 (TO BE E, LEIS) ! r� r N r r N d j cfl �� 00 rp D pro NN00 _ �N�p r� O r�i CD t0 00 r V) I- O N INV OUT. 383.78 TO M H 1. ___ ___.._...�._. _... _. _ __ € ...._...........__..__. _.__.............._.. _.. j G0 Im ____, > o - p F- Ln r o I- ci ,r) to I� O O o r O 00 iV N M 00 r r r� r r r Ln O GO N .. r CO r` r O tC) O M CSM I PROPOSED Lnrin +�jr 12 In r N r o6 to > + r O d'Or r In In Ln� 00 .. ;€ GRADE 0') t1_ N 000 O Nai O 000n r N�Z O OC)M .. U) Lfl 000(.0 395 +�I- 395 390 _ Lri r 390 395 no r ,� r o ao� •• z > +� I-395 Li" no I � I t I N rdz0 r r� i ! o r;Lnr <-a0- a � ¢ II �» � �Zp I O r;rn� r r ! V) V)F_ i j > O)NI'7 I zp r r� ! j Lr) R) �C li ' PROPO ED 06" ` € i N Z Z [Y Q II + I CL. 2IP W/L . • O d)'•- = II I E( Q r r -� I d r.r F_ Z I I O O "� � Z Z Z 5 Z Z i O I z •• .. 1.5 MIN � ap r r - I >2 (n (nr__ i �cn�__ z i (n(nr_ z , � _ z I ___..___ _ ._. I I _.. _ ____.._.. _. _.._ , __._.._ _...__.._ N _ ___--- _._ ._.....,..... _.._...____ _ __.__... __._._.__ _. ______._ __..-_____..._.,.____._...-_._....... _._. _._._______ __ _ _ _ __-__-- _..__ ._._.......__.__..____- _ _C�___.__.__.._ ____ _-_z.__._...._..._i _ PROPOSED EXISTING �8 VITRIFIED T - /L-S/LII �! It i i Q II (n (I� F- - T- 1 � Q M j GRAD Z PROPOSED j r r o- Z i CLAY SANITARY SEWER > > r > > 39 0 39 0 AT 2.95% TO REMAIN I V) V) r _ _ GRADE I Z Z ; _. , 1 I I ; � 385 i -. --�� I 385 390 I € � , j I 390 _�. _ .. _ ... € - - ... _ I t i € EXISTING 015" CONC. PIPE TO REMAIN � EXISTING _ EXISTING �8" VITRIFIED CLAY I__. 1 i GRADE I- I ( i i- 5% SANITARY SEWER TO REMAIN OSED 06 XIST G E IN GRADE j 30 CL III RCP EX MH2° 93.12 LF CONTRACTOR SHALL TIE THE 8 CL. 50 DII i STA:2+87.45 I I E ! ®0.509' 385 385 { ; 385 PROPOSED SANITARY SEWER 380 30.67 F ©0.7 380 385 I ! I I i -___... ! _ I _ . ___._._._._. _.._ __ _._..__ _ I INTO THE EXISTING MH &SEAL - RIM. 379.00 ---___._.. __ .__. _ _ __ _ - _ PROPOSED__0,8_ "_ _ . _ .. _. „ ' i 8 SDR 35 PVC 30 CL III RCP! 36 CL III RCP I ` THE EXISTING OPENING AFTER ! 1 INV I N. 373.83 TO M H 2 I I 3.84 112.05 LF CL. So DMP SIL ! i 37.66 LF j I THE RELOCATION HAS BEEN ( i 156.54 LF @ 2.17% I ( INV IN. 373.83 TO MH3 I 1 ! j DRNG. W/L! ! {�1i.50°l0 ' r -, T LN 00.50% , COMPLETED. CONTRACTOR _ ____: ____._.._ .. __._ __... _._.__. _ ._ ., I r i .. t i . _ I_______-_. __-___.___..._.___�_.._ i f � � { STR: 8 VDOT STD. DI-3CC (L=8') SHALL RAISE THE RIM TO THE I 8" SDR 35 PVC !V 0'''�' 'G �L'vlAlti) I ! ! ! I STA. 1+88.26 ELEVATION LISTED. i ( I I $/L ( PROPOSEQ VDOT I 28.24 LF @ 17.99% { ' STD. EW -2 380 TP=389.56 375 _ 375 380 __ ;_ I 380 - - - INV IN : 378.70 TO 10 „ - i -1,, --EXISTING CONTRACTOR SHALL IMPROVE/ _ _) EXISTING 08" DIP 1$ CL III RCP 85.94 LF { ( m i i INV IN: 378.70 TO EX DI i DOWNSLOPE SANITARY GRADE RMORTHE EXISTING CHANNEL (INV OUT: 378.60 TO 6 j SEWER AT 1.37% TO REMAIN. C�Dk5.53%j i ' I ! WITH A VDOT #3 COARSE CON ACTOR ORALE TI INTO EX MH z & A ANDON I € i ! I _ - __ -___._ �_. _. ........ ... _._ - . _ __� _ _ .. _. _.._. _.......___.._.._.,i '.__-. _..�______.:_..._.___.__,._.____._... __ '__.._.._...._.. _ _...._...__ . .._..._....�__ ..___.__._, ._.__._ _...._._._....__._�.. __ _._ GREGATE LINING. CONTRACTOR _...,t.-. _-..__.... ...._... _----- _..._......_. ___.... -..__......_. ___-__.__._ , _ _ ,r - - - { THE ES IS7ING SANITARY EWER BETWEEN MHz & j 24" CL III RCP 90.96 LF 3Q CL III RCP 64.43 LF INV. 76.76 HALL MIMIC EXISTING CHANNEL „ i EX I,AHz. CONTRACTOR SHALL ENSURE IV H TOP 15 0.50% ! I I i � J_ ITH A 2' WIDE BOTTOM, 3' DEEP 15 CL III RCP 23.67 LF 370 375 O•50� j j I ! 375 RAPEZOIDALCHANNEL WITH I:1 375 @ 17,19% 3 7 O ! WAT RPROOF FLUSH ITH THE EXISTIN GRADE. IDE SLOPES. IMPROVEMENTS TO y y > EXTEND TO STREAM BANKS. Or o 3 J 0 Lr) MH1 MH1 �t J 00EX O W W II 3.5' OF COVE STA: 0+60.00 STA: 0+94.67 = r p O O GRADE__.___ PROPOSED RIM: 391.52 RIM: 392.42 Ln I m 0 rrU-';d- � o 0O c-, 7 r, 00 E XI {.7 €� I M : � �. � -','I INV IN. 383.52 TO EX MH1 =x = W o O '� r I U r7 o I O 00 N O n N o (TO BE PRISED INV OUT. 383.32 TO MH2 �p 395 Fp- 0 o I r w co � or pr I n (00 r INV IN. .35.78 (TC) R FPr �,IIii`, j or I � � o 00 � � p� � r rT or I 00r r II`^I�% 'IN. ,353.7 (TO BE E, LEIS) ! r� r N r r N d j cfl �� 00 rp D pro NN00 _ �N�p r� O r�i CD t0 00 r V) I- O N INV OUT. 383.78 TO M H 1. ___ ___.._...�._. _... _. _ __ € ...._...........__..__. _.__.............._.. _.. j G0 Im ____, > o - p F- Ln r o I- ci ,r) to I� O O o r O 00 iV N M 00 r r r� r r r Ln O GO N .. r CO r` r O tC) O M CSM I PROPOSED Lnrin +�jr 12 In r N r o6 to > + r O d'Or r In In Ln� 00 .. ;€ GRADE 0') t1_ N 000 O Nai O 000n r N�Z O OC)M .. U) Lfl 000(.0 395 +�I- 395 390 _ Lri r 390 395 no r ,� r o ao� •• z > +� I-395 Li" no I � I t I N rdz0 r r� i ! o r;Lnr <-a0- a � ¢ II �» � �Zp I O r;rn� r r ! V) V)F_ i j > O)NI'7 I zp r r� ! j Lr) R) �C li ' PROPO ED 06" ` € i N Z Z [Y Q II + I CL. 2IP W/L . • O d)'•- = II I E( Q r r -� I d r.r F_ Z I I O O "� � Z Z Z 5 Z Z i O I z •• .. 1.5 MIN � ap r r - I >2 (n (nr__ i �cn�__ z i (n(nr_ z , � _ z I ___..___ _ ._. I I _.. _ ____.._.. _. _.._ , __._.._ _...__.._ N _ ___--- _._ ._.....,..... _.._...____ _ __.__... __._._.__ _. ______._ __..-_____..._.,.____._...-_._....... _._. _._._______ __ _ _ _ __-__-- _..__ ._._.......__.__..____- _ _C�___.__.__.._ ____ _-_z.__._...._..._i _ PROPOSED EXISTING �8 VITRIFIED T - /L-S/LII �! It i i Q II (n (I� F- - T- 1 � Q M j GRAD Z PROPOSED j r r o- Z i CLAY SANITARY SEWER > > r > > 39 0 39 0 AT 2.95% TO REMAIN I V) V) r _ _ GRADE I Z Z ; _. , 1 I I ; � 385 i -. --�� I 385 390 I € � , j I 390 _�. _ .. _ ... € - - ... _ I t i € EXISTING 015" CONC. PIPE TO REMAIN � EXISTING _ EXISTING �8" VITRIFIED CLAY I__. 1 i GRADE I- I ( i i- 5% SANITARY SEWER TO REMAIN OSED 06 XIST G E IN GRADE j 30 CL III RCP EX MH2° 93.12 LF CONTRACTOR SHALL TIE THE 8 CL. 50 DII i STA:2+87.45 I I E ! ®0.509' 385 385 { ; 385 PROPOSED SANITARY SEWER 380 30.67 F ©0.7 380 385 I ! I I i -___... ! _ I _ . ___._._._._. _.._ __ _._..__ _ I INTO THE EXISTING MH &SEAL - RIM. 379.00 ---___._.. __ .__. _ _ __ _ - _ PROPOSED__0,8_ "_ _ . _ .. _. „ ' i 8 SDR 35 PVC 30 CL III RCP! 36 CL III RCP I ` THE EXISTING OPENING AFTER ! 1 INV I N. 373.83 TO M H 2 I I 3.84 112.05 LF CL. So DMP SIL ! i 37.66 LF j I THE RELOCATION HAS BEEN ( i 156.54 LF @ 2.17% I ( INV IN. 373.83 TO MH3 I 1 ! j DRNG. W/L! ! {�1i.50°l0 ' r -, T LN 00.50% , COMPLETED. CONTRACTOR _ ____: ____._.._ .. __._ __... _._.__. _ ._ ., I r i .. t i . _ I_______-_. __-___.___..._.___�_.._ i f � � { STR: 8 VDOT STD. DI-3CC (L=8') SHALL RAISE THE RIM TO THE I 8" SDR 35 PVC !V 0'''�' 'G �L'vlAlti) I ! ! ! I STA. 1+88.26 ELEVATION LISTED. i ( I I $/L ( PROPOSEQ VDOT I 28.24 LF @ 17.99% { ' STD. EW -2 380 TP=389.56 375 _ 375 380 __ ;_ I 380 - - - INV IN : 378.70 TO 10 „ - i -1,, --EXISTING CONTRACTOR SHALL IMPROVE/ _ _) EXISTING 08" DIP 1$ CL III RCP 85.94 LF { ( m i i INV IN: 378.70 TO EX DI i DOWNSLOPE SANITARY GRADE RMORTHE EXISTING CHANNEL (INV OUT: 378.60 TO 6 j SEWER AT 1.37% TO REMAIN. C�Dk5.53%j i ' I ! WITH A VDOT #3 COARSE CON ACTOR ORALE TI INTO EX MH z & A ANDON I € i ! I _ - __ -___._ �_. _. ........ ... _._ - . _ __� _ _ .. _. _.._. _.......___.._.._.,i '.__-. _..�______.:_..._.___.__,._.____._... __ '__.._.._...._.. _ _...._...__ . .._..._....�__ ..___.__._, ._.__._ _...._._._....__._�.. __ _._ GREGATE LINING. CONTRACTOR _...,t.-. _-..__.... ...._... _----- _..._......_. ___.... -..__......_. ___-__.__._ , _ _ ,r - - - { THE ES IS7ING SANITARY EWER BETWEEN MHz & j 24" CL III RCP 90.96 LF 3Q CL III RCP 64.43 LF INV. 76.76 HALL MIMIC EXISTING CHANNEL „ i EX I,AHz. CONTRACTOR SHALL ENSURE IV H TOP 15 0.50% ! I I i � J_ ITH A 2' WIDE BOTTOM, 3' DEEP 15 CL III RCP 23.67 LF 370 375 O•50� j j I ! 375 RAPEZOIDALCHANNEL WITH I:1 375 @ 17,19% 3 7 O ! WAT RPROOF FLUSH ITH THE EXISTIN GRADE. IDE SLOPES. IMPROVEMENTS TO y y > EXTEND TO STREAM BANKS. 0+00 0+50 0+75 0+00 0+50 1+00 1+50 2+00 2+50 3+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 EX DI - STR. 8 EX MH 1 - EX MHz STR. 12 TO OUTFALL N Ld�_ _� © 400 400 O = g p r O :20 pr LQ Or r0 rn '? r p LO 0 00 Ln r_ (D �N00 CD 0 CIA 395 `�° cq o co r i or �°'4 I'�' , + o ma 395 +Q) cir� i +O .� ! I �O O r7 z 0 I 00 ci f- I N 1-) ! I I I (D Q + 00 Lr) I ' PROPOSED > > � Z i Q i Z _ O 1 r_ � GRAD PROP8SED BLDG. B W/L- 0 ( LATERALS (s.5' MIN O ow j SEPARATION __ I ra 385 � "' ! '00 00 @ 0 5% I 38 _O r� r� : _ . - - �....... -; . _ _a.._ _ 163.90 7 - -.. LF ' o rr r - ; =N nzz F @ 1.7 ___ _ 1 xi--zZ-" f ! W (f) L - - - / 380 8" CL. 50 DI I 380 LF @ 0.75% i ;EXISTING D NG. -S L ( - -=J i GRADE; ! i + I i1 { I k 375 ' ( j 375 1.69 _ _ l _ .._ _--.-_._ '41 _ _ DRNG.-S�L i 8" CL. 50 DI 7 2.6 5 LF @ 3.78% i ! j 370 ? 1370 ; � I i � 00 J W O n p n LD 00 O � n N O 00 C. 00 0 r7 0 W W r (9 p O r `j o7 r� Ln cfl r a- 0) r rn Q) r rn CO 0) rn r` rn CD I0 rn r0 to rn n n r7 r) r7 n r r7 n r7 n r7 Or 3 J 0 Lr) O J �t Ord r7 O W W W/L ; MIN. 3.5' OF COVE OVER i L O IPROPOS ,ED O O GRADE__.___ O O Ln WrL_ 390 Ln- r` 00 0+00 0+50 0+75 0+00 0+50 1+00 1+50 2+00 2+50 3+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 EX DI - STR. 8 EX MH 1 - EX MHz STR. 12 TO OUTFALL N Ld�_ _� © 400 400 O = g p r O :20 pr LQ Or r0 rn '? r p LO 0 00 Ln r_ (D �N00 CD 0 CIA 395 `�° cq o co r i or �°'4 I'�' , + o ma 395 +Q) cir� i +O .� ! I �O O r7 z 0 I 00 ci f- I N 1-) ! I I I (D Q + 00 Lr) I ' PROPOSED > > � Z i Q i Z _ O 1 r_ � GRAD PROP8SED BLDG. B W/L- 0 ( LATERALS (s.5' MIN O ow j SEPARATION __ I ra 385 � "' ! '00 00 @ 0 5% I 38 _O r� r� : _ . - - �....... -; . _ _a.._ _ 163.90 7 - -.. LF ' o rr r - ; =N nzz F @ 1.7 ___ _ 1 xi--zZ-" f ! W (f) L - - - / 380 8" CL. 50 DI I 380 LF @ 0.75% i ;EXISTING D NG. -S L ( - -=J i GRADE; ! i + I i1 { I k 375 ' ( j 375 1.69 _ _ l _ .._ _--.-_._ '41 _ _ DRNG.-S�L i 8" CL. 50 DI 7 2.6 5 LF @ 3.78% i ! j 370 ? 1370 ; � I i � 00 J W O n p n LD 00 O � n N O 00 C. 00 0 r7 0 W W r (9 p O r `j o7 r� Ln cfl r a- 0) r rn Q) r rn CO 0) rn r` rn CD I0 rn r0 to rn n n r7 r) r7 n r r7 n r7 n r7 Or 3 N 0 Lr) O Or0 �t Ord r7 O d W/L ; MIN. 3.5' OF COVE OVER i L O IPROPOS ,ED O O GRADE__.___ O O Ln Op 390 Ln- r` 00 0O --AT -5T 0 W NARY SEWER. CROSSING Jt9 JC ,-.__.,__ ROPOSED 4" ,__STOP& go* BEND;` INV IN: 377.05 TO 4 BEDDING p INV IN: 377.05 TO 28 385 SANITARY SEWER CROSSING p p INV OUT. 376.95 TO p (G.V. 21, METER (BLDG. ) 4- 3 390 J -i .O I 380 380 � C\i p _ ..DRN.G'.-S/L_ -__I l ! I 390 p I I r 375 � i-- � ' 0 01.44% GRADE i p W W I O 370 j 370 JJ0 I E PROPOSED N 00 O O co O W PROPOSED 6"x r7 i O Cy i LINE O O 00 O O 1 O L BL (DG. A) co � I 0° M 00 0) O _j 00 00 00 00 00 r ' + 00 � Go 00 co O O C Q) �- 0 rO r- r- 7 7 OSED 6'•x6 TEE "G.V., 6",CL. / i �- r0 n CL.5z;DIP W/L " ' n n PROPOSED 4" 2.87' 4" TEE 2.83' { tg C9 RIFIED`•, SEWER I __ rd7 r0 7 PROPOSED 4"x4" T FOR y" CL. S2 DI FIE LINE W/4" •V. B E- FOR 4" CL_ 55z LINE w/4" y(BLDG.0 I FIRE .V. _EXISTING n AT 2.9t,% TO REMAIN n (BLbG. n r7 W LL. f EXISTING - I I p 'GRADE GRADE i , 7 t T W Li I (DRNG.-W/L) 0+00 0+50 0+75 0+00 0+50 1+00 1+50 2+00 2+50 3+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 EX DI - STR. 8 EX MH 1 - EX MHz STR. 12 TO OUTFALL N Ld�_ _� © 400 400 O = g p r O :20 pr LQ Or r0 rn '? r p LO 0 00 Ln r_ (D �N00 CD 0 CIA 395 `�° cq o co r i or �°'4 I'�' , + o ma 395 +Q) cir� i +O .� ! I �O O r7 z 0 I 00 ci f- I N 1-) ! I I I (D Q + 00 Lr) I ' PROPOSED > > � Z i Q i Z _ O 1 r_ � GRAD PROP8SED BLDG. B W/L- 0 ( LATERALS (s.5' MIN O ow j SEPARATION __ I ra 385 � "' ! '00 00 @ 0 5% I 38 _O r� r� : _ . - - �....... -; . _ _a.._ _ 163.90 7 - -.. LF ' o rr r - ; =N nzz F @ 1.7 ___ _ 1 xi--zZ-" f ! W (f) L - - - / 380 8" CL. 50 DI I 380 LF @ 0.75% i ;EXISTING D NG. -S L ( - -=J i GRADE; ! i + I i1 { I k 375 ' ( j 375 1.69 _ _ l _ .._ _--.