Loading...
HomeMy WebLinkAboutSDP201800002 Plan - Approved Final Site Plan and Comps. 2018-11-16t1 OWNERfAPPLICANT 06100-00-00-16500 Sheet Title DUNLORA INVESTMENTS, LLC CUMERT 455 SECOND ST SE, SUITE 400 DROP WET & SMUCTURE CHARLOT7ESWLLE, VA 22902 ENGINEER: COLLINS ENGINEERING GRADING AND UTILITY PLAN 200 GARRETT ST; SU17E K SITE UTILITY DETAILS CHARLOTTESVILLE, VA 22902 TRAFFIC, NOTES & DETAILS (434)293-3719 TAX MAP NO.: 06100-00-00-16580 (DB 4657 PG 41,3) TOTAL PROJECT AREA. 8.62 ACRES TOTAL (PHASE 1 = 7.60 AC, PHASE 11 = 1.02 AC) ,ZONING: R-4 RESIDEN77AL (BY -RIGHT) - NO PROFFERS STORMWATER MANAGEMENT NOTES & DETAILS AIRPORT IMPACT AREA (AIA) PROPOSED USE: PHASE I - 16 SINGLE FAMILY ATTACHED UNITS AND 12 SINGLE FAMILY DETACHED UNITS PHASE: If - 14 TOWNHOUSES REQUIRED DENSITY 4 DUMC BONUS LEVEL CLUSTER DEVELOPMENT (NO MINIMUM LOT SIZE) PROPOSED DENSITY PHASE 1 - 28 UNITS PHASE Il - 14 UNITS TOTAL - 42 DU18.62 AC - 4.87 UN17SIAC BONUS DENSITY AFFORDABLE HOUSING (4) TOWNHOUSE UN17S HAVE BEEN PROPOSED. 34 UNITS BY RIGHT, PLUS (4) AFFORDABLE UNITS, ALLOWS (4) ADD177ONAL UNITS FOR A TOTAL OF 42 UNITS * SIGNIFIES THE PROPOSED AFFORDABLE UNITS OPEN SPACE. REQ2.16 AC OF DEVELOPMENT AREA (25.), PROW OPEN SPACE A (0.09 AC) + OPEN SPACE B (2.54 AC) = 2.63 AC (31X) 0.84 AC OUTSIDE CRI77CAL SLOPES AND SWM (32X OF TOTAL) THE OPEN SPACE WILL BE DEDICATED TO THE HOA. BUILDING HEIGHTS,• MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 35' NON -INFILL SETBACKS. FRONT 5' MIN AND 25' MAX SIDE.- 10' BUILDING SEPARA77ON REAR: 20' MIN AND NO MAX SUBDIVISION S7REETS• PHASE I - CURB & GUTTER (PARKING ON ONE SIDE ONLY) PHASE Il - UNITS FRONTING RIO ROAD & DUNLORA DRIVE WIN PRIVATE ACCESS ALLEY FROM VARICK STREET WATERSHED: THIS PARCEL IS NOT IN A WATER SUPPLY PROTECTED AREA - S17E- DRAINS TO MEADOW CREEK. AGRICULTURAL,? FORESTAL DISTRICT: NONE TOPO & SURVEY TOPOGRAPHY AND BOUNDARY INfORIJA770N PROWDE© WI7H oN-GRoma sunwy BY CARDINAL SURVEY IN SEPTEMBER 2016. NOTE: TOPOGRAPHY HAS BEEN UPDATED FOR PHASE 1 LAND DISTURBANCE: DA 771M: NAD 83 EXIS77NG VEGETA 770N.' PARTIALLY WOODED WITH EXISTING RESIDENCE STRUCTURES LIGH77NG: NO LIGHTING IS PROPOSED PHASING. THIS PLAN IS PHASE: II OF DUNLORA PARK ('SPRING 2018) RECREATION.