-_._ '41 _ _ DRNG.-S�L i 8" CL. 50 DI 7 2.6 5 LF @ 3.78% i ! j 370 ? 1370 ; � I i � 00 J W O n p n LD 00 O � n N O 00 C. 00 0 r7 0 W W r (9 p O r `j o7 r� Ln cfl r a- 0) r rn Q) r rn CO 0) rn r` rn CD I0 rn r0 to rn n n r7 r) r7 n r r7 n r7 n r7 395 395 I i i i 4 STR: 28 VDOT STD. DI-3CC (L=8') 3 STA. 0+04.66 TP=391.44 395 INV OUT: 378.91 TO 2 395 z IN. ETWEE OF COVER OVER PROPOSED CONNECTION W/L ; MIN. 3.5' OF COVE OVER i i I IPROPOS ,ED STOP & z" COPPER PIPE FOR z" G.V. & z" GRADE__.___ W 390 (STING _ __ 390 2 COPPER ui I STR:2 VDOT STD. MH -1 --AT -5T STA. 4+57.86---i XTSTIgGI SAN NARY SEWER. CROSSING j TP=389.39 ,-.__.,__ ROPOSED 4" ,__STOP& go* BEND;` INV IN: 377.05 TO 4 BEDDING 385 INV IN: 377.05 TO 28 385 SANITARY SEWER CROSSING INV IN: 377.05 TO 14 I ly INV OUT. 376.95 TO " G.V. (G.V. 21, METER (BLDG. ) 4- 3 390 3 I I 380 380 � C\i z _ ..DRN.G'.-S/L_ -__I l ! I 390 w I I MIN . 375 j I r- ____..15" CL III RCP-- - �'� 375 i-- ' 129.25 LF XISTIND ' .. _.._ 01.44% GRADE i I z 370 j 370 JJ0 I E PROPOSED ¢ 1 ¢ W W O O co O W PROPOSED 6"x r7 r7 t 0 Iii 395 395 `\ tib rCH 0 I i SCOTT R. COLLINS�, Lic. No. 03.5791 10NAL z C9 J 0 D 0z� w ui ce 11 E 3 I PROPOSED z IN. ETWEE OF COVER OVER PROPOSED CONNECTION W/L ; MIN. 3.5' OF COVE OVER i GRADE I PROPOSED 2" CORP. STOP & z" COPPER PIPE FOR z" G.V. & z" W AFTER THEE (STING _ __ __.-_._..__.I-____.._ 2 COPPER ui G.V. & 4" TYPE A B.O. ASSEMBLY --AT -5T -^STREET-AND XTSTIgGI SAN NARY SEWER. CROSSING 3 ,-.__.,__ ROPOSED 4" ,__STOP& go* BEND;` IPE FOR ' " & z' BEDDING Malmo SANITARY SEWER CROSSING i I ly 2 w/.TWO (z) " G.V. (G.V. 21, METER (BLDG. ) 390 3 I I � C\i z 390 w co MIN . �...._. i-- U. ' .. _.._ =_-__-- c z PROPOSED 04" I E PROPOSED I PROPOSE 6"x4" T OR 4" CLI. 52 DI FI PROPOSED 6"x CL. S z IP W/L i LINE STOP z" CPEER 3.5' W L REDUCER 1 7.5' MIN I BL (DG. A) PIP(= FOR z"G.V. & z" MIN. I 0° � _j LU Ij W/L-S/ j 2" METER (BLDG. A) ' + 385 385 �- PROPOSED 06" 1.33 PRO ( FOR OSED 6'•x6 TEE "G.V., 6",CL. / i �- Z-1 CL.5z;DIP W/L " ' DI W Sz L & COMPLETE PROPOSED 4" 2.87' 4" TEE 2.83' { i __-- 08VI CLAY SANITARY RIFIED`•, SEWER I __ 2JZ ! Y PROPOSED 4"x4" T FOR y" CL. S2 DI FIE LINE W/4" •V. B E- FOR 4" CL_ 55z LINE w/4" y(BLDG.0 I FIRE .V. _EXISTING 380 AT 2.9t,% TO REMAIN (BLbG. 380 f EXISTING - I I p 'GRADE GRADE i , 7 t T I (DRNG.-W/L) 375 I 375 E k t E I I _ f 370 ' 370 W W r O r �r�j O O O dt N 00 w w k C7� n r; N CO p0) 00 o 00 co r r7 0 00 r~ 0 h r; 0 r !� a; 0 r 00 00 � �� rnn n n n0) n� �� W LA_ `\ tib rCH 0 I i SCOTT R. COLLINS�, Lic. No. 03.5791 10NAL z C9 J 0 D 0z� w ui ce 11 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 1 (0N I .� N NO r rLij U- O L() L i _ ! LO N 1i. r` �-- 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 0+50 1+00 1+50 O r<i10 o Oo rn oo d c STR: 26 VDOT STD. DI -3C (L=10') o N n 00 > o Ln n > r�r7 •- + 0ir 395 J TO POSED DRAIN T3 PROPOSED DRAIN #i TO STA. 0+00.00 I N o+� z ~ N N � Z 4 I I MH 6- EX M H 2 COLLECTBLDG.CROOF STR 28 -2 TP -391.16 � Q II FLOW RUNOFF RUNOFF (RIM=390.46) INV OUT: 387.50 TO 24 ! > I- I- D_ Z _ RIM= 8 . r Z_ _ V) V) r _ T ROPOSED DRAIN;#z i TR 14 cn PROPOSED i I ' I PROPOSED I STR:6 j (RIM=36 .z8) ! GRADE j ! VDOT STD. DI-3CC (L=10) - GRADE, 6+80.6VDOT STD. MH -1 -- -VSTAO.T STD. DI- 3CC(L- ' 6')390 uj 4+57.86TP- 87.9 ! i INV IN: 378.00 TO 16 TP=389.39 TP 392.02 STR: 1 8 ROPOSE BLDG. A W/L L� OUT: INV IN: 377.05 TO 4 INV IN: 378.27 TO 8 i I INV UT: 377.90 TO 2 NOTES: P OPOSED BLDG C L LATERALS 1' MIN. R ( I , i o ( 'LATERA!S 'MIN I VDOT STD. DI-3CC (L-6) ; INV IN: 377.05 TO 28 I SEPARATION INV IN: 380.27 TO 22 1. ALL FILL TO BE PLACED AT 95/o COMPACTION. I ( STR: 16 } z. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER WJE. SEPA TION) STA.. 3+92.12 ! I IINV o iP=391.45 i VDOT STD. - = I I IN I o UT. 378.17 TO 4 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM 385 ( DI 3C (L 10) - - T. 376.95 _ __ c� PROP SED 6" S/L LATER�IL STA. 5+68.22_ I 4 ! V I N 377 05 TO 1 ' ___-- - ___ _,__ INV IN: 380,52 TO 20 -' ---- IN N , - - --- _ SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & I r'; SHOV�/NATTHEMINIMU:NI j TP 385.94 I 3 V OU TO 85 SANITARY SEWER MUST BE PROVIDED. TO INV OUT. 380.42 TO 16 ! ; 15" CL III RCP r7 z.o8 SLOPE, HAVE A" E i ; � I INV 1N: 378.9 i 7 TO 18 i I ( a O S PARATI �N. � 1 F I n ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST _ I q ' �.._._._._ L_.. INV OUT: I 18 CL III RCP k 72.17 LF I Lij 4 378.87 TO 14 _.___ I _..__._._ , ._ _._ ............Lij . _..._ _ . PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE ' I ! I 112.44 LF ! ! ®5.75% ; ( . PRQPOSED 1 "HDPEuj UNIFORM LAYERS NOT MORE THAN 8 INCHES IN PIPEw/STONE STR: 20 ! ! ! I 0 0.78 � 15" CL n _ 380 380 { 380--- -VDOT STD. DI -38B (L=10') -----!--- -- �- - _ --�- Lu THICKNESS BEFORE COMPACTION OVER THE ENTIRE 380 _ BEDDINGA z.o4b 15 CL Ill RCP 123,88 LF 74.26 LF ROADBED AREA IN ACCORDANCE WITH VDOT zoo? ROAD - STA. 2+68.14 0.61% 15" 2.02% I AND BRIDGE SPECIFICATION 303.04 TP -389.88 CL !II RCP 176.30 LF !-- CONTRACTOR SHALL FIELD VERIFY ALL EXISTING \ ! ! 0 0.82% ! 15 CL III RCP }- INV IN. 381.37 TO D 5 RAIN ELEVATIONS OF ROADWAY, CURB & GUTTER PRIOR TO I INV OUT: 381.27 TO 18 I I j _____ I-_._ 48.90 LF _.__-_-Lij - j 6 j _ _ 0 2.82% � CONSTRUCTING THE EXTENSION OF THE ROADWAYS. i I I I - jXISTINGI NOTIFY THE ENGINEER OF ANY DISCREPANCIES SO THAT 375 --- _ _ I 375 375 ! 375 - _ T �_ - --- „ ! .....- ------ -- GRADE - - THE ELEVATIONS OF THE TIE-IN CONNECTIONS CAN BE -18 CL II RCP- 38.86 CP I I 1 j ADJUSTED ACCORDINGLY. 3$.86 LF j i 02.20% 1 D. L. III RCP X STING EWER PROPOSED IS VDOT ST C ______. ___. ___._ _..___.... _,__ _.--.. _ ..._._. v __.___ _.__ I._ + i I E I I € _.. _ __.._ __ _ __... A._..__.__ _ _ ____.. 6. THE STORMS , s ! ,....... _ ._.._. __. _._._.. ....... . . ........ _. _.._ __. _____ � ..___ ....__. _ .__.. .... _._ .__._.___ _ . ... ___. _._. ; . _..._ . ,._. _, I _Ln HOWEVER THE CONTRACTOR MAY SELECT A VDOT { GRADE ii 1 I i..Lu i ! � APPROVED MATERIAL IN LIEU OF THE PROPOSED VDOT CL. ! ! ! 370 ! I I ! ! 370 370 ! 370 III RCP. CONTRACTOR SHALL ENSURE MINIMUM STONE I i l r r7 r7 r7 r7 r0 JOB NO. BEDDING REQUIREMENTS ARE PROVIDED. 0 r 0 W W d 0 O d 0 0 O O O O 0 O O LO O On Ln CD O _I J O O O _j _j 132093 WW Ln p � LnO O coO 0cy)O O 'toD 0c0 co oCO 0N Ln 000COO cD 00 Ld W O r �j 00 00 r7 rn r� OUCr7 00 n SCALE W L_ WLL. r=5' (v) 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+25 0+00 0+50 1+00 1+50 2+00 1"=50'(H) SHEET NO. YARD DRAIN - STR. 2 STR. 26 - 6 6 z PROPOSED z" CORP. STOP & z" COPPER PIPE FOR z" G.V. & z" .z" METER (BLDG. C) PROPOSED 4" go' BEND FOR 4" ui G.V. & 4" TYPE A B.O. ASSEMBLY PROPOSED 12" HDPE PIPE w/ STONE BEDDING Malmo 0) i Aft vi ly cy5 < � C\i z w co U. c z ) t\1 < `" 00 00 _ -' tq Li] 0° � _j LU Ij 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 1 (0N I .� N NO r rLij U- O L() L i _ ! LO N 1i. r` �-- 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 0+50 1+00 1+50 O r<i10 o Oo rn oo d c STR: 26 VDOT STD. DI -3C (L=10') o N n 00 > o Ln n > r�r7 •- + 0ir 395 J TO POSED DRAIN T3 PROPOSED DRAIN #i TO STA. 0+00.00 I N o+� z ~ N N � Z 4 I I MH 6- EX M H 2 COLLECTBLDG.CROOF STR 28 -2 TP -391.16 � Q II FLOW RUNOFF RUNOFF (RIM=390.46) INV OUT: 387.50 TO 24 ! > I- I- D_ Z _ RIM= 8 . r Z_ _ V) V) r _ T ROPOSED DRAIN;#z i TR 14 cn PROPOSED i I ' I PROPOSED I STR:6 j (RIM=36 .z8) ! GRADE j ! VDOT STD. DI-3CC (L=10) - GRADE, 6+80.6VDOT STD. MH -1 -- -VSTAO.T STD. DI- 3CC(L- ' 6')390 uj 4+57.86TP- 87.9 ! i INV IN: 378.00 TO 16 TP=389.39 TP 392.02 STR: 1 8 ROPOSE BLDG. A W/L L� OUT: INV IN: 377.05 TO 4 INV IN: 378.27 TO 8 i I INV UT: 377.90 TO 2 NOTES: P OPOSED BLDG C L LATERALS 1' MIN. R ( I , i o ( 'LATERA!S 'MIN I VDOT STD. DI-3CC (L-6) ; INV IN: 377.05 TO 28 I SEPARATION INV IN: 380.27 TO 22 1. ALL FILL TO BE PLACED AT 95/o COMPACTION. I ( STR: 16 } z. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER WJE. SEPA TION) STA.. 3+92.12 ! I IINV o iP=391.45 i VDOT STD. - = I I IN I o UT. 378.17 TO 4 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM 385 ( DI 3C (L 10) - - T. 376.95 _ __ c� PROP SED 6" S/L LATER�IL STA. 5+68.22_ I 4 ! V I N 377 05 TO 1 ' ___-- - ___ _,__ INV IN: 380,52 TO 20 -' ---- IN N , - - --- _ SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & I r'; SHOV�/NATTHEMINIMU:NI j TP 385.94 I 3 V OU TO 85 SANITARY SEWER MUST BE PROVIDED. TO INV OUT. 380.42 TO 16 ! ; 15" CL III RCP r7 z.o8 SLOPE, HAVE A" E i ; � I INV 1N: 378.9 i 7 TO 18 i I ( a O S PARATI �N. � 1 F I n ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST _ I q ' �.._._._._ L_.. INV OUT: I 18 CL III RCP k 72.17 LF I Lij 4 378.87 TO 14 _.___ I _..__._._ , ._ _._ ............Lij . _..._ _ . PREDOMINATELY OF SOIL AND BE PLACED IN SUCCESSIVE ' I ! I 112.44 LF ! ! ®5.75% ; ( . PRQPOSED 1 "HDPEuj UNIFORM LAYERS NOT MORE THAN 8 INCHES IN PIPEw/STONE STR: 20 ! ! ! I 0 0.78 � 15" CL n _ 380 380 { 380--- -VDOT STD. DI -38B (L=10') -----!--- -- �- - _ --�- Lu THICKNESS BEFORE COMPACTION OVER THE ENTIRE 380 _ BEDDINGA z.o4b 15 CL Ill RCP 123,88 LF 74.26 LF ROADBED AREA IN ACCORDANCE WITH VDOT zoo? ROAD - STA. 2+68.14 0.61% 15" 2.02% I AND BRIDGE SPECIFICATION 303.04 TP -389.88 CL !II RCP 176.30 LF !-- CONTRACTOR SHALL FIELD VERIFY ALL EXISTING \ ! ! 0 0.82% ! 15 CL III RCP }- INV IN. 381.37 TO D 5 RAIN ELEVATIONS OF ROADWAY, CURB & GUTTER PRIOR TO I INV OUT: 381.27 TO 18 I I j _____ I-_._ 48.90 LF _.__-_-Lij - j 6 j _ _ 0 2.82% � CONSTRUCTING THE EXTENSION OF THE ROADWAYS. i I I I - jXISTINGI NOTIFY THE ENGINEER OF ANY DISCREPANCIES SO THAT 375 --- _ _ I 375 375 ! 375 - _ T �_ - --- „ ! .....- ------ -- GRADE - - THE ELEVATIONS OF THE TIE-IN CONNECTIONS CAN BE -18 CL II RCP- 38.86 CP I I 1 j ADJUSTED ACCORDINGLY. 3$.86 LF j i 02.20% 1 D. L. III RCP X STING EWER PROPOSED IS VDOT ST C ______. ___. ___._ _..___.... _,__ _.--.. _ ..._._. v __.___ _.__ I._ + i I E I I € _.. _ __.._ __ _ __... A._..__.__ _ _ ____.. 6. THE STORMS , s ! ,....... _ ._.._. __. _._._.. ....... . . ........ _. _.._ __. _____ � ..___ ....__. _ .__.. .... _._ .__._.___ _ . ... ___. _._. ; . _..._ . ,._. _, I _Ln HOWEVER THE CONTRACTOR MAY SELECT A VDOT { GRADE ii 1 I i..Lu i ! � APPROVED MATERIAL IN LIEU OF THE PROPOSED VDOT CL. ! ! ! 370 ! I I ! ! 370 370 ! 370 III RCP. CONTRACTOR SHALL ENSURE MINIMUM STONE I i l r r7 r7 r7 r7 r0 JOB NO. BEDDING REQUIREMENTS ARE PROVIDED. 0 r 0 W W d 0 O d 0 0 O O O O 0 O O LO O On Ln CD O _I J O O O _j _j 132093 WW Ln p � LnO O coO 0cy)O O 'toD 0c0 co oCO 0N Ln 000COO cD 00 Ld W O r �j 00 00 r7 rn r� OUCr7 00 n SCALE W L_ WLL. r=5' (v) 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+25 0+00 0+50 1+00 1+50 2+00 1"=50'(H) SHEET NO. YARD DRAIN - STR. 2 STR. 26 - 6 6 ~ _ ,fi I. Structure Area CW tL Station -,"f, ��'►'ldl,1V5ti ' r"'' r ' , /__ _- lv ACre5 Mill, " ..- , r,. , ,,_. 5 I f '" ; i` G f .-. / P�,- 86��y / (( Z � ,y 2 0.00 0.00 5.0 4+58 IN _.- -. - r; s r ', r. " .1 � f `. ,, f ' ' ,," 2 1�1 4 0.05 0.90 5.0 3+65 i / / -,- . '� ®® .r ` t Y r _ T - 11. r , ,/ �a 5 7+ 1 v .r, 6 0.04 0.90 _ .0 53 - - N h, ', -' 1.��■■ 8 0.25 0.71 5.0 1+88 '; - - - -- /' �'1° y. f , y, g, Y 11 % ..� `. .�'' , rfi,,. r'" ,"y`� i� s r fir`{ �:rt y�,r t`t z ... 1a o.2a a.90 s.o a+97^`' -, r- "�' f =z°' r `i }.,. r ` . i $ yr s ri ,q� } a� �7' j . 12 1.89 0.51 5.0 0+11 .f ,, ,r' - rr 6 ' " I' ,• *„ 14 0.12 0.90 5.0 6+81 ; . , ; � � F r,a r 1 Y, % { r, l ry i 16 0.49 a.9a S.a 5+68 /< ,y 18 0 OS 0.90 5.0 3+92 f . f. 12 �, ' ' ; ,J fi /J// 5 2+68 _ 20 0.25 0.90 _ .0 - - ;, . '. I r f f ,fly, 4 f r , 22 0.31 0.90 5.0 2+09 :�- , ii�l ' f '/ 1.l1 .�rj �� 24 0.17 o.9a 5.0 0+72 tr, _' / " f,�r� ` / / fife,,,'', / / r _ :��'s�` rlt 26 0.1 , 0.76 5.0 0+00 / ",, �, , r I� �It' t r ,-'f r � �`'� � �. frau � �,10�: G 0 90 11.0 0+a5 ,'!r.1<: 28 0.l �1 / ter^' � 11c tLr ,T- �G yg'�, ®,'3' .� -> r E DI 2.15 0.7.5 5.0 0+00 ' ' r ®' I- r / 711 iuv R,t asss�' f , r WIR o � ms '151 UDA 0.22 0.90 5.0 , r 1 r rt , UDB a.22 a.90 5.0 - =' ' � . f `� j is J+ /'` fi - UDC a.19 0.90 5.0 - - !, - ,i �\ Dl t a.oa O.oO 5.0 1+55 z - 'Z, yrs '' / / / // '� / f DR2 0.00 0.00 5.0 0+44 i1, ♦ , ,~ ,, 'i1. I ✓rix✓ 1 3 a 71 S.a a+oa tt % , :' r,f{.`7r ::,yvY DR 0.3 7 / ,� , . , f,i ` 1,r v ",%';; ,`' / i ,/' if#kTT alT xxezT it 1vEi=-' , 'j I f' -. ,. fi,s P a ' r Id ERT :i (SF x"383,2: ,"'vFA:: t . % /" `', * ' ` r r. 1 r` r r , . % fi t I f / l/ I / f / ✓� r , I 11, J , J' r J / ✓ % ® t f,,' r , z , i 14 I 11 r u ,, f .... �,. I if ': 1 y:4 i / ,, ,/ , i r'� rI /' f .. rok#J ✓ I r �,t, ; �� , % r � / t' ,- f f r l fi!` i , ✓'` , .- ,'yrs RArE'4L£3. ®, r / �, f / 't IN'' -t' i5' 2 3F /` / rr f J,' r '`� J f t I t!Y�ft: OUT- 41 ,� - _ , ,. " , , /7 - r , , J/ , o, \/ '' / / � � I I -11 - / " . /� / ,t. 14 I / "� i .' t f W / 7 / /y / ® I �r /r /11 / `` `.� }ll" `r ✓ , , 'I - l,' ._......__ . 1 " _ �,. 011406 -' 1 , - . t �f 1/ t If j A C /t !�/ - h AN Alli- - ",: ., -- I 1/1�1', /` I --/ / / ---- -1" \ (I- , �// 7, ---- -4 M , 1 `,� R -t: ° a `ta L -111,_w 5 t . �. .... _..:or << i lt� '.Z �� ,} ✓,'. - , 11 / % _._ _, t __._ _ /� t , y/ / to i r y PIPE DESIGN Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 I nlet Hydrology Curb and Gutter I nlet I _ _ STR. NO. DIA. (i n.) LENGTH" (ft.) PIPE I NFOIRMAT I ON SLOPE INVERT INVERT (%) I N OUT w ^ � Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Q �zl.^ ,:� Lb m Q m v - T o > ID 0 p "- M o o r- p � 2 W `✓ 0C 6 389.50 Mannings Coefficient, n is 0.013 - m o g Es CL C - W u 85.94 5.53% O , N -2 2 O- O ' N N U > O U- W 5 O� C U O � C MC 0.018 1 0 4 � � n = 0.013 for RCP r- L m Lm a= n� m E y n = 0.01 for HDPE c x N o 6m U) Curb and Gutter > -i Q C 6 O 6 - ui 3 U) U) f- o wa- a a 1- 12 390.25 Inlet Pipe 1 0.90 0.018 [0=0. 0.07 H drolo I 0.050 `-= 0.083 1 1.6600 1 1.48 1 00 t 21 a Pipe I 0.03 I 0.90 0.027 1 0.11 I 0.00 0.11 0.008 2 U D- o N ro Z a " O Q o 1.72 Z � M C o a, -0 0 O 378.27 N _ - c a Right i. - u ,� `7 � - ...r 5 "a O ^-. W = Ui to 0.040 1 v �- U � - N X CG -2 LU N 2O C N C .o Q W o o 0 o g � ° ]__1.70 2.0750 1.70 1.00 2 u 1 0:7:87 0.00 0.78 4 � .2 -0 2_S . C 2 = D � N C � C C Left U O 0.71 0,121 0 7 C � t + x 2 C U ua. S N > i E 0 U O n ... m M 0.057 X 0.00 0.23 o " II 11 M 5 E w U Q 2 i1 > -j N I (J C¢J d a 6 (n U1 i N U) N Lu - (% N (n 2 J J W d a v lo 3BB 10.0 0.20 1 0.90 I 0.180 0.72 1 DAO 0.72 � 0.02 1 2.0 1 0.0830 9 ) N 4.71 1 0 0 O 0.07 U O U N 0.72 1 v O 1 0.033 1 IS � U 3.5120 m N0 CL � E! 1 0.261 1.04 U 0.040 0.050 N 1 0.083 u 1 2.95 Q 1 16600 Right 0.20 0,180 0.72 0.00 0.72 0 m 0.083 1.6604 2.56 0.98 U HDPE 1 0.12 STR 16 DI -3C I 10.0 combined flow 18 0.020 0.15 0.321 2.94 DR1 1 4.1500 Left 0A2 o 0.018 - Q-0{ E 2 2.0 0 083 E - o C a Ew 0 I 0.00 0.11 oa F 0.083 � 3.06 0-99 0.024 CG -2 C combined flow 02 o E @ 123.98 � o N N a CU = 0 ( 1 2.0 n 083 LL - 1 .97 � > STR 20 D1-3BB 10.0 2: E4 0) LLJ 0 65 - 0.005 0.024 S] O 34583 O . 378.97 RCP3 1 4.50 1 0.92 a > � 7 � J C (n Left � 0.054 = LL 0.00 0.22 � O. 020 O E: N 1 4.1500 3.75 0.96 112.44 0.68% Right 1 0.25 1 0.90 0.225 0.90 0.00 0.90 0.008 0.020 2.0 0.083 4.1500 6.77 0.78 0.39 0.51 Right I STR 22 . DI -3C 1 8.0 combined flow 1.1 10 0.12 1 0.263 I 6.02 VDOT STD. IS -1 & ST -1 REQ'D 13 Left Pipe run: Str. 12 - Outfall 1 0.76 1 0.015 I 0.06 0.00 I 0.06 0.010 0.029 2.0 0.083 2.8621 1.85 1.00 Left 0-n9 Right 0.11 0.76 0,084 0.33 0.00 0.33 0.010 0.029 2.0 0.083 2.8621 3.51 0.95 12 10 1.89 1 007 0.51 combined flow 0.4 0.964 0.964 5,00 6.67 Left 6.42 6.42 0.081 384.00 379.25 85.9 0.01 0.0553 15 3.71 15.19 72.17 11.81 Right 0.12 0.90 0.063 10 8 0.20 0.026 0.90 0.083 0.180 1.144 512 6.63 1.19 7.58 combined flow 0.6 379.15 378.70 91.0 0.01 0.0050 24 2.02% 16.00 381.75 5.00 0.46 0.30 N/A 0.83 8 6 0.25 0.71 109.40 0.178 2.934 5,42 6.53 CG -2 1.16 19.16 VDOT STD. IS -1 & ST -1 REGD 378.60 378.27 64.4 0.01 0.0050 30 1 RCP3 29,00 6.30 0.17 6 4 0.04 0.90 0.036 3.501 5.59 6.48 0.4 0.23 22,67 0.2487 378.17 377.61 112.1 0.01 0.0050 30 29.00 42.60 6.52 1.75 0.29 0.09 4.8 4 2 0.05 0.90 0.045 3.546 5.88 6.39 0.29 22.67 377.51 377.05 93.1 0.01 0.0050 30 29.00 6.52 0.24 2 OUT 0.00 0 0.00 I 0.000 1 4.771 11.55 5.08 0.00 24.23 15 376.95 376.76 37.7 0.01 0.0050 36 47.16 6.67 0,09 Pipe run: Existing DI - Str. 8 EX DI 0.00 130 0 1.65 2.14 1.07 1.73 387.80 391.09 EX DI 8 2.15 36 0.75 0.001 1 1.613 1 1.613 1 5.00 1 6.67 10.75 1 10.75 382.77 1 378.70 1 23.7 0.01 0.1719 1 15 26.78 1 20.61 1 0.02 Pipe run: Drain #3 - Str. 2 22,7 6.5 148 0.7 0.23 0 0 0.40 NIA NIA 0.45 379.61 389.39 3791.61 93.12 30 22.67 0.003 028 6.5 0.2 4 22.7 6.5 148 0.7 0.23 180 0.4624 DR3 DR2 0.37 0.56 0.71 380.46 0.263 0.263 5.00 6.67 30 1.75 1.75 034 384.09 383.64 426 0.01 0.0100 12 3.86 4.78 0.15 DR2 DRI 0.00 0.00 0.000 0.263 5.15 6.62 0.00 1.75 121 383.64 382.51 109.4 0.01 0.0100 12 0.53 3.86 381.33 4.78 0.38 64.43 30 DR1 20 0.00 0.14 0.00 0.2 0,000 0.263 5.53 6.50 0.00 1.75 382.51 381.37 110.4 0,01 0.0100 12 3.86 4.78 0.38 1 20 18 0.25 222 0,90 2.31 0.225 0.488 5.91 6.38 4.60 1.43 3.11 389.56 381.27 380.52 124.0 0.01 0.0061 15 0.10 5.05 0.1 4.30 0.48 18 16 0.05 0.90 0.045 0.533 6.39 6.24 0.28 3.32 380.42 378.97 176.1 0.01 0.0082 15 76 5.85 0.76 4.88 1.517 0.60 3.08 1.54 16 14 0.49 390.25 0.90 387'.71 0.441 0.974 7.00 6.07 0.85 2.68 5.91 378.87 378.10 112.4 0.01 0.0078 18 9.28 5.53 0.34 12 14 2 0.12 0.90 0.108 1.082 7.33 5.98 0.65 6.47 178 378.00 377.05 38.9 0.01 0.0220 18 389.50 15.58 8.33 0.08 Pipe run: Str. 28 - Str. 2 28 1 2 0.16 0,90 1 0.144 1 0.144 1 11.00 1 5.18 0.75 1 0.75 378.91 377.05 1 129.3 0.01 0.0144 1 15 7.75 3.89 0.55 Pipe run: Str. 26 - Str. 6 26 24 0.13 0.76 0.099 0.099 5.00 6.67 0.66 0.66 387.50 383.35 72.2 0.01 0.0575 15 15.49 6.25 0.19 24 22 0.17 0.90 0.153 0.252 5.19 6.60 1.01 1.66 383.25 381.75 74.3 0.01 0.0202 15 9.18 5.59 0.22 22 6 0.31 0.90 0.279 0.531 5.41 6.53 1.82 3.47 381.65 380.27 48.9 0.01 0.0282 15 10.85 7.77 0.10 INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 I nlet Hydrology Curb and Gutter I nlet I _ _ STR. NO. DIA. (i n.) LENGTH" (ft.) PIPE I NFOIRMAT I ON SLOPE INVERT INVERT (%) I N OUT w ^ � Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Q �zl.^ ,:� Lb m Q m v - T o > ID 0 p "- M o o r- p � 2 W `✓ 0C 6 389.50 Mannings Coefficient, n is 0.013 - m o g Es CL C - W u 85.94 5.53% O , N -2 2 O- O ' N N U > O U- W 5 O� C U O � C MC 0.018 1 0 4 � � m a � w r- L m Lm a= n� m E y Inlet Hydrology c x N o 6m U) Curb and Gutter > -i Q C 6 O 6 - ui 3 U) U) f- o wa- a a 1- 12 390.25 Inlet 0.02 1 0.90 0.018 [0=0. 0.07 0.008 I 0.050 `-= 0.083 1 1.6600 1 1.48 1 00 t 21 a Right I 0.03 I 0.90 0.027 1 0.11 I 0.00 0.11 0.008 2 U D- o N ro Z a " O Q o 1.72 Z � M C o a, -0 0 O 378.27 STR 4 DI-3CG 1 6.0 _ - c a Right i. - u ,� `7 � - ...r 5 "a O ^-. W = Ui to 0.040 1 v �- U � - N X CG -2 LU N 2O C N C .o Q W o o 0 o g � ° ]__1.70 2.0750 1.70 1.00 1 0-121 1 0:7:87 0.00 0.78 4 � .2 1 0.083 o 2 = D � N C � C C Left U O 0.71 0,121 0 7 C U7 � t + x 2 C .� S N > i E 0 U O n ... m M 0.057 X 0.00 0.23 o " II 11 4.1500 E 0 U Q 2 i1 > -j N I (J C¢J d a 6 (n U1 i Ln Co U) N Lu - (% N (n 2 J J W d a v lo 3BB 10.0 0.20 1 0.90 I 0.180 0.72 1 DAO 0.72 0.033 0.02 1 2.0 1 0.0830 4.1500 1 4.71 1 0.90 0.018 0.07 0.1517 1 7.36 1 1.36 I 1.00 1 0.72 1 0.00 I - 24 1 3B I 8.0 0.17 1 0.90 1 0.153 1 0.61 1 0.00 1 0.61 1 0.033 1 0.02 1 2.0 1 0.0830 1 4.1500 1 4.43 1 0.92 3.5120 1 0.1463 1 0,1546 1 6.80 1 1.18 I 1.00 1 0.61 1 0.00 I - Y ( E .,- ~' ,,gLDG. A ROOF - ,, , ' RUNOFF-r,irD a \ TO..STR: 4"COD A) - \ 4 '- ,y '1-1 6 r >�f. 1. /, sir l ,.- 1W. 1� M r _1-11 . - - ,y ,s'+ ..-;f It r �s s ..4 I I r.l -.. _ 3 r. '. * . q " r i.: ',,` , f ;x STR. 18 (UD'-� , I .-r r - ' # ' ash ! } i f ty .. ' y i u { „rro l , r� . 1A,t ` l t tj, INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 I nlet Hydrology Curb and Gutter I nlet I _ _ STR. NO. DIA. (i n.) LENGTH" (ft.) PIPE I NFOIRMAT I ON SLOPE INVERT INVERT (%) I N OUT w ^ � INLET I NFORMATI ON INLETTYPE Curb SLOT Type LENGTH RIM* ELEVATION COMMENTS Q �zl.^ ,:� Lb m Q m v - T o > ID 0 p "- M o o r- p � 2 W `✓ 0C 6 389.50 ^ v F - m o g Es CL C - W u 85.94 5.53% O , N -2 2 O- O ' N N U > O U- W 5 O� C U O � C MC 0.018 1 0 4 � � m a � w r- L m Lm a= n� m E y M 4 e o o o Q c x N o 6m U) v O 3 N'C E > -i Q C 6 O 6 - ui 3 U) U) f- o wa- a a 1- 12 390.25 Left 1 0.02 1 0.90 0.018 [0=0. 0.07 0.008 I 0.050 2.0 1 0.083 1 1.6600 1 1.48 1 00 8 74.26 Right I 0.03 I 0.90 0.027 1 0.11 I 0.00 0.11 0.008 1 0.050 1 2.0 1 0.083 1 1.6600 1.72 1.00 0.50% 378.60 378.27 STR 4 DI-3CG 1 6.0 combined flow 0.2 0.04 0.088 0.81 Right 1 0.02 Left 1 0.02 1 0.90 I 0.018 1 0.07 0.00 0.07 0.008 0.040 1 2.0 1 0.063 2.0750 CG -2 1.00 392.02 VDOT STD. IS -1 & ST -1 RECD Right 0.02 0.90 0.018 0.07 0.00 0.07 0.008 0.040 2.0 0.083 ]__1.70 2.0750 1.70 1.00 1 0-121 1 0:7:87 0.00 0.78 4 STR 6 DI-3CC 6.0 combined flow 0.1 1 0.083 0.03 0.076 0.87 1 5 ( 0.85 Left 0.17 0.71 0,121 0.48 0.00 0.48 0.015 0.020 2.0 0.083 4.1500 4.70 0.90 4.84 089 Right 0.08 0.71 0.057 0.23 0.00 0.23 0.008 0.020 2.0 0.083 4.1500 4.04 4.94 - 389.39 VDOT STD. IS -1 & ST -1 REQ'D STR 8 DI-3CC 8,0 combined flow 0.7 37.66 0.09 0.194 4.46 376.95 376.76 Left 0.10 0.90 0.090 1 0.36 1 0.00 0.36 0.0500.050 EX DI - 8 2, D 0.083 1.6600 1.90 1.00 378.70 RCP3 Right 0.02 0.90 0.018 0.07 O.00 0,07 0.050 0.050 2.4 0.083 1.6600 1.04 1.00 1 0.261 YARD DRAIN - STR 14 D1-3CC 10.0 combined flow 0.4 2.0) 4,06 1 0.126 1.15 12 42.60 Left I 0.29 1 0.90 1 0.261 1.04 0.00 1.04 0.040 0.050 I 2.0 1 0.083 1 1.6600 1 2.95 0.95 1 0.083 1 16600 Right 0.20 0.90 0,180 0.72 0.00 0.72 0.040 O.D50 2.0 0.083 1.6604 2.56 0.98 382.51 HDPE 1 0.12 STR 16 DI -3C I 10.0 combined flow 18 0.020 0.15 0.321 2.94 DR1 1 4.1500 Left 0A2 0.90 0.018 - Q-0{ D.OD 0.07 0.008 0-020 2.0 0 083 4.1500 �� _-6_ 0.99 1.03% 382.51 Right 1 0.03 1 0.90 I 0.027 I 0.11 I 0.00 0.11 0.008 1 0.020 20 0.083 4.1500 3.06 0-99 0.024 DI -31313 CG -2 STR 18 DI-3CC 1 6 0 combined flow 02 VDOT STD. IS -1 & ST -1 RECD 004 1 0.088 2-03 15 123.98 Left I 0.07 1 0.90 0.063 0.25 000 0.25 0.015 1 0.024 1 2.0 n 083 1 3.4583 1 3-29 1 .97 4.9 STR 20 D1-3BB 10.0 Right 0.18 0.90 0.162 0 65 0.00 0.65 0.005 0.024 20 0.083 34583 5.76 0.82 378.97 RCP3 1 4.50 1 0.92 STR 20 DI-3BB 10.0 combined flog 0.9 Right 0.15 NIA 7 0.30 16 1.46 n.00 1.46 Left 0.06 0. c 0.054 0.22 0.00 0.22 0.010 O. 020 1 2.0 1 0.083 1 4.1500 3.75 0.96 112.44 0.68% Right 1 0.25 1 0.90 0.225 0.90 0.00 0.90 0.008 0.020 2.0 0.083 4.1500 6.77 0.78 0.39 0.51 Right I STR 22 . DI -3C 1 8.0 combined flow 1.1 10 0.12 1 0.263 I 6.02 VDOT STD. IS -1 & ST -1 REQ'D 13 Left 1 0.02 1 0.76 1 0.015 I 0.06 0.00 I 0.06 0.010 0.029 2.0 0.083 2.8621 1.85 1.00 Left 0-n9 Right 0.11 0.76 0,084 0.33 0.00 0.33 0.010 0.029 2.0 0.083 2.8621 3.51 0.95 377.05 RCP3 1 007 STR 26 DI -3C 10.0 combined flow 0.4 1 0.41 0.05 1 0.118 1 1.87 26 0-026 1 Left a 090.90 3.1923 1 0.081 0.32 0.00 0.32 0.010 0.026 2.0 0.083 3.1923 3.71 0.94 72.17 5.75% Right O.07 0.90 0.063 0.25 0.00 0.25 0.005 0.026 2.0 0.083 3.1923 1 3.84 1 0.94 STR 28 DI-3CG 1 8.0 combined flow 0.6 8 0.08 I 4.169 1 2.98 VDOT STD. IS -1 & ST -1 REGD INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter DRAINAGE DESCRIPTIONS I _ _ STR. NO. DIA. (i n.) LENGTH" (ft.) PIPE I NFOIRMAT I ON SLOPE INVERT INVERT (%) I N OUT MATERIAL INLET I NFORMATI ON INLETTYPE Curb SLOT Type LENGTH RIM* ELEVATION COMMENTS 12 C'.: Q a^ o m E. 1 m Q m v - T o > ID 0 .� N o o 0 2 � a o o r- p � DI -7 - - 389.50 VDOT STD. IS -1 & ST -1 REQ'D 11 15 85.94 5.53% 384.00 379.25 RCP3 Left I 0.02 I 0.90 1 0.018 1 0.12 1 10 0.008 1 0.050 1 2.0 1 0 083 1 1.6600 1 1.78 DI -31313 CG -2 10 390.25 VDOT STD. IS -1 & ST -1 REGD 9 24 90.96 5.53% 379.15 378.70 RCP3 1 0.083 1 1.6600 207 1 1.00 8 74.26 STR 4 DI-3CC 6 0 combined flow 03 0.001 0.06 1 0.122 1.12 5.6 DI-3CC CG -2 8 389.56 VDOT STD. IS -1 & ST -1 REQ'D 7 30 64.43 0.50% 378.60 378.27 RCP3 1 1.DO � Right 1 0.02 6 1 1 0.018 1 0.12 1 D00 0.12 0-008 1 0.040 1 2.0 1 0-083 DI-3CC CG -2 6 392.02 VDOT STD. IS -1 & ST -1 RECD 5 30 112.05 0.50% 378.17 377.61 RCP3 Left 1 0.17 1 0.71 1 0-121 1 0:7:87 0.00 0.78 4 1 0).020 1 2-0 1 0.083 1 4.1500 1 5 ( 0.85 DI-3CC CG -2 6 391.90 VDOT STD. IS -1 & ST -1 REGD 3 30 93.12 0.50% 377.51 377.05 RCP3 4.84 089 ` 4 M n 9 0 U 2 combined flow 1.2 m '7 0.12 1 0.269 1 6-16 Left MH -1 - - 389.39 VDOT STD. IS -1 & ST -1 REQ'D 1 36 37.66 0.50% 376.95 376.76 RCP3 Right 0.02 j 0.90 1 0.018 012 1 D.00 0.12 0.050 EX DI - 8 15 23.67 17.19% 382.77 378.70 RCP3 tE > la O STR 14 DI-3CC 10-0 combined flow 0.7 X DR3 O i Left 1 029 1 0.90 1 0.261 YARD DRAIN - - 385.75 2.0) DR3-DR2 12 42.60 1.06% 384.09 383.64 HDPE 0.20 0.90 0.180 1.17 0.00 1.17 DR2 0-050 2.0 1 0.083 1 16600 1 3.08 1 0-94 YARD DRAIN - - 390.46 combined flow 2.9 DR2-DR1 12 109.40 1.03% 383.64 382.51 HDPE 1 0.12 I 0.00 0.12 0.008 0.020 1 2 D DR1 1 4.1500 1 T1:5=0 1 1.17 0.00 1.17 Right I D.03 1 0-90) YARD DRAIN - - 390.46 1 0.020 DR1-20 12 110.41 1.03% 382.51 381.37 HDPE STR 18 DI-3CC 6 0 combined flow 0.3 112.44 0-06 1 0 122 1 280 3B 20 Left 1 0.07 1 0.90 1 R 063 1 0.41 1 0.00 0.41 0.015 0.024 DI -31313 CG -2 10 389.88 VDOT STD. IS -1 & ST -1 RECD 19 15 123.98 0.60% 381.27 380.52 RCP3 D-024 1 2.0 1 0-083 1 3.4583 1 691 18 3.3 4.9 STR 20 D1-3BB 10.0 combined flow 1.5 0.13 DI-3CC CG -2 6 391.45 VDOT STD. iS-1 & ST -1 REGD 17 15 176.10 0.82% 380.42 378.97 RCP3 1 4.50 1 0.92 0.47 4.9 Right I 16 1.46 n.00 1.46 1 D. 020 1 1 1 0.083 1 41500 DI -3C CG -6 10 1 385.94 VDOT STD. iS-1 & ST -1 REQ'D 15 18 112.44 0.68% 378.87 378.10 RCP3 0.76 1 0.015 1 0.10 0.00 0.10 0.010 1 0.029 1 14 0.083 1 2.8621 1 2.22 1.00 0.39 0.51 Right I DI-3CC CG -6 10 387.98 VDOT STD. IS -1 & ST -1 REQ'D 13 18 38.86 2.44% 378.00 377.05 RCP3 STR 26 DI -3C 10.0 combined clow 0.6 0.07 1 0.164 1 259 28 Left 0-n9 0.90 I 0.081 1 0.53 DI-3CC CG -6 8 391.44 VDOT STD. IS -1 & ST -1 REGD 27 15 129.25 1.44% 378.91 377.05 RCP3 1 007 1 0.90 1 0.063 1 0.41 1 0.00 0-41 26 0-026 1 2.0) 1 1 3.1923 1 4.61 1 1 DI -3C CG -6 10 1 391.16 VDOT STD. IS -1 & ST -1 REGD 25 15 72.17 5.75% 387.50 383.35 RCP3 24 DRI DI -313 CG -2 8 390,31 VDOT STD. IS -1 & ST -1 REGD 23 15 74.26 2.02% 383.25 381.75 RCP3 0.46 0.60 N/A 0.83 383.07 22 383L31 109.40 12 1.75 0.002 DI -3C CG -2 8 389.56 VDOT STD. IS -1 & ST -1 REGD 21 15 48.90 2.82% 381.65 380.27 1 RCP3 DR2 INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet I _ _ �:, b L. ss _ Est, Ii � 2 I2 f = - O ` w u w N Q Lo 6 c w " s U � iv w -W, N N O V O c o s -° � � w D = U C'.: Q a^ o m E. 1 m Q m v - T o > ID 0 .� N o o 0 2 � a o o r- p � m o � � m `m w 5 w m -u m w - o o o) E a_ 0 _j �t U U C) 0 C1 cn in i rn uJ F: w° -o -o F � Left I 0.02 I 0.90 1 0.018 1 0.12 1 0.00 0-12 0.008 1 0.050 1 2.0 1 0 083 1 1.6600 1 1.78 1 1.00 Hydrology Right 0 03 0-90 0-027 0.18 1 0.00 0.18 0.008 I 0-050 1 2.0 1 0.083 1 1.6600 207 1 1.00 382;.75 74.26 STR 4 DI-3CC 6 0 combined flow 03 0.001 0.06 1 0.122 1.12 5.6 a5 Left 1 0.02 1 0 90 0.018 0.12 OM 0.12 0.008 0.040 1 2.0 1 0.083 1 2.0750 1 2.04 1 1.DO � Right 1 0.02 1 0.90 1 0.018 1 0.12 1 D00 0.12 0-008 1 0.040 1 2.0 1 0-083 2W5D 2.04 1.00 ^ ill U 1 N C STR 6 DI-3CC 1 60 combined flaw 0.2 0.05 1 0.105 1 1.21 o O - CA Left 1 0.17 1 0.71 1 0-121 1 0:7:87 0.00 0.78 0.015 1 0).020 1 2-0 1 0.083 1 4.1500 1 5 ( 0.85 T o ` Right 0.08 0.71 0.057 0.37 0.00 0.37 0.008 0.020 2 0 0.083 4.1500 4.84 089 ` 4 M n 9 0 U STR 8 DI-3CC 8.0 combined flow 1.2 m '7 0.12 1 0.269 1 6-16 Left I 0.10 0.90 0.090 0.59 D 00 0.59 0.050 0.050 2.0) 0.083 1-6600 2.27 1.0)0 129.25 15 Right 0.02 j 0.90 1 0.018 012 1 D.00 0.12 0.050 0.050 2.0 0.083 1.6600 124 1.00 -i 1- O tE > la O STR 14 DI-3CC 10-0 combined flow 0.7 X 0.08 0.174 159 O i Left 1 029 1 0.90 1 0.261 1 1.70 1 ROO 1.7D D-040 0.050 2.0) D.083 6600 3 54 0.90 fn Q Right 0.20 0.90 0.180 1.17 0.00 1.17 D.D40 0-050 2.0 1 0.083 1 16600 1 3.08 1 0-94 v) � U) of STR 16 I DI -3C I 10.0 combined flow 2.9 Ld 0.20 1 0 443 1 4.07 {n =, -j Left 1 0.02 1 0.90 1 0018 1 0.12 I 0.00 0.12 0.008 0.020 1 2 D 1 0.083 1 4.1500 1 T1:5=0 1 1.17 0.00 1.17 Right I D.03 1 0-90) I 0.027 I 0.18 I 0.00 0.18 8008 1 0.020 1 2.0) 1 0.083 1 4.1500 1 367 1 0.97 1 1.08 1 1.00 I 1.17 STR 18 DI-3CC 6 0 combined flow 0.3 112.44 0-06 1 0 122 1 280 3B 1 8.0 Left 1 0.07 1 0.90 1 R 063 1 0.41 1 0.00 0.41 0.015 0.024 1 2.0 1 0.083 1 3.4583 1 3.95 1 0.94 1 0.88 3.5120 Right 0-18 0.90 1 0.162 1 1.05 0.00 1.05 0.005 D-024 1 2.0 1 0-083 1 3.4583 1 691 1 073 3.3 4.9 STR 20 D1-3BB 10.0 combined flow 1.5 0.13 0.15 1 N/A I 0.30 0.2591 0.51 Left I 0 06 1 0.90 0.054 0.35 0.07 0.42 0.010 0.020 1 20 1 0.083 1 4.1500 1 4.50 1 0.92 0.47 4.9 Right I 0-225 1.46 n.00 1.46 0 008 D. 020 1 2.0) 1 0.083 1 41500 1 812 1 0-69 combined flow 1.9 18 0.17 0.373 8.54 STR 22 DI -3C 1 8.0 Left 1 0.02 0.76 1 0.015 1 0.10 0.00 0.10 0.010 1 0.029 1 20 1 0.083 1 2.8621 1 2.22 1.00 0.39 0.51 Right I D-11 1 0.76 1 n-084 1 0.54 0.00 0.54 0 010 1 0.029 1 2.0) 1 0.083 1 28621 1 4.21 0.93 4.3 0.1 STR 26 DI -3C 10.0 combined clow 0.6 0.07 1 0.164 1 259 Left 0-n9 0.90 I 0.081 1 0.53 0-00 0-53 0.010 I D-026 1 2.0) 1 0.083 1 3.1923 1 4.45 089 1.8 Right 1 007 1 0.90 1 0.063 1 0.41 1 0.00 0-41 0.005 1 0-026 1 2.0) 1 0.083 1 3.1923 1 4.61 1 087 110.41 12 STR 28 DI-3CC 1 8.0 combined flow 0.9 0.2 3 0.11 0-234 1 4.12 0.1 INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) u1 -T -1 <<<<Lc.-� - -a Io -w 3 ,o I _ _ �:, dun_:1111 c..,. ',,=�:a L. ss _ Est, Ii .,1= iY_ , t., Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) IIT .an 1e ,,1a1EE�E Ni.t _I_v 381.33 1 48.90 15 3.47 0.003 0.14 7.8 0.2 Mannings Coefficient, n is 0.013 22 Inlet Hydrology Curb and Gutter 5.6 9.3 0.5 0.17 151 Inlet 0.74 0.97 0.48 0.62 381.95 389.56 382;.75 74.26 15 1.66 0.001 0.05 5.6 a5 S N Q o � za m 0.7 63 4.1 0.6 ^ ill U 1 N C � m ff N o Cm o O - CA 3841.35 IV 15 a N 0,000 0,01 63 "E' C O N V6 w � N U � O-� N N 2,7 T o ` Il C o + N O Lu O 2 V O 2 O N ._ a 0 ` 4 M n 9 0 U m '7 nY 140 0 c Q� 0.11 384.46 1 E N 3791.61 129.25 15 0.75 0.000 0.02 3.9 + a]_ -i 1- O tE > la O = (E O X O i (n a � O N N O w Q E O U 0 m - fn Q 0.08 0.04 II II J C 3791.61 U 'E' E a > -- ¢ U U Ci a 0 U v) � U) of F w° Ld io {n =, -j L 0 G ° LY 10 3BB 10.0 0.20 0.90 0.180 1 1.17 0.00 1.17 0.033 1 0.02 1 2.0 1 0.083 1 4.1500 1 5.65 1 0,85 3.5120 1 0.1463 1 0.1444 1 9.30 1 1.08 1 1.00 I 1.17 0.00 3801.26 112.44 24 3B 1 8.0 0.17 1 0.90 1 0.153 1 0.99 1 0.00 1 0.99 0.033 1 0.02 1 2.0 1 0.083 1 4.1500 1 5.32 1 0.88 3.5120 1 0.1463 1 0.1488 1 8.53 1 0.94 1 1.00 I 0.99 0.00 0.07 1 Design Year: 10 Proieet: 51h St. Job4: 132093 Prenared bv: FGM- PE n L[i 11-1.sin. u1 -T -1 <<<<Lc.-� - -a Io -w 3 ,o I _ _ �:, dun_:1111 c..,. ',,=�:a L. ss _ Est, Ii .,1= iY_ , t., s Fin„I I N iI:., i IIT .an 1e ,,1a1EE�E Ni.t _I_v 381.33 1 48.90 15 3.47 0.003 0.14 7.8 0.2 22 1.7 5.6 9.3 0.5 0.17 151 0.3395 0.74 0.97 0.48 0.62 381.95 389.56 382;.75 74.26 15 1.66 0.001 0.05 5.6 0.1 24 0.7 63 4.1 0.6 0.21 128 0.4248 0.76 0.99 0.49 0.54 383-29 390.31 3841.35 72,17 15 0.66 0,000 0,01 63 0.2 26 0.00 140 0 0.15 0.20 0.10 0.11 384.46 1 391.16 3791.61 129.25 15 0.75 0.000 0.02 3.9 0.1 28 0.001 92 0 0.06 0.08 0.04 0.06 379.67 391.44 3791.61 38.86 18 6.47 0.004 0,15 83 0.3 14 1 5.9 5.5 I 33 0.5 0.17 170 0.3324 0.77 1.00 0.50 0.65 380.26 387.98 3801.26 112.44 18 591 0.003 0.36 5.5 0.1 16 1 1 1 3.3 4.9 16 0.4 0.13 170 0.2591 0.51 0.66 0.33 0.69 380.95 385.94 3801.95 176.10 15 3.32 0.003 0.47 4.9 0.1 18 3.1 4.3 13 0.3 0.10 108 0201.2 0.39 0.51 0.26 0.72 381.67 391.45 381.67 123.98 15 3.11 0.0020.29 4.3 0.1 20 1.8 4.8 8.4 0.4 0.12 176 0.2487 0.44 0,58 0.29 0.58 382.24 389.88 382'..24 110.41 12 1.75 0.002 0.2 3 4.8 0.1 DRI 1.8 4.8 8.4 0.4 0.12 91 0.2487 0.46 0.60 N/A 0.83 383.07 390.46 383L31 109.40 12 1.75 0.002 0.23 4.8 0.1 DR2 1.8 4.8 8.4 0.4 0.12 100 0.2487 0.46 0.60 N/A 0.83 .384.14 390.46 3841.44 42.60 12 1.75 0,002 0.09 4.8 0.1 DR3 0.00 96 0 0.09 0.12 N/A 0.20 384.64 385.75 386.07 23.67 15 10.75 0.028 0.66 20.6 1.6 EX DI 0.00 130 0 1.65 2.14 1.07 1.73 387.80 391.09 3791.16 37.66 36 1 24.23 0.001 0.05 6.7 0.2 2 22,7 6.5 148 0.7 0.23 0 0 0.40 NIA NIA 0.45 379.61 389.39 3791.61 93.12 30 22.67 0.003 028 6.5 0.2 4 22.7 6.5 148 0.7 0.23 180 0.4624 0.86 1.12 0.56 0.84 380.46 391.90 3801.46 112.05 30 22.67 0.003 034 65 0.2 6 19.2 6.3 121 0.6 0.22 147 0,4314 0.81 1.06 0.53 0.87 381.33 392.02 381.33 64.43 30 19.16 0.002 0.14 6.3 0.2 8 1 1 1 10.7 20.6 222 6.6 2.31 177 4.6183 7.08 9.21 4.60 4.74 386.07 389.56 386.07 90.96 24 7.58 0.001 0.10 5.0 0.1 10 6.4 11.8 76 2.2 0.76 107 1.517 2.37 3.08 1.54 1.64 387.71 390.25 387'.71 85.94 15 6.42 0.010 0.85 11.8 0.5 12 0.00 178 0 0.54 0.70 0.35 1.20 38892 389.50 \.,IK o > �7� /,. �I '✓� 1 `�ill -' SCOTT R. COLLINS'�Z J Li(-�. No. 035791 ri. U) Z 0 bt-y.. L2 J r t L (J co 7) Z -J Q i --i N Iti LLa Z iY_ Uj 11 11 S -1; REDI -ROCK RETAINING WALL ,�,;.,.s .:fe. ♦ ,.. - ., .....: ..'. .. _)PRE -MOLDED :_ �F •t ri "� 14 s�? ? SHALL BE 3000 Psi (5MIr N E/XPANSIOJOINT 'r CS„Za `KX 41- MIEL?!. M:17 3 2,301165 7 5 AT 2H DAYS OR MATERIAL WHEN T �s r' vT,, A'if i i :r�R _ fds1 Ni�i ER 4, ��:tr1k,CFI•i '^ti. STRONGER. 4" CONC. ADJACENT TO CURB 3.�� a� ��'_�'$�;: �a"` 9 I (''� i � � *�"� - #:..�#.�vi-�'= ���� � si°w: ,,.�,�,� Ca....�"S�n,,.h�,,.. a•,�#'��"ia„w.. 3"-„'I""9*>"��?i�,., a� �•Fa�l:'; ��� ,_ - : % , . • ., r?�' � � �,w.`T " a .: ; ^ ♦a�,: CY. u tax` .4�S=.l HIE a?.l:�a�a+T€.LFz� 4�. Ire.�'.A.T'�+� pi�,.•::�i� ��h,L .w: w - �.k�8Fi_E=sem E // / / / r . ��yy,�.v,,.-r.:..g' �4-♦.r -.�°��. 3,.a.sS4 >�.g.y ? a. ,���`� ,m=. :, �� a.) �Y°�f'�'�,�.� T.+�,���-L.-�:;��k l�:L` ' �- �A,g,v x�;�.I� :� � '�,��4 L�. / //✓/.���! '%ta"+... W.,.�. '�w�` C1.9'3. �1s.1 .. L•`}.e� x ,..xW. s=... .. .. - ..: �. :, �. x { ri 4...} � s ......♦ � �• R AINEb sl T E a�1`" _ !a n i ::b r` x. i � , s " V4,1m.i`1,0.4 `I:- ' `&LL DE` ! _ 4„ 21-A STONE BASE ;:IIRoIII;r, rCRET E SID WALK CON E TENANT �,HI � :,�::..__ . x• „,. •,;� : r=:� �,- {' �E'_`��fcc.` � J. ,,��'� Ps :��.?s a � d��, ,�f,;$ �.# idit$.. +�.! L.�.:�-:s +»' a� a �� � :.:.ac :� a? ° TENANT PANELS: FIVE (5) TEN ANT w - IEE F �� f _ _LIWT ' �9A TI T• . A TENANT BUILDINGS A & B (ITE LUC 814, SPECIALTY RETAIL TENANT PAINT COtOR� -'.. .._...... ..::.::: .-: ' MATrHEWS M92S8 SCALE: FACE OF WALL AT BOTTOM 1 »=5f (V) s ., � , < .I• �F. r al;) .S 1140 WK, TO MATCH (62 ENTER, 67 EXIT) 1 "=50'(H) (WEEKDAY)= 5.02 PEAK PM HOUR PER 1, OOOsf x S[dN MOUNTS BETWEEN (2) d�,r� � (J=1-•�� �a� ,..m.r� �r 3s-a���4"Jt--J'��.i:.. 3" POLES ��` :�^� �':� �� .��?�?°=i"����Tt 0.6 SCH9J44TIC OF PROfl7S,,0 SIGN PRIM& NOT TO SCALE , t = TLt ?��:0t;, 1 t g t SEr _ . & 338 EXIT) �.U2 i�rIZ-4 L (WEEKDAY)= 12.79 PEAK AM HOUR PER 1,000sf x EDGE OF BACKFILL ��^^99 ,, "aE 'ia �,( s�ppyf� ii ((�� r, Via'`"" , 3:' .° � a�ty�.' 'r�4`eTB. i EaW aH� - e, o'>ad fi/ 8 � R (WEEKDAY)= 13.18 PEAK AM HOUR PER 1, OOOsf x (53 ENTER, 59 EXIT) 3 2.15 0,� rx�'� > ,X^ IrIfI M'.? lu^v.�.1. �ti,.aiv'i,�'%....'3' t 5...--'i' ...1Y''. -+?PC .. `, •'..:« i�L.: G":r 6 1-.:, 8'E z...A (I INSTALL FILTER FABRIC '-'�°,'J ,. �f��-�°�=��. �y�•��-� =5ji6L+- �'rv- "' F'° #���'� ��£�� - . �1 '� �' FACE OF WALL AT TOP BETWEEN BACKFILL 3M-9.5 2 1.67 BM -25 0 STONE AND TOP SOIL 21A 9 0.6 8.74 SEE DETAIL ON THIS- DETAIL THIS SHEET) 45' CHAMFER , �• 9 � A9 d E+�P5 T REQUIREMENT WILL APPLY. SHEET HANDRAIL Q ? i a . �I .f , :� A4 1 ot� f s : t v NZn-i : 1_. 1 npo,POST x.01 Y � � ,A VtPAA a f' % s 7 .": Vii? " SHALL_ RG M.l �f� 94 T'.0 P 1 %rP'%` DETAIL ..:-„w _. y ... „ :. ,# �.._ .,.> '�, ,r+c - ; 'ar -q .'Yf ;. '" .' 3 Inr.�i � jai �'?>�. '��` `' �. �?v;r<,x».,w�•T 6„.:..,,t?-;�., .m,�Jrr_ s r„�"�,R,.<: ���..,.,.'$w i a�',..„... _ (2 PER DUMPSTER PAD) }nw;,. •� �' L..:�;. F 11�; � f ei= tF•4. 1."'" r�.�• 5r."'�`cs,N F.rf" ' ,� +� UJ ' rrs�'Aht+ ' Frwl ?;ST0 ,WE ::�� �x .. L SEE DETAIL ON THIS SEE DETAIL ON THIS �■ -,;r '-p-- 7. (PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT (PRIME SHEET FOR 18" HIGH x41" SHEET FOR 18" HIGH x41" G. ,y��{-{�-,y>q ,,w . ,.,,.... y':,, ,�, p{g: o �yg -, y':{.: .: ., .}:.�gq^: JM?. &2'' I "= x$. -t : - T �.-d' Y,�'7�!'l LE :.:=^iP"i vd4'„ '3 §m :".�.:..r.' f' . L.6- t,e "IE "i'-, COAT RC -250 ® 0.3 GAL./SQ. YD.). LONG REDI-ROCK MIDDLE UNIT LONG G REDI-ROCK ��°eft,:Tt �� r.���41 1 A. 8. )BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF (TYP.) PLANTER UNIT WHITi-4 3�tr . �ze Kiri • -°s.. t�> r 9. F �;,,a..aK :, 16" SETBACK 10'-20' 5 SONE. 12„ 1 T ., .. � f.. :f ..� .. '„ ,. -, : ;.. .. .. �- rT.... m .,p -e }"a •,•.,.:y. -.q-.. -: yry{ 'y �^y ypai ■ ,- r ggam�, r "� s T � .i �' 4 �}..� ,. .L .+� .1I 3d ery :.T:i. f�'�i �' 4,.�.-..... :� 3,'"i: �•g �(••�.3� Vii: T-_ �.. L... .. ,..L. $I°� tom'" .»i.E Gf-X�f a � t� � Y� FOR PLANTER MIN. BAG UJ Ill ,�KFILL t'$,k BLOCK 16 44" DIA. DRAIN PIPE. y y� �g p g .,/ , +{•� g y y. 1, q g� 'R_ :yT� _yelp {...5 '4'rv'.-'. 3 [^,. ,:t✓'T� 3t"'!$'.". tibLM 'f"i'.4.}:,I F�''t3''G.4 �nT'9'k."}': :F?.il.. 3:.i`:5ffi,S �'..++k..yi.�`v7 p�S, y. {�-g �� p p.) � 3 p e{4. ;,} X. } , . � 5fy�' p� ' p ] � � p ['d4N... d > a'�'.?,^3'.£�# 4 j.!'r...'Y $ .::'^F'�',L. ��'MI'u"+*'i..P 91ro--?'MII:2.L 4" LAYBACK DRAIN TO DAYLIGHT - a R � M •Y T� z3�; i:, xa 1 115 (,,rC I.I. GRADING. LF _A ir�4� .i: 125 .aa.a€ t.�,d ANGLE (TYP.) WEEPHOLES 40' O.C. JA AtWI �;t t a :�1 t �H.s>d i�: ,:� 141, SETBACK [ ETA 11 1111 � :; � � ���ra���;dam '' � � THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF Cd vfq Ta£ ,C��: :�:,:;.. BETWEEN COUNTERSINK BOTTOM THE VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL AND FACE OF WALL ATBLOCK BLOCKS (TYP.) 12" BELOW _SO ,, A I ;,ffi-E% i r4'as'l� Fcpud :.(, U7. 1 L BOTTOM SHALL ., FINISHED GRADE 8c ANCHOR UJ 2 WHERE UNSUI TABLE MA TERIAL IS ENCOUNTERED IN THE ROAD WA Y, I T SHALL BE REMOVED FROM THE W ABUT SIDEWALK 41 " (TYP. I INTO CONC. SIDEWALK ENTIRE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO ia5 t FTrti Thi .,1 COMPACTED VDOT 12„ < O g.•__� �y�g� _ _..E_ E". w ..,'.'. '4"'�t, �E.�..S THE SATISFACTION OF THE ENGINEER. .�C, ^'^'q' :y�y �-r� y �S: � `ay ,.,(ALL (-q �:. vi.+:-�'8,�17 'c'�8., •ha -4- •'1' ..Y�. #Y W' STD. #21A STONE. 48" MIN --I J. ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE _ r�.�y.gIl�gtyT°xI.?r�g,;gt-�yiq�-r��i•gy4 MIN. 12" LEVELING PAD � A,,q "• �'"f.£ 5.;:.„i° )EASEMENT. OTHER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD g Ally' .,�!- �7 '�% l+,P` ".'.:: R ;eri £?i,..:. ',„"d 'C 'wRsP..I G cn r ft;'P' k f'._ `*4-�.a*` , P-' �i Cv," Y�t.3 8„• T .i,.%5'. )INTERSECTIONS SHALL BE REMOVED. r 5 rxsE =0.LI_. CW DEZW__ CV_ o rHE R cELET�kLek-J5 NOTE: 4. ,ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE Ul 1. CONTRACTOR SHALL CONSTRUCT THE RETAINING WALL SUCH THAT IT DOES UJ (CONSTRUCTION OF THE SUBGRADE. NOT DISTURB THE ADJACENT PROPERTY. DRA INA GE. 2. THE RETAINING WALLS CANNOT DISTURB THE UNDISTURBED BUFFER FOR A 9 s stl : �� V� �'=x%11,1 eZ D.I � m 'e !. L-1 �`` I ->:E ,ALL PIPE CULVERTS, EXCEPT PRI VA TE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MT - = u FOOTING OR REINFORCING GRID. IF REQUESTED, DETAILS WILL BE PROVIDED s r . aL ; w FALF, .. ::. TO - G::t• ,_� :�.,. _��. ��° Y`�ir �� ; AND Zz.4��� �. r .m.! i CI,�3•#�C, 8kv==cJ .k. -! �.:.AP :. ? �$a1� sA _J A:.:'ka. WITH THE RETAINING WALL BUILDING PERMIT APPLICATION THAT SHOW NO ws ' € 1 tL n" + :i • .. rF TA R > = i :STANDARD UNDERDRAINS (CD -1 OR CD -2 OR UD -4'S) TO BE PROVIDED AS INDICATED ON THE 1 , y.♦: i' &fi'l" f4 LE DISTURBANCE OF THE BUFFER WILL OCCUR. (PLANS, OR WHERE FIELD CONDITIONS INDICATE. �� W +...i '✓ X'"� - C t 2 . i ..aii "• t' a , a ? 3 fi tl� ?E� i # s�i #.; T 1•I .it € .,€ d < ,ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A � ,hill 3 4E f � T eiv �i'i0I 4 _ .af ff ..L Si.. ° t I..t :f•'. zF3. ,v •.�• ;■fg� p t .>.+.Li'4@ ;''MaE'+r ` �,-z'+�•s a� p +r�� •<i�4,. I -.':q '".? C 4+„ 'mc ,A MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE :}^� 6, g y,�g d Y^'S"'f?..:+"S % z;..� I ..j• R.. ..4^:G':'i^z f VARIABLE WIDTH 4 F 'p - :: .,,:.. ...r x,::, ���a s 4A T I � FA NOTE: CONCRETE ,�,;.,.s .:fe. ♦ ,.. - ., .....: ..'. .. _)PRE -MOLDED :_ �F •t ri "� 14 s�? ? SHALL BE 3000 Psi (5MIr N E/XPANSIOJOINT 'r CS„Za `KX 41- MIEL?!. M:17 3 2,301165 7 5 AT 2H DAYS OR MATERIAL WHEN T �s r' vT,, A'if i i :r�R _ fds1 Ni�i ER 4, ��:tr1k,CFI•i '^ti. STRONGER. 4" CONC. ADJACENT TO CURB 3.�� a� ��'_�'$�;: �a"` 9 I (''� i � � *�"� - #:..�#.�vi-�'= ���� � si°w: ,,.�,�,� Ca....�"S�n,,.h�,,.. a•,�#'��"ia„w.. 3"-„'I""9*>"��?i�,., a� �•Fa�l:'; ��� ,_ - : % , . • ., r?�' � � �,w.`T " a .: ; ^ ♦a�,: CY. u tax` .4�S=.l HIE a?.l:�a�a+T€.LFz� 4�. Ire.�'.A.T'�+� pi�,.•::�i� ��h,L .w: w - �.k�8Fi_E=sem E // / / / r . ��yy,�.v,,.-r.:..g' �4-♦.r -.�°��. 3,.a.sS4 >�.g.y ? a. ,���`� ,m=. :, �� a.) �Y°�f'�'�,�.� T.+�,���-L.-�:;��k l�:L` ' �- �A,g,v x�;�.I� :� � '�,��4 L�. / //✓/.���! '%ta"+... W.,.�. '�w�` C1.9'3. �1s.1 .. L•`}.e� x ,..xW. s=... .. .. - ..: �. :, �. x { ri 4...} � s ......♦ � �• R AINEb sl T E a�1`" _ !a n i ::b r` x. i � , s " V4,1m.i`1,0.4 `I:- ' `&LL DE` ! _ 4„ 21-A STONE BASE ;:IIRoIII;r, rCRET E SID WALK CON E TENANT Location TENANT / °t ° TENANT PANELS: FIVE (5) TEN ANT etArJtc METAL rn.. B E RC+CI7't:t7 CR. i - 72E 13" ,Y P24" TENANT BUILDINGS A & B (ITE LUC 814, SPECIALTY RETAIL TENANT PAINT COtOR� -'.. .._...... ..::.::: .-: ' MATrHEWS M92S8 & 419 EXIT) MALIBL1 SAND $UEVE (WEEKDAY)= 6.84 PEAK AM HOUR PER 1, OOOsf x TO MATCH (62 ENTER, 67 EXIT) SNOPFtN... Chi`li:R 011'rw',i (WEEKDAY)= 5.02 PEAK PM HOUR PER 1, OOOsf x S[dN MOUNTS BETWEEN (2) (53 ENTER, 42 EX/T) 3" POLES 5 0.6 SCH9J44TIC OF PROfl7S,,0 SIGN PRIM& NOT TO SCALE ADT (338 ENTER TOP 4„ OF R=2 CURB CONCRETE "' 4 : 6" VA TO BE A3 IF CAST IN SURFAC PLACE, 4,000 PSI BASE IF \r , PRECA . r, ., . C�jSiUBBASEO 4" Min 6c}''^ 0 �0 0 0`'Q VDOT 57, #68 OR #78 STONE BASE 1' 6" UNDER CURB. STANDARD CG -2 NO SCALE +w Illl•. • `i.�,*' =i�j�' %i•A•�v.�iR''i�r�. �i•J�. Y'+i��i�♦�,�i.�j�. d. ar.. 9' , ....}-3 ffi'ii_'.r3;,.:':� 15!&'s :iµ,•.4..n6J..'.. 44'•»,i�'i9'IWI.0""� 9f!tst .::9 3b•:ri 9`i 'f �,�, TYPICAL SECTION 1VIL 1- 14 IF,4 I.:: r I g5�411 � S C €-t . e I p : r,; x'11, re -X' I �: I_ ROSINS A, ., t�- r s ° -Ma `A w NO SCALE CURB and SIDEWALK .m '' r ,1, I Cx` lu, _v KY ?�! tAXT,* ; r- ,. i-11 11,: " T L ,_ 1*1I 'd 7 NAF rKWN't:z- 1.'" PICC(= � d =' � °' 1 1 Note: 1, Final design of retaining walls shall be performed by a structural engineer and these designs are not part of this set of plans. The retaining wall designs shown on these plans are approximate in nature and are subject to change with the final design performed by a licensed professional structural engineer. This applies to all retainingwalls shown on this set of plans. 2. Contractor shall notify Collins Engineering with the final designs of the retaining walls prior to construction for verification. 3. The following redi-rock block sizes with respect to the wall heights are an approximation. These values are subject to change with the structurally engineered walls, by others, and are provided for informational purposes only to assist with price and quantity estimations. Wall Heights Above Block Sizes Block Sizes Proposed Grade Above Grade Below Grade* 0-15' 28" 41" 0-4.5' 28" and 41" 41" 0-7 28" and 41" 4111 0-9' 28" and 41" 41" 0_10.S1 28" and 41" 601' 0-12' 28", 41" and 60" 60" 0-13' 28", 41" and 60" 60" * Concrete extension footers for block retaining walls may be required. This is possible forthe entire length of the wall, but is most likely only required for wall heights in excess of 1S feet. An appropriately compacted foundation with backfilled stone and drain pipes in accordance with current regulations are required fo)rthe entire length of the walls. 1-U'21 Sctba-c 2" SQUARE GATE RAIL POSTS SHALL BE 4' O.C. FENCE POST (TYP.) RAIL GAPS SHALL HAVE A MAX. GAP OF 4" MAX. 4" & TOP OF RAIL AT WALKING GAP SURFACE SHALL BE A MIN. OF 3'-6" IN HEIGHT. SCALE: NONE NOTES: s) CONTRACTION JOINTS TO BE AT 6' O.C. 2) EXPANSION JOINTS TO BE AT ALL CHANGES IN (DIRECTION AND AT 30' O.C. MAXIMUM. 13/8" x 0.70" ALUMINUM FOREST GREEN TOP RAILING (TYP.) N Y," SQUARE FOREST -' 1" SQUARE FOREST GREEN 4" MAX. GREEN ALUMINUM GAP PICKET (TYP.) ALUMINUM SIDE WALLS (TYP.) NOTES: 1. GUARDRAILS ARE REQUIRED FOR DECKS, PORCHES & WALLS ELEVATED MORE THAN 30" IN HEIGHT. GUARDRAILS MUST BE A MINIMUM OF 42" TALL. TOP OF SEGMENTED RETAINING WALL w/ z. FASTENERS SHALL BE POWDER COATED #io STAINLESS STEEL THROUGHOUT. GEO-TECH. REINFORCEMENT. FENCE POSTS 3. ALL WORK SHALL COMPLY WITH VIRGINIA UNIFORM STATEWIDE BUILDING CODE. SHALL PENETRATE 1ST LAYER OF GEO-GRID 4. PLANS APPROVED FOR PERMIT SUBJECT TO APPROVAL OF CONSTRUCTION. 5. RAILING SHALL WITHSTAND A CONCENTRATED LOAD OF 350+1bs AT A MINIMUM. 6. ALUMINUM ALLOY SHALL WITHSTAND A MINIMUM PRESSURE OF 35,00op5i NOTE: THROUGHOUT HANDRAILS SHALL COMPLY 7. PICKET SPACING SHALL BE 3 %8" WIDE. WITH ALL CURRENT VIRGINIA 8. OWNER RESERVES THE RIGHT TO INSTALL A DIFFERENT FENCE/HANDRAIL, PROVIDED BUILDING CODE REGULATIONS. IT COMPLIES WITH ALL CURRENT VA BUILDING CODE REGULATIONS. S'CHL"fATIC OF )?ATTALtYINC IYALL RAIL PA7TAIL NOT TO SCALE Handrail Past - max 8 FT O.C. 'lin 6" biz. Sleeve or Tube Form Fill Grout Around Post --d- 25UfAw' I1: _ 4b' HANDRAWFENCE POST DETAIL (Not to Scale) NOTE: FINAL STRUCTURAL WALL DESIGN TO BE SUBMITTED WITH STRUCTURAL ENGINEERING PLANS CLASS A3 CONCRETE (3000 PSI AT 28 DAYS, OR STRONGER) NO. 8 OR NO. 57 AGGREGATE COMPACTED SUBGRADE GRADED AND THOROUGHLY COMPACTED SUBGRADE 21'-4" s 3. PARKING SPACE PAVEMENT 2" SM -9.5 SURFACE C 3" BM -25 BASE COUF 5" 21-A SUB -BASE COMPACTS[ SUBGRADE ASPHALT PAVING - HEAVY DUTY ACCESS ROAD AND TRUCK ROUTE NO SCALE 2' SM -9.5 SURFACE C 8" 21-A BASE COUP COMPACTEI SUBGRADE ASPHALT PAVING - LIGHT DUTY PARKING SPACES & DRIVE AISLES NO SCALE +l � e• W P• oae v, ♦° p ell. 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IISE ,Oe♦♦w3♦eea..♦♦♦A01♦♦ee ♦9e♦O 11 P9 v , ♦ ♦c.OA♦ 9 9♦ ♦♦♦' .4♦ ♦♦ee ° ♦e♦ ° Op ♦4w♦♦ 5 O♦ ♦♦ P A♦9♦ AeP10♦ °♦ ♦ POO ♦ OPO ♦ se♦ ♦e♦♦oa♦e etlaso-♦ae ,♦ ♦ s♦ >+Otl♦♦♦♦♦♦ ♦P♦eb♦e 6 a+ w♦i ♦o♦♦p♦9♦pepe4ela Oe .� 3 ♦0 ♦Oft♦♦♦♦♦�. e1♦♦e P4aaeiapapOOPOP01PpI ♦{♦ PwiO4e♦♦9♦� ♦oo ♦aa♦o♦oe♦♦ . ♦ ♦ o.°°♦s°9°i. {�� s w�0 i `we♦+4o♦ ♦ ♦eo 6♦O♦ peso. > 9 > .1p J PPa°P°e°a •A♦96> ♦PPa• Sae♦Pppq♦ ep9P• e1♦♦♦ rPpP9 j� ♦00♦ esoo♦ a 9°i asap. ♦op♦♦o I esaw♦♦- ♦boo{a ♦ao♦e +♦saes♦ P°9°a°9°♦ O° Aseoo{+ >• ep♦♦a> O♦♦P♦e 000so♦ ♦♦es is°ooeoo°o°o �p♦oa♦°P°pee l� • >♦e•ea+ v0�°�yeoa�pt I s+•osw 0oeo♦{ i. so♦{s• 400ao> TRIP GENERA TION Location M 0 / °t ° BASED ON ITE TRIP GENERATION MANUAL SSV ° Surface h a Z PROPOSED 18, 900sf, BUILDINGS A & B (ITE LUC 814, SPECIALTY RETAIL CENTER): 1,514 ADT (WEEKDAY)= 44.32 VEHICLES/DAY PER 1,000sf x 18,900sf = 838 ADT (419 ENTER & 419 EXIT) AM PEAK HOUR (WEEKDAY)= 6.84 PEAK AM HOUR PER 1, OOOsf x 18, 900sf = 129 VPH (62 ENTER, 67 EXIT) PM PEAK HOUR (WEEKDAY)= 5.02 PEAK PM HOUR PER 1, OOOsf x 18, 900sf = 95 VPH (53 ENTER, 42 EX/T) PROPOSED 8, 520s f, BUILDING C (ITE LUC 565, DAY CARE CENTER): 5 0.6 ADT (WEEKDAY)= 79.26 VEHICLES/DAY PER 1, ODOsf x 8, 520sf = 676 ADT (338 ENTER & 338 EXIT) AM PEAK HOUR (WEEKDAY)= 12.79 PEAK AM HOUR PER 1,000sf x 8,520sf = 109 VPH (58 ENTER, 51 EXIT) PM PEAK HOUR (WEEKDAY)= 13.18 PEAK AM HOUR PER 1, OOOsf x 8, 520sf = 112 VPH (53 ENTER, 59 EXIT) a �. rp ��1 3 SCOTT R. COLLINS _ i UN, 1L Pavement Design RF= 1.0 Location M 0 HCV Design ADT CBR SSV Dr Surface h a Z Sub -base h a Dp DRIVE AISLE - Heavy Duty 1,514 c� Z �n J 5 5 15.98 SM -9.5 2 2.25 BM -25 4 2.15 21A 5 0.6 16.10 DRIVE AISLE - Light Duty 750 5 1 UJ 5 13.65 SM -9.5 ilii 2.25 BM -25 3 2.15 21A 6 Pavement Design RF= 1.0 Location ADT HCV Design ADT CBR SSV Dr Surface h a Base b a Sub -base h a Dp DRIVE AISLE - Heavy Duty 1,514 5 1564 5 5 15.98 SM -9.5 2 2.25 BM -25 4 2.15 21A 5 0.6 16.10 DRIVE AISLE - Light Duty 750 5 800 5 5 13.65 SM -9.5 2 2.25 BM -25 3 2.15 21A 6 0.6 14.55 PYV- U, NG SPACES - - - 5 5 - 3M-9.5 2 1.67 BM -25 0 1.6 21A 9 0.6 8.74 1'-0" (T),P) STEEL BOLLARD (INTERIOR) PA UEMEN T. 1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE (TYP.) (SEE DETAIL THIS SHEET) AGGREGATE BASE MATERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE DEVELOPER WILL BE (TYP.) REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACTION I d -' - 1'-0"(TYP.) A-' �:e BRICK ENCLOSURE TO MATCH J. 4 PROPOSED BUILDING (8" WIDTH X N 7'-0" HEIGHT) 4 d" A : • ° "' ° A STEEL BOLLARD (EXTERIOR) THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE o Com- ,� a (TYP.) (SEE DETAIL THIS SHEET) SURFACE COURSE IS BEGINNING AT THE COMPLETION OF THE INSTALLATION OF THE AGGREGATE 2•',Oh DUMPSTER GATE (SEE BASE IN THE EVENT THAT THE SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, THE PUGMILL . a4�a. DETAIL THIS SHEET) 45' CHAMFER ��� DENOTES 8 C. Y. DUMPSTER REQUIREMENT WILL APPLY. 22'-8" Q 5. 6'-0"(L) X 5'-67(W) X 6'-8"(H) LAYOUT _ (2 PER DUMPSTER PAD) NOTE- BROOM FINISH 6x6" W2.1xW2.1 WELDED �2.r WIRE REINFORCEMENT 7" CLASS A3 CONC. 7" 21A STONE r f / --COMPACTED SUBBASE DETAIL N CONCRETE DUMPSTER PAD NOTE : CONTRACTOR TO VERIFY WITH ON-SITE GEOTECHNICAL ENGINEER FOR FINAL CONCRETE DETAILS CIL GATE PIN Z10' - 6" 10' - 6" Q_ lx6x6 TREATED BOARDS U BOL TED TO IRON FRAME BOOT 2x2x3116 ANGLE IRON FRAME DETAIL N DUMPSTER GATE DETAIL N DUMPSTER AREA NOT TO SCALE a CL ti 11 PA UEMEN T. 1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE AGGREGATE BASE MATERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE DEVELOPER WILL BE 2. REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS PLACED. J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED GRADATION FOR TYPE 1, Il, OR /// PRIOR TO PLACING AGGREGATE BASE. d" F-4 4. THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE Com- U. SURFACE COURSE IS BEGINNING AT THE COMPLETION OF THE INSTALLATION OF THE AGGREGATE BASE IN THE EVENT THAT THE SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, THE PUGMILL ' REQUIREMENT WILL APPLY. Q 5. THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE BASE. 6. BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE, AND COMPACTION BEFORE UJ :SURFACE TREATMENT IS APPLIED. Z{V �■ 7. (PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT (PRIME G. COAT RC -250 ® 0.3 GAL./SQ. YD.). fes' Ln 8. )BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF Nomm-- TRANSPORTATION SPECIFICATIONS. 9. )ENCROACHMENT.' POSTS, WALLS, SIGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO NOT J ENHANCE A ROADWAY'S CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED WI THIN THE L9 _-"i UJ Ill )RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY PERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTA TION MA Y BE LOCA TED WITHIN THE STREETS RIGHT OF WA Y. > GRADING. L Z Lu 1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF r THE VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCTION METHODS OF THIS PROJECT. UJ 2 WHERE UNSUI TABLE MA TERIAL IS ENCOUNTERED IN THE ROAD WA Y, I T SHALL BE REMOVED FROM THE W 0 fJ ENTIRE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO IC < O THE SATISFACTION OF THE ENGINEER. < J. ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE )EASEMENT. OTHER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD )INTERSECTIONS SHALL BE REMOVED. 4. ,ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE Ul ' UJ (CONSTRUCTION OF THE SUBGRADE. DRA INA GE. 2: 1. ,ALL PIPE CULVERTS, EXCEPT PRI VA TE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A )MINIMUM COVER OF ONE (1) FOOT OR AN APPROVED VDOT PIPE MATERIAL. 2. :STANDARD UNDERDRAINS (CD -1 OR CD -2 OR UD -4'S) TO BE PROVIDED AS INDICATED ON THE (PLANS, OR WHERE FIELD CONDITIONS INDICATE. �� W +...i '✓ J. ,ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE ,A MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE � IVIRGIN/A DEPARTMENT OF TRANSPORTATION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS m0i LIJ 4. ,ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE � UJ )ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER J UJ (COURSE. ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR SITE PLANS: 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURA TEL Y REFLECT THE REQUIREMENTS 0 LU In OF THE PERMIT WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GO VERN. 12L 2. ALL PAVING, DRAINAGE RELATED MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. Q G r J. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE CD Ln Li APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING n OR OTHER CONSTRUCTION. tC:)\1 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE MAXIMUM ALLOWABLE SLOPE IS Z 1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES JOB No. OF 3: 1 OR BETTER ARE TO BE ACHIEVED. 132093 5. PA VED, RIP -RAP OR STABIIJZA TION MA T LINED DITCH MA Y BE REQUIRED WHEN /N THE OPINION OF SCALE THE ALBEMARLE COUNTY DIRECTOR OF ENGINEERING, OR THE DIRECTOR=S DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. AS SHOWN 6. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 7. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS Ill. SHEET NO. 8. ALL EXCA VA TION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR 8 THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 4,. SUMTON 502 rd .p -:a- SURFACE NOTE 4 :++• -�'.t- BASE sL�ASE RADus 0 NOTES t. THIS ITEM MAY BE FNECPLST OR CAST IN SCE. 2. CONCRETE TO BE CLASS AS F CAST IN PLAM 4000 PSI F PRECAST. 3- HAY;ADMD A BTAOF 3O0 FF T. OR LESS (ALONG FACE GF WRE) WILL BE PND FOR � RADIAL CURD, 4. THE DEPTH OF CURB MAY BE REDUCED AS MI AS 3" TN S9ROER HYHAT TZtO�TTOM OF' CIM 3��„'�'H AS �CONLMOE DEPTH) OTHE E TATE DOTH ISRTO BE IS" A5 SHOWN. � �USYI£NT N THE PRICE DD 15 TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH. ;x =M 21 _ JpTS FOOOfl CA !ISO AtTjIA�ETI�1G THE AAP�PEE�NJr�UL X GB THE YWT RO$AAAIDDDp WAN11- STANDARD ANDARD 6" CURB VIRGINIA DEPARTMENT OF TRANSPORTATION NOTES 1. THIS ITEM MAY BE PRMAS7 OR c•A4T 3N PUCE. 2. LnNM 7€ TO BE GLASS,, A3 F CAST IN PLA[i, 4000 PSI F PRECAST. 3, 0:49INAi14N CLAD 6 OMER HAVIXO A RADIJB OF 304 FEET OR LESS SALON➢ FACE OF GEM SHALL BE PAW FOR AS RADIAL. COMMATICH CLRO A CU= FIX# USE WITH SYADLLEED OPEN -GRADED DRAWACE LAYER THE BOTTOM Or TIE 01.E AroGdITUR DE [;9N57RW'TED PAR+Y_P.EL T4 THE SL SMEASE COURSES AMID TA7 THE DEPTH or THE PAVEMENT - 5, ALLOWA CRITERIA FOR THE 1 OF CG -0 35 BASED ON ROADWAY CLARNFTGITION MV HaROAADM�'XA R THE 'TRODOVAGN SHOWN r.TI 7 t a b da• 8 G THS AREA MAY SE CON411UF AT TIME Off" CF THE CONTRACTOR GENERAL NOTES, L THE DETECTABLE 1WARMIHD $HAL 9E PROVIDED 9-f TRUNCATED DOMES. 2, F.£TFCTAAP *AMINO TD ;3E CL$M A-3 CONCRETE (0-A43 A-4 F PREC ASI WITH SLP RESISTANT INTEGRAL SLRFACE GDVEFAVG THE FL&L IIDTH OF THE R.", FLOOR BY 2 FOOT IN Lf•NI IN THE DIRECTfiN Of PEDESTRM 'IPAVEL- OTHER TYPES OF MATERIAL WITH THE TRUNCATED DOMES MXCTABLE WMINING MAY BE ll'� WITH THE APPROVAL bF THE ENGINEER. J. SLOPING SIDES OF QJR0 RAW MAY 1£ POURED WONQUTMA°LY WTFH RAW FLOOR OR BY UI PEfW115$1�,E WINSTRUIOTICN JONT WITH REQUIRED BARS, 4. E RAMP FLOOR IS PRECAST IDLES MUST BE PROVIDED FOR DOWEL BARS SO THAT AOJCN iA FLAMM 516 5 CM BE CAST IN PLACL ATTER PLACEMENT OF PRECAST RAY' FLOOR. PRECAST CONCRETE SHALL. BE LYES h4. >S, REMED BARS ARE TO BE ND,S X 8" PLACED I'CENTER TO CENTER ALONG BOTH OF THFT RAMP FLOOR, !YD -DEPTH #' RAMP FLOOR. MIN" co"C TETE COYER ITR . ST CURB / CUM AND CUTTER SLOPE TRMISITKPN3 ADJACENT TO (AMB RAMPS ARE INGLUOEU I/ PAYMENT Fink CURB f CURB AND GUTTER. 7, CURB HAWS ARE TO BE LOCATED AS SHOWN ON THE PLARS OR AS DIRECTED BY THE ENGINEER. THEY AGE T4 IE PROVIDED AT INTERSECTIONS AVER All A.O "V -E ROUTE WITHIN THE RKHT OF WAY OF A HIGHWAY PACSITY CROSSES A CURB REGARDLESS OF WWFHER SIDEWALK IS EXISTING PROPOEED. OR NCINIMSTENT. THEY {NST BE LOCATED WITHIN PEDESTRIFN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENICIHEER,AM M40ULD HOT BE LOCATED BE1�13 VEHICLE STOP LADIES EXkSTIN6 UGHT POLES FRE HYDRANT'S, DROP INLETS. ETC. ACCESSIBLE ROUTES PFCVIDE A CONTINUOUS i.'NDESTR IUCTED STALiE" FIRM AND SLP RESISTANT- PATH CITING ALL ACCEMO ELi_`IAENTS CIF A FAULTY THAT CAN BE APPROACHED,EHTEREO AND USED BY PEDESTRIANS, B,. RAMPS MAY BE PLACED CN RADLAL OR TANCIExTIAI_ SECTIONS PRQYE,ED THAT THE CURO 4PEMMC IS PLAVEL) WITHIN THE LIMITS OF JW OR4Xr-SWALK AIND THAT THE SLOB AT TIS CON407PH OF THE CURB M PERPENDICULAR TO THE CURB, OI,y��y,W��T� ky5 II_ EkIMM 11 To rG bR 41 CI EgNF T + TRRJL V NIOT TRIUcx 'ff ii,',dfFlGrAvy c, FOS# CO RETE DEP�IL TRI #' THE a WON 1i ARE BE 114 THE WIDTH OF WIT" A T EDU PATHPATH, PIMDED A r' .5 MMNTAANED_ TYPE A PERPENDICULAR 10' 2 " PAVED SURFACE 2% •a d 6" 21-A STONE BASE MOORES CREEK TRAiL ACCESS NO SCALE 201.6 ::OAC & BRIDGE STANDARDS SEWER SERVICE LATERAL CONNECTION NOTES: '.HALT PIIEIaENT 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE El,(� liF EHt !'hfI AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS ` INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE ` fr% `_ - LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE CRISTI` "f3?4-L P-1--E1>i;s„«+-SE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED CONSTRUCTION JOINT DETAIL TO THE MANHOLE. �:-�LI1 F\ \1 PL+'ii?1?$fl,1 hNi.NN..:l i'r`F IFiGN TYNC.ti t:;;?HZLT `;1FFd'«E ,'.Gwh';E i;.=EE '.GTE ,`.. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL !'STS 5: 8E CONNECTED USING A PIPE SADDLE. :,.,IHNJ P -D ENT .Ut:Er'& `. FHAU.. kin+£ n PAIDlEIT "ESfM' 1= A, :: ... tA1v;;E .':ATH ..,,r.Y❑1T 1007 nr,¢tiE0.;s:E= ASG PE ,i. a,,:E0 'it THE EICNEER.. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE tin .,,P` 4RFICE IgMA,£ �F THE ElrTi3O u0 FALPry>Ei %%`+Et ENT SHALL EE +{a..,fE SEO 4"f THE=.AvZvEI'T (1/4" PER FOOT ) L l - ET aA+ITIS T L'�:fh: TriE..E ..-F.S "HND „F. MN.EJ G ut,;tE TH. �'C FEET n, r„2T. 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN i" I N tz va-T ..!ti cS r+n SUE'+" +tuE #' -.. Ft E re .. >£. vr•LE' -r is En - T(+E E11114NEEP, 14 DIAMETER OF 4". FVU1N; ,LISA EFFtr T tE U' Fh E 'RAIN. £. 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER PLI, T A. E..0 %h --EtT T,E- 5THAACLFC V T HE REWREM'kT• +; ..E TIG 7 E HE .^ECIFI{ TIG i,,F'.7-- 4:...T ,ALL X:E•.T5 OF 3 FEET. \VL7 u SALT q^ & 6^ TREATED ASPHALT PAVEMENT WIDENING EOR 441QENING S3H,lEC1 O TRAP FIC: -? h•Ix [;EP,;RTIIEHT OF TR111"? TATViN FINISHED GROUND 2 x 4 HEET QF s MARKER •', . s PLUG END OF 2716 ROAD & BRIDGE STANDARDS MAIN LINE SERVICE LATERAL TO DRAIN IF SECTION 1.50 45'0' O" 2.50 IN LINE WYE -TEE PIPE PLAN WATER MAIN AND VALVE 2" THREADED TAP VARIES ARE SAME SIZE PLUG pp 'L 3.66 SEWER SERVICE LATERAL CONNECTION 3.21 N.T.S. TYPICAL BLOW -OFF ASSEMBLY FIG. S-2 NTS TD -31 201.6 ::OAC & BRIDGE STANDARDS DEGREE '.HALT PIIEIaENT VOL. El,(� liF EHt !'hfI AS .FTE rrNFu IX ;IEIE LDI ` TA i," T THE - ?7'EC A .; � .UN". Tt .:'.TF:.n, - ExIST �. HALT L,.Y E�-. rhJF:f.,FS. s.,?H;Lf ` fr% `_ - CU. YD. CRISTI` "f3?4-L P-1--E1>i;s„«+-SE ..--__- - -- C-'.,WrGTEn „2,R,VE CONSTRUCTION JOINT DETAIL ',Ew f. F.m rlft r•,Ait,1 L',.E:1: To FXPi7 C, WWA;f O vE''L4C£ '41TH ✓I'wQS:J . ':'H!LF '45:�E,R U, -,ETP£ �:-�LI1 F\ \1 PL+'ii?1?$fl,1 hNi.NN..:l i'r`F IFiGN TYNC.ti t:;;?HZLT `;1FFd'«E ,'.Gwh';E i;.=EE '.GTE ,`.. x wqv ivi,tiE''i of aTisi -E E='r,*•` Pa 1,' -JT THE F+L_ TtHC�sNE>'. ;.F EM"P - 1<fli.'LT EArEf.s !'STS 5: NOTES: :,.,IHNJ P -D ENT .Ut:Er'& `. FHAU.. kin+£ n PAIDlEIT "ESfM' 1= A, :: ... tA1v;;E .':ATH ..,,r.Y❑1T 1007 nr,¢tiE0.;s:E= ASG PE ,i. a,,:E0 'it THE EICNEER.. 2. TME o ,EVENT IESI:;4 F14 ASPHALT 1,WS -Nr IfUEhl, SHA -L. EETF. CkSEE' THE OE­TH-S AAO T'PES'3i -WE LFxES f LT-' `Y.>. PWEVENT. .,,P` 4RFICE IgMA,£ �F THE ElrTi3O u0 FALPry>Ei %%`+Et ENT SHALL EE +{a..,fE SEO 4"f THE=.AvZvEI'T "RE- Stff.LL - C' TmtEN ILuZ THE LE. T - „ A-'AH§U,A. H?EE G E! CY ii$ E'T TxAbEL LF.'t'E TO CET Eit: w- TtiE TY+E AN 'TNI-AxE S 'F E:e STI`:[: - ET aA+ITIS T L'�:fh: TriE..E ..-F.S "HND „F. MN.EJ G ut,;tE TH. �'C FEET n, r„2T. Al i Vt U DA11•i M 3H 4, fiE Iii T Ei h E iH i 1.' f3{^. LICE:} YtiTN �A. ,: `H,V.I '9 Fi,..E :,C'SE TO YtnT,'N THE i" I N tz va-T ..!ti cS r+n SUE'+" +tuE #' -.. Ft E re .. >£. vr•LE' -r is En - T(+E E11114NEEP, 14 THE E Is E Ui T'.L . OE-TH t, THE Ei,*O .,; r A+EtC' T TO '£ TC u,MIF1E v A'IFc o-TQLE. aOvE!t T FVU1N; ,LISA EFFtr T tE U' Fh E 'RAIN. £. cz1:+T# ' -E!E '1 1. f V) M*F.x EYti 41MN THE PiQ,ELT LMT. .HALL U 4E5T1"£•_= OLE _T T'« INE L F THE U11,1,E.E:1, PLI, T A. E..0 %h --EtT T,E- 5THAACLFC V T HE REWREM'kT• +; ..E TIG 7 E HE .^ECIFI{ TIG i,,F'.7-- 4:...T ,ALL X:E•.T5 �T TIE Ff LECAI,M3 _RVA LX: ' q U FOOT ST:;,:14HiE.CE Of �' .,r'-I'a^:-E WITH fHE CF ;.E,TIQ4 P1 uF THE ,F1EcffIcArO1 s. \VL7 u q^ & 6^ 45 22 1/2 ASPHALT PAVEMENT WIDENING EOR 441QENING S3H,lEC1 O TRAP FIC: -? h•Ix [;EP,;RTIIEHT OF TR111"? TATViN EFE EH.';E HEET QF s hE 4' ".rl psTE •', . s . gip_ ;_ 2716 ROAD & BRIDGE STANDARDS *® 0, i A%1 n �_ XDK 8 AT 9'" HA6HER THEN E bF P IGIJER IT A.T )K)K . SAME AS TDP OF CURB TYPE C PARALLEL & PERPENDICULAR TRUNCATED OOW C -C O 0 0 0 0 0 0 0 Q 0 a 0 0 0 t Ca 4 #C 4CsOKT OGtT4Gt'W + `�' u 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 640044 6SIM SOX F)F BASE i'WAAtETETt a° $ 0 tT {r $# {? O Li 0 6 Q @ O fl R• � 0 0 4 0 0 0 0 0 On a 0,10 O VARIABLE 4•' MIWMUhi. PAY LIM i TRUNCATED DOME DETECTABLE WARNING DETAIL DETAIL CG -12 DETECTABLE WARNING SURFACE GENERA. NOTES V'IMINIA DEPAITMENT OF TRA ORTATION 45' 2 ax L 1 J 45 mux max a PLUG a I I 2 l I FOR ALL BENDS FOR TEE OR WYE FITTINGS WIDEN TRENCH TO ACCOMMODATE ANCHOR IF REQUIRED. min BEDDING AS M REQUIRED D _ PLUG MIN MIN f- T T SECTION 1-1 SECTION 2-2 L THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES SIZE, DEAD ENDS AND AT VALVES_ 2, USE 2500 P.S.I. CONCRETE. 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. 4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF ALL THRUST BLOCKS. CONCRETE THRUST BLOCKS NTS FIG. W-3 COVER LIFT NOTCH 14 1/2" 12 3/8" 12 1/2" WATER CAST IRON LID 18" METER BOX 2 18„ 6" EXTENSION 6" PIPE SLOT (2 PLACES) NOTES: (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. TYPICALMETER PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU. YD. (FEET) CU.YD. WATER MAINRESTRANED BEND JOINT FITTINGS L H T L H T PVC NIPPLE AND CAP 90 2.50 2.50 3.01 0.24 LUBRICATE ALL THREADS THRUST BLOCK q^ & 6^ 45 22 1/2 2.00 1.5D 2.25 2.00 2.60 2.52 0.15 p.10 2.OD 2.25 2.50 0.15 TO DRAIN IF 11 1 /4 1.50 2.00 2.50 0.10 PIPE TD-9ENT WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG 90 3.66 3.16 3.21 0.48 TYPICAL BLOW -OFF ASSEMBLY NTS 8„ 45 2.66 2.66 2.77 0.26 22 1 /2 1.66 2.16 2.69 0.13 3-16 2.91 2.66 0.32 11 1 /4 1.66 2.16 2.67 0.13 90 4.83 3.83 3.42 0.83 1D" & 12" 45 3.33 3.58 2.95 0.43 3.83 4-D9 2.83 0.52 22 1/2 2.33 2.58 2.86 0.24 11 1 /4 1.83 2.33 2.84 0.18 TD -3 8e BEDDING NTS FIG. W-2 TD -2 PLACE 5' GALVANIZED "WITNESS "POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED, MARKER LOCATION MAY BE SUBJECT � TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE I I ' II ADJUSTABLE VALVE BOX W/ LID II z U z N - - - - - ,r- M.J. GATE VALVE WATER LINE IQ 1a �, } I 2500 P.S.I. CONCRETE 4 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIALCD 24" IN 24"MIN INITIAL BACKFILL MIN MIN. MIN MIN. 6" BEDDING #68 STONE * STABLE SOIL ROCK *SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION �r l 4'MI INITIAL BACKFILL 4'MI UNSTABLE SOL\ MIN MIN _ MN MIN. #68 STONE - u _GRANULAR - FILL AS =APPROVED BY ACSA �� STAB LE SOIL OR ROCtC- STABLE SOIL OR ROCK NOTE I. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION VARIES LVE BOX 4" DIAMETER BRA4-VARIES AND VALVE M.J. PLUG WATER MAINRESTRANED JOINT FITTINGS ON-LINE (TYPE "B") VARIES THREADED COUPLING PVC NIPPLE AND CAP PVC SLEEVE o o BRASS NIPPLE AND CAP LUBRICATE ALL THREADS THRUST BLOCK METER BOX (SEE FIG_ W-7) BOXES VALVE OX (5/8"-1" NO. 57 STONE 6 a M.J. FITTING tl a 2" PIPE SLOPED TD -13 TO DRAIN IF TYPICAL GATE VALVE = GRADE ALLOWS NTS VARIES VARIES 2" PVC OR BRASS FIG. W-5 PIPE TD-9ENT WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY NTS FIG. W-8 TD -19 8e BEDDING NTS FIG. W-2 TD -2 PLACE 5' GALVANIZED "WITNESS "POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED, MARKER LOCATION MAY BE SUBJECT � TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE I I ' II ADJUSTABLE VALVE BOX W/ LID II z U z N - - - - - ,r- M.J. GATE VALVE WATER LINE IQ 1a �, } I 2500 P.S.I. CONCRETE 4 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIALCD 24" IN 24"MIN INITIAL BACKFILL MIN MIN. MIN MIN. 6" BEDDING #68 STONE * STABLE SOIL ROCK *SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION �r l 4'MI INITIAL BACKFILL 4'MI UNSTABLE SOL\ MIN MIN _ MN MIN. #68 STONE - u _GRANULAR - FILL AS =APPROVED BY ACSA �� STAB LE SOIL OR ROCtC- STABLE SOIL OR ROCK NOTE I. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION BOXES (5/8"-1" METERS) 6 a NTS FIG. W-7 tl a NOTE IN REMOTE AREAS, TD -13 NOTES: i. SET TREE PLUMB PRIOR TO STAKING. 2. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND SHALL BE PERFORMED UNDER BACKFILL TO TERMINATE THE SUPERVISION OF THE LANDSCAPE ARCHITECT. AT TOP OUTSIDE LIMITS OF ROOTBALL + REFER TO TREE 3. DO NOT ALLOW AIR POCKETS TO FORM WHILE BACKFILLING. STAKING DETAIL ADD MULCH OVERTOP OF 4, IMMEDIATELY SOAK PLANT WITH WATER. ROOTBALL AND PLANTING PIT LIMITS, BEGINNING AT NO MORE 5, SEE IRRIGATION PLANS/DETAILS/SPECIFICATIONS AS THEY THAN 1" DEPTH AT TRUNK AND RELATE TO THIS INSTALLATION, TAPERING UP TO A DEPTH OF 3" AT PLANTING PIT LIMITS, THEN TAPER TO PROPOSED FINISHED GRADE 1' PARIS TYP TREE GUYING DETAIL CONSISTS OF 2 GUYS,SET 120' AROUND PLANT PIT ON "UPHILL" SIDE SPECIMEN SHRUB - SAS SPECIFIED ON' DRAWINGS} 1� TRENCH EDGE AROUND.;'•;;`.{ . f RE 70 BE ROOTBALL "•' 'r�� REFER MULICHEDREA TO TREE Y„• •- REFER TO TREE STAKING DETAIL �t ` �\ '•' ' -'� � �`�' STAKING DETAIL �� .,• ���ffJ `/ ��/ %� �� \����~ BACKFILL WITH CULTIVATED, COMPACT EXCAVATED SOIL WIRE BASKETS ORIGINAL SOIL FROM PLANT TO FORM ROOTBALL PIT OANDlOR NON -BIODEGRADABLE PIT EXCAVATION IF LOOSE. IF TRENCH EDGE AROUND ON DOWNHILL 51➢E OF TREE A" ROOTBALL WRAPPING AFTER EXCAVATED MATERIAL IS NOT ENTIRE TO BE 3� MIN FINAL TREE PLACEMENT. LOOSE, SUBSTITUTE WITH MULCHED BURLAP ROOTBALL WRAPPING BURLAP ACCEPTABLE TOPSOIL TRENCH EDGE AROUND TO BE UNTIED FROM TRUNK MATERIAL. AMEND BACKFILL ENTIRE AREA TO BE rIJII=%DLI- .,•._:rr•.;'- II=��1' AND CUT AWAY TO A POINT PER SPECIFICATIONS. COMPACT REFER T O - AT LEAST 1/2 DISTANCE DOWN ROOTBALL PIT MULCHED BACKFILL IN LIFTS BY FOOT. DETAIL ,fy``�..,` Ili. 1� r�`.•:•'t^. ;yi':•::� �1- ROOTBALL. WATER THROUGHLY AT 1/2 / �\� ;.a:�`• a � r e -00 BALL - DEPTH. x~ REFER TO ROOTBALL PI � �`':'?•?�,:" ����\ ,•,.:t.:.•�• ;,j;rc7:.••• DETAIL�;•:;� ,. SCARIFY BASE OF PLANT PIT �'�\ ry WHEN EXCAVATING PIT' BREAK RETURN AND COMPACT LOOSE •��-� THROUGH AND LOOSEN ALL EXCAVATED MATERIAL TO -Ill- • s _p1 ,; ; ;?,::;::: �� ��-:�•-�'.:' : ROO7BALL •- •� �lal� I ^ � HARDPAN `- ��� '• � � � .H)=!I PLANT PIT TO ESTABLISHED ' "' Q Q � �/ \ NECESSARY TO FACILITATE /,�/� �`\� `:'1:::i:�'.., •;�_: IIiIIIIIII�I�I� III }4liI�i} IS� 14111�I�IiII- RIOR TO �%\\ f�\ DRAINAGE) PiRANT PLACEMENT �- gg NOTES: ����1.�/r. i. NOTIFY LANDSCAPE ARCHITECT OF ANY SITUATION WVHERE SOIL CHARACTERISTICS ARE NOT NOTES: NOTES: REFER TO ROOTBALL P!7 AGREEABLE TO THESE PLANTING CRITERIA OR WHE1R€E CONDITIONS -RAISE CONCERNS IN 1. SET TREE PLUMB PRIOR TO DETAIL TERMS OF PLANT SURVIVABILITY OR WARRANTY. STAKING, 1. SET TREE PLUMB PRIOR TO STAKING ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND 2. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT OF ANY PLANT DAMAGE EXPOSED BY, 2. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND OR INCURRED DURING, PLANTING PROCESS. 2. SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT, SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT TREE PLANTING r2"� TREE PLANTING ON SLOPE �K_3_'�_-SHRUB PLANTING LA90 ROOTBALL PIT T2 SECTION N.T.S. T2 SECTION N.T.S. 12 SECTION NI a 2'x 2' BEARING AREA. THRUST BLOCK 6 a a tl a NOTE IN REMOTE AREAS, VALVE BOXES SHALL EkCTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 TD-9ENT T2 SECTION N.T.S. NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 1D' (270') 18"-22" 7 CU. FT. VALVE BOX #68 STONE 42"MIN 6" GATE VALVE 8„ X 6„ TEE 2500 P.S.I. CONCRETE : •'" BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4, THE GATE VALUE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL 8E PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL NT -S - FIG. FIG. W-4 TD -8 I' COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL I" TYPE '•K" -�- SOFT COPPER FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. 1"xi"x11" TEE NOTE: NO SWEATED FITTINGS � z, QUAL SERVICE R 1" COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL 1" TYPE °K° SOFT COPPER FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. CAST IRON LID FINISHED GRADE -III-i I -III TD, -15, - LOCKWING III METER BALL BOX (INLET VALVE n S I I I i II 36" MIN. � COPPERSETTF}2 1/9 BEND COUPLING s 1� I III METER CORPORATION STOP BRICK AS NECESSARY TYPICAL SERVICE LATERAL INSTALLATION (5/8" 8c 1" METERS) NTS FIG. W -6A TD -1D JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. VARIES - 10'± - 10't� S S, WATER SEWER 3 � 0 0 LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, FTC.) EASEMENT WIDTHS. WATER UR SEWER ONLY - 20' MINIMUM WATER & SEWER 30' MINIMUM � SEE PART 3, PARAGRAPH D; SEPARATION OF WATER & SEWER SYSTEMS. UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90° TO THE RIGHT OF WAY. UTILITY LOCATIONS &EASEMENT WIDTHS NTS FIG, W-1 TD -1 SCOTT R. COLLINS'�L � Li(-,. ONAL '6 N L1.3 r -I n cd N �IJOB NO.132093 �1 +/I t a �F cy >I:f k • • is t'sa I f • e SCALE w; FRAME & COVER (SEE FIG. S---I-D,E) SLOPED AREA -� RUBBER COATED STEEL STEPS CAST IN PLACE PRECAST REINFORCED CONCRETE SECTIONS "0" RING SEALS - - MINIMUM ELEVATION DIFFERENCE ACROSS M.H. 5" FROM INLET TO OUTLET SHALL BE 0.20 FEET. DEPTH OF FLOW CONCRETE - CHANNEL TO BE FILLETS 3/4 DIAMETER OF CONTRIBUTING SEWER. r A FILLETED INVERT FOR A SMOOTH I TRANSITION OF FLOW BETWEEN I INLET & OUTLET PIPE SHALL BE 2' - 0„ 0 12" MIN 16" MAX .a 4'-0" WRAP EXISTING PIPE WITH 4 SET DOGHOUSE BASE e a EXISTING SANITARY T 41 SEWER PIPE DOGHOUSE OPENING SHALL , .° a. ANCHOR EXTENDS INTO SIDE OF DITCH BE PREFORMED BY ° ° BETWEEN EXISTING PIPE MANUFACTURER OR °' ° ° AND STONE BEDDING a 12" MIN- CAST -IN PLACE Q'.Q. 3,000 PSI CONCRETE BASE DITCH 6" MIN. 12" THICK VDOT a LINE VARIES D.I. PIPE 'S,1_ CONCRETE .,; 2500 PSI PLAN SPACING SPACING SPACING m ,. .�` . o z D.I. PIPE cv G ANCHOR N0. 1 AT z FIRST JOINT ABOVE GRADE SPACING MANHOLE. 20% TO 35% NOT OVER 36' - 35% TO 50% NOT OVER 24' 50% OR GREATER NOT OVER 16' T„ S<�AE 6" •° PROFILE T TYPICAL ANCHOR DETAIL FOR SEWERS ON GRADES 20% AND GREATER WT.S FIG. S-4 FRAME & COVER (SEE FIG. S---I-D,E) SLOPED AREA -� RUBBER COATED STEEL STEPS CAST IN PLACE PRECAST REINFORCED CONCRETE SECTIONS "0" RING SEALS - - MINIMUM ELEVATION DIFFERENCE ACROSS M.H. 5" FROM INLET TO OUTLET SHALL BE 0.20 FEET. DEPTH OF FLOW CONCRETE - CHANNEL TO BE FILLETS 3/4 DIAMETER OF CONTRIBUTING SEWER. r A FILLETED INVERT FOR A SMOOTH I TRANSITION OF FLOW BETWEEN I INLET & OUTLET PIPE SHALL BE 2' - 0„ 0 12" MIN 16" MAX .a 4'-0" STREET SURFACE OR NON -PAVED AREA S-0" MIN VARIES 12" PROVIDED. ��- MIN. 6" BEDDING NOTE W/ N0. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL_ MANHOLE SECTION SHOWING BRANCH TIE-IN N.T.S FIG. S -I -A s� 1� D 0 > Z 0 V 0 M 27 1/2" DIA [699mm] 26 1/4" DIA [667mm] 90 1 24" DIA [606mm] 28 7/16" DIA [722mm] 36" DIA [914mm] FRAME SECTION ACSA GENERAL WATER & SEWER CONDITIONS (4) 1" (25mm) DIA HOLES ON 32 3/4" (8341mm) DIA BOLT CIRCLE. 1 1/2" [38mm] 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE WITH PART V, SECTION G OF THESE SPECIFICATIONS. 4 . 4, WRAP EXISTING PIPE WITH 4 SET DOGHOUSE BASE e a EXISTING SANITARY T 41 SEWER PIPE DOGHOUSE OPENING SHALL , .° a. MIN. 12" CLEARANCE BE PREFORMED BY ° ° BETWEEN EXISTING PIPE MANUFACTURER OR °' ° ° AND STONE BEDDING a 12" MIN- CAST -IN PLACE Q'.Q. 3,000 PSI CONCRETE BASE , PLUS 6"'. FOUNDATION SECTION VIEW 12" THICK VDOT STREET SURFACE OR NON -PAVED AREA S-0" MIN VARIES 12" PROVIDED. ��- MIN. 6" BEDDING NOTE W/ N0. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. TYPICAL_ MANHOLE SECTION SHOWING BRANCH TIE-IN N.T.S FIG. S -I -A s� 1� D 0 > Z 0 V 0 M 27 1/2" DIA [699mm] 26 1/4" DIA [667mm] 90 1 24" DIA [606mm] 28 7/16" DIA [722mm] 36" DIA [914mm] FRAME SECTION ACSA GENERAL WATER & SEWER CONDITIONS (4) 1" (25mm) DIA HOLES ON 32 3/4" (8341mm) DIA BOLT CIRCLE. 1 1/2" [38mm] 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED IN ACCORDANCE WITH PART V, SECTION G OF THESE SPECIFICATIONS. 4 . 4, WRAP EXISTING PIPE WITH 4 SET DOGHOUSE BASE e a EXISTING SANITARY ON CONCRETE BLOCKS SEWER PIPE DOGHOUSE OPENING SHALL , .° a. MIN. 12" CLEARANCE BE PREFORMED BY ° ° BETWEEN EXISTING PIPE MANUFACTURER OR °' ° ° AND STONE BEDDING SAW CUT TO FIT PIPE 12" MIN- CAST -IN PLACE OUTSIDE DIAMATER 44 .1 .a.° 3,000 PSI CONCRETE BASE , PLUS 6"'. FOUNDATION SECTION VIEW 12" THICK VDOT a No. 68 STONE BEDDING 8"x8%16" AND 4"x8"x16" SOLID CONCRETE BLOCKS CENTER W/RISER DOGHOUSE MANHOLE BASE WALL 4 EACH MANHOLE: ABOVE BASE SHALL FILL DOGHOUSE OPENING BE CONSTRUCTED AS SHOWN�,-1 -� (AROUND EXISTING PIPE /AROUND 3,000 PSI CONCRETE ON FIGURE S-1-A OR NON -SHRINKING GROUT ALLOW C(ONCRETE WRAP EXISTING PIPE WITH TO FLOW A MIN. 1'-0" BEYOND BASE NEOPRENE GASKET MATERIAL OF STRUCTURE BEFORE FILLING THE OPENING BEFORE SECURED BY 2 NON- CORROSIVE STRAPS, 1 ON EACH SIDE OF OPENING e 12" MIN- CAST -IN PLACE ®� 3,000 PSI CONCRETE BASE FOUNDATION SECTION VIEW NOTES: 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER LiNE TO ALLOW FLOW TO THE EXISTING PIPE. 2, POUR A; SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE BASE SHOWING "DOGHOUSE" INSTALLATION N.T.S FIG. S -1-A1 12" --•F 1 t 1" [- [25mm] ��2+2►SSS+S•Z..++`_. W 2" (51 mm) LETTERS (RECESSED FLUSH) _(2) CLOSED PICKHOLES 1 1/2" [38mm] (2) CORED PICKBARS 1 1/8" (29mm) DIA BOSS 7» [178mm] 1 1/2" 26" DIA [660mm] [38mm] 1/4" (6mm) DIA 3 1/8" NEOPRENE GASKET [79mm] 5/8» [16mm] 23" DIA [584mm] 25" DIA [635mm] O.D. OF GASKET GROOVE SECTION R 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" 1' MIN 2„ BRANCH FLEXIBLE CONNECTION -/ NOTE' WITH STAINLESS STEEL LJ ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL w BE CORED AND A FLEXIBLE CONNECTION BOOT " INSTALLED 0 if TYPICAL- MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S -I -B TD -25 TD -26 TD -27 (4) 1" (25mm) DIA HOLES ON 32 31#" (834mm} DIA BOLT CI LE. 2" (51 mm) LETTERS (RECESSED FLUSH) �- CAM BOLT SEE ASSEMBLY DETAIL 27 1/2" DIA [699mm] 26 1/4" DIA �- [667mm] 24" DIA [606mm] �l 28 7/16" DIA [722mm] 36" DIA [914mm] FRAME SECTION 1 1/2' [38mm] 7- F [178mm] 5/8- [1 6mm] /8"[16mm] 26" [660mm] 1 1/2" 13/16"[38mm] [2020mmmm] I. Iv I 1,2.. [79mm] [13mm] 0 22 13/16" [579mm] 0 25" [635mm] 9/16" O.D. OF GKT GROOVE [14mm] SECTION VIEW 1/4" (6mm) DIA NEOPRENE GASKET (2) WSHR 1 /16 X 5/8 X1 1/2 �A1 2) CORED .1800" RU@@ER PART# 00981045 Yv (PICKBARS [5mm]2400" [ 5/8] (2) BLT HEX #50 1X3 1/2 SS 41 mm PARTS fl0981250 [6mm] 1 /2" 63 DIA. STAINLESS STEEL ROD (2) WSHR 5/8 ID 1.50 OD SS PLAN VIEW 1 1/8" (29mm) DIA BOSS [13mm] PARTS 00981318 PICKBAR & LOCKLUG HOLE DETAIL NOTES: 1 (2) NUT HX 5/8-11 ZN NYLK 11 PART# 00981284 1. ALL MANHOLES WITHIN 100 YEAR FLOODPLAIN OR LOCATED IN AREAS SUBJECT TO FLOODING SHALL HAVE WATERTIGHT FRAME & COVER. (2) NUT HX JAM 5/8-11 ZN 2. ALTERNATIVE DESIGN FOR WATERTIGHT COVERS WILL BE CONSIDEREQ. P7 (2) LCK LUG ARTS 00981228 3. COVERS SHALL BE FIXED TO FRAMES WITH LOCKING LUGS OR SIMILIAR ASSEMBLY. TYPICAL WATERTIGHT (SHORT)SPART# 00193585 MANHOLE FRAME & COVER LOCK Luc ASSEMBLY N.T.S FIG S -I -E ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES GENERAL CONSTRUCTION NOTES FOR SITE PLANS 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shalt be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All paving, drainage related materials and construction methods shall conform to current specifications and standards of V9OT unless otherwise noted. J. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shalt be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. The maximum allowable slope is 2.-1 (horizontal: vertical). Where reasonably obtainable, lesser slopes of 3.• 1 or better are to be achieved 5. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the Albemarle County Director of Engineering, or the Director=s designee, it is deemed necessary in order to stabilize a drainage channel. 6. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 7. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class Ill. 8. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE, 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. { MAIN LINE SALT TREATED 2 x 4 FINISHED GROUND MARKER SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 TD -31 EMB SPRIIt NO. 68 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL LARGER THAN 5" IN ANY DIMENSION -INTIAL BACKFILL* (6" LIFTS) * THOROUGHLY COMPACTED BY HAND OR APPROVED MECHANICAL TAMPER -HAUNCHING -BEDDING 6" max 4" min -FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE �114ALL PIPE) NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE, 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED 3. WHERE ROCK IS ENCOUNTERED PiPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL_ SEWER PIPE INSTALLATION IN TRENCH NTS FIG. S-3 � ,�> H 0/ 1. ----� SCOTT R. COLLINS�; Lic. No. 03.5791 / ,NA L LSC PLANT SCHEDULE SYM BOTANICAL COMMON NAME SIZE CANOPY (si) TOTAL SITE QUANTITY COVERAGE (sO TREES AR ACER IRUBRUM RED MAPLE 2 1/2" cal 452 5 2,260 BN BETULA NIGRA RIVER BIRCH 10'-12' ht. 464 4 1,856 NS NYSSA SYLVATI CA BLACKGUM 21/2" cal. 151 1 151 PA PLATAAUSACERiFOLIA LONDON PLANETREE 21/2" cal. 422 3 1,266 QC QUERfCUS COCCINEA SCARLET OAK 3 1/2" cal. 419 8 3,352 QP QUERfCUS PHELLOS WILLOW OAK 2 1/2" cal. 419 3 1,257 UP ULMUIS PARVIFOLIA'ALLEE' ALLEE ELM 21/2" cal. 423 6 2,538 UNDERSTO�RY TREES • AG AMALANCHIER x GRANDI FLORA SERVICEBERRY 6-7' ht. 130 17 2,210 CC CERCUS CANADENSIS REDBUD 6-7' ht. 124 10 1,240 CK CORNiUS KOUSA KOUSA DOGWOOD 6-7' ht. 128 14 1,792 MV MAGNOLIA VIRGINIANA SWEETBAY MAGNOLIA 6-7' ht. 113 4 452 MS MAGNJOLIA STELLATA STAR MAGNOLIA 6-7' ht. 49 1 49 EVERGREEN TREES IN ILEX x 'NELLIE R STEVENS' NELLIE R STEVENS HOLLY 4'-5' ht. 44 56 2,464 MG MAGNOLIA GRAN DIFLORA TITTLE GEM' LITTLE GEM MAGNOLIA 6'-8' ht. 25 43 1,075 J V JUNIPERU S VIRGI NIAN A EASTERN RED CEDAR 4 5 ht. 16 8 128 SHRUBS AB ABELIiAGRAN DIFLORA GLOSSY ABELIA 24" ht. min 14 78 1,092 AZ AZALE:A'GEORGE TABOR' GEORGE TABOR AZALEA 6-8' ht. 5 8 40 CS CORN US SERICEA RED TWIG DOGWOOD 18" ht. min 72 31 2,232 IC ILEX CORNUTA CHINESE HOLLY 18" ht. min 20 69 1,380 IG ILEX GLABRA INKBERRY HOLLY 24" ht. min 23 84 1,932 IV ITEAVtIRGINICA'HENRY'SGARNET' HENRY'S GARNET SWEETSPIRE 18"ht. min 64 59 3,776 TOTAL CANOPY 32,542 •. • SCALE 11 W -SCOTT R. COLLINS-,--, 0 Lic. No, 035 l 11 NOTE. THE PROPOSED LEFT TURN LANE EXTENSION INTO THE SITE-, 15,OUT$IDE THE LIMITS 6FTHE'.W5LCOMETO bTTESVILLE-StGN.-THEStG"I-OCATE-U360'FROM-- __�_�HARL � THE START OF THE TURN LANE 6 THE TAPER HAS BEEN -------- --- -SHORTENED i.00�-TCVLFAVE,'-THE-SIGMINTA�CT.-- I LE N'CR_ TURN LlbllAS —_�� W TAPiR, 130 STH STREET-RDLRE 63y 7 DESIGN 'MOT"W G 'GNSII EE_R!ijn�Rh _E k MEDIAN AT ENTRANCE _ SIGHT DISTANCE PLAN: SCALE, 1'=100' :7- PROPOSED I I D PAVEMENT AP_PROX_IIMATE 2'CAT"N11 ' T' GUARERAIL.G RA L � —..-JLEMOVID "TH TRIS PLAN AFIER TE SITE 'ERBETWE PROPOSED FILL. GU DRAIL SHALL _��OLJLD _T bffEN ONLY BE REMOVED gFfER VDOT SIDE"K IWPFCTOR's OVAL__ 4SOLLTH V� NOTE. THE PROPOSED LEFT TURN LANE EXTENSION INTO THE SITE-, 15,OUT$IDE THE LIMITS 6FTHE'.W5LCOMETO bTTESVILLE-StGN.-THEStG"I-OCATE-U360'FROM-- __�_�HARL � THE START OF THE TURN LANE 6 THE TAPER HAS BEEN -------- --- -SHORTENED i.00�-TCVLFAVE,'-THE-SIGMINTA�CT.-- I LE N'CR_ TURN LlbllAS —_�� W TAPiR, 130 STH STREET-RDLRE 63y 7 DESIGN 'MOT"W G 'GNSII EE_R!ijn�Rh _E k MEDIAN AT ENTRANCE _ SIGHT DISTANCE PLAN: SCALE, 1'=100' LEFT TURN LANE IMPROVEMENTS PLAN: SCALE, 1'=50' ------ - ----- - -- 'WELCOME TO CHARLOTTESVILLE SIGN TO REIMAIN `� 1, v 1 0 SCOTT R. COLLINS-z', Lic. No. 03-5791 OVAL ]I PROPOSED I I D PAVEMENT AP_PROX_IIMATE 2'CAT"N11 ' T' GUARERAIL.G RA L � —..-JLEMOVID "TH TRIS PLAN AFIER TE SITE 'ERBETWE PROPOSED FILL. GU DRAIL SHALL _��OLJLD =&� ONLY BE REMOVED gFfER VDOT SIDE"K IWPFCTOR's OVAL__ LEFT TURN LANE IMPROVEMENTS PLAN: SCALE, 1'=50' ------ - ----- - -- 'WELCOME TO CHARLOTTESVILLE SIGN TO REIMAIN `� 1, v 1 0 SCOTT R. COLLINS-z', Lic. No. 03-5791 OVAL ]I