• 2.63 ACRES OPEN SPACE (PASSIVE RECREATION AREA) PARKING: PHASE Il: 2 OFF-S7REET PARKING SPACES SHALL BE PROVIDED FOR EACH DWELLING UNIT + I SPACE PER (4) UNITS FOR GUEST PARKING: TOTAL PARKING REQUIRED: 28 SPACES ON THE LOTS + (4) GUEST SPACES w TOTAL PARKING PROVIDED: 28 SPACES ON THE LOTS + (6) GUEST SPACES BUILDING S17ES PARCELS 1-42 MAY NOT BE FURTHER DIVIDED. ONLY (1) DWELLING UNIT PER LOT SHALL BE ALLOWED. BURIAL SITES.° NONE STREAM BCIFFERSIFLOODPLAIN: THERE IS A PORTION OF A WPO S7REAM BUFFER LOCATED AT THE SOUTHEAST CORNER OF THE SITE THERE IS NO 100 -YEAR FLOODPLAIN LIMITS ON THE SUBJECT PARCEL, PER i FEMA MAP 51003CO229D, FEBRUARY 4, 2005. OFFSITE DISTURBANCE: NO OFFSIDE DISTURBANCE IS PROPOSED WITH THIS PLAN, EXCEPT FOR TIME 77E -IN CONNEC77ON TO THE SANITARY SEWER i WITHIN EXIS77NG U77LITY EASEMENT. LANDSCAPING,- S7REET TREES ARE PROPOSED ALONG THE NEIGHBORHOOD STREETS IN ACCORDANCE WITH ALBEMARLE COUNTY LANDSCAPING REQUIREMENTS LAND AREAS: OPEN SPA CE. 2.63 AC. (31Z) LOM- 4.68 AG. (54.x) ROW/°ACCESS ESMT DED1CA774N.• 1.31 AC (15Z) IMPERVIOUS AREA: ROADWAY 29,600 (PHASE 1) + 9,5J4 (PHASE II) = 39,134 SF (0.90 AC) SIDEWALK/DRIVEWAYS= 21,188 (PHASE 1) + 5,964 (PHASE II) = 27,152 SF (0.62 AC) BUILDINGS= 63,700 (PHASE I) + 10,995 (PHASE il) = 74.695 SF (1.71 AC) ITE TRIP GENERAT7ON. TRAFFIC IMPACT NUMBERS ARE BASED ON THE 17E 7741P GENERA77ON MANUAL, 8TH ED/770N. PHASE I. CODES 210 WERE USED FOR THE DEVELOPMENT PROPOSED 28 DWELLING UNITS ADT RATE - 268 ADT (134 EN7ER1134 EXIT) AM PEAK RATE - 21 VPH (5 EN7ER1116 EXIT) PM PEAK RATE - 28 VPH (18 ENTER110 EXIT) PHASE 11: CODES 230 WERE USED FOR 7HE DEVELOPMENT PROPOSED 14 TOWNHOUSE UNITS ADT RATE - 81 ADT (40 EN7E'R141 EXIT) AM PEAK RATE -- 6 VPH (1 EN7ER/5 EXIT) PM PEAK RATE - 7 VPH (5 EN7ER/2 EXIT) SLOPES: THIS S17E CONTAINS BOTH MANAGED AND PRESERVED SLOPES AS SHOWN ON THIS PLAN TRASH. ALL TRASH SHALL BE COLLETED BY A DRIVING DUMPSTER SERVICE - EACH LOT SHALL HAVE AN INDIVIDUAL TRASH CONTAINER. LIGH77NG. NO ON S7REET LIGH77NO IS PROPOSED WI7H THIS PLAN. DAM INUNDAT70N: THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE Irm Vfm :j E tj D -1 RM t64 � ,:4 to 1kl 1 � t 1�• �l - Ile c� `3My x� I SCALE:ILA"'T"FOUT PLAk viogilk ► o OEMIA � ' ROA i Sheet Number Sheet Title 1 CUMERT 2 DROP WET & SMUCTURE 3 CLARS 4 GRADING AND UTILITY PLAN PROPOSED PAMWENT SITE UTILITY DETAILS PROPOSED TRAFFIC, NOTES & DETAILS z PROFILES DEPTH OF EC -3A DITCH EARTH DITCH �— DRIWWAY CULWRT + BENCH MARK — _ CLEARING UNITS -W WOT STANDARD STOP SGN EXISTING CONTOUR ® --- PROPOSED CONTOUR r 24a55 PROPOSED SPOT ELEYATFON Sheet List Table Sheet Number Sheet Title 1 COVER 2 EXISTING APPROVED CONDITIONS 3 LAYOUT AND LANDSCAPING PLAN 4 GRADING AND UTILITY PLAN S SITE UTILITY DETAILS 6 TRAFFIC, NOTES & DETAILS 7 PROFILES 8 DRAINAGE MAP 9 DRAINAGE CALCULATIONS 10 STORMWATER MANAGEMENT NOTES & DETAILS iuo TOTAL NUMBER OF SHEETS DATE DEPARTMENT OF COMMUNIT VEI�' PMENT PLANNER/ZONI �%% ' V Zz ENGINEER INSPECTIONS,,, , w✓'3 ARB'i DEPARTMENT OF FIRE RESCUE It ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARMENT OF TRANSPORTATION XIL HEALTH DEPARTMENT I% A �0 LA Z CL a 0 C, s L z 993 F--4 t r U .. o t C� 4 ; GL - II� C � o, 11.1 o <v CL CL 'i7 • O v L 0 c P c� w � z z. w - CL Uj z - J Qa C n o JOB NO. 0 1_ 15211 -20- v) SCALE v .AS NOTED a . SHEET NO. 0- 1 00 � w � t i i R a • A �0 LA Z CL a 0 C, s L z 993 F--4 t r U .. o t C� 4 ; GL - II� C � o, 11.1 o <v CL CL 'i7 • O v L 0 c P c� w � z z. w - CL Uj z - J Qa C n o JOB NO. 0 1_ 15211 -20- v) SCALE v .AS NOTED a . SHEET NO. 0- 1 00 � A �0 LA Z CL a 0 C, s L z 993 F--4 t r U .. o t C� 4 ; GL - II� C � o, 11.1 o <v CL CL 'i7 • O v L 0 c P c� w � z z. w - CL Uj z - J Qa C n o JOB NO. 0 1_ 15211 -20- v) SCALE v .AS NOTED a . SHEET NO. 0- 1 rl LOT NUMBER LOT AREA (sf) BUILDABLE AREA (sf) 29 2,215 1,270 30 1,536 1,032 31 1,837 957 32 1,549 747 33 1,237 783 34 1,318 864 35 1,861 995 36 2,087 1,148 37 1,618 1,092 38 2,344 1,388 39 2,524 1566 40 1,873 1,346 41 1,921 1,396 42 2,500 1,484 OPE� - EXHIBIT P GALE. 1 "=120' 2.63 AC. OPEN SPACE 0.84 AC, DUMDE SWRITICAL SLOPES TOTAL OPEN SPACE OT L OUTSIDE SWM p L SLC CRITICAL LO C S"', 0'84 ACRES a OPEN SPACE 154 ACRES x loop LOT 27 NO PARKING Tie SIGN nUACr- i `f- 2' SFA T r4 0) VAR. WIDTH PRIVATE ACCESS ESMT TO BENEFIT LOTS 29-42 0, x (SHALL EXTEND TO PROPERTY LINE) 25' MAX. FRONT • SETBACK LINE VIDOT STANDARD BARRIER (P) CG -2 SEE SHEET 6 FOR DETAIL PROPOSED VAR. WIDTH LANDSCAPING EASEMENT (6- OFF BACK OF SIDEWALK - TYP-) EASEMENT WILL BE DEDICATED TO THE HOA 6 QR FOR MAINTENANCE PURPOSES GRAPHIC SCALE PLANT SCHEDULE SIM BOTANICAL COMMON NAME SZE CANOPY (sf) TOTAL SITE JQUANTITY J CQVERAGE(sf} TREES QP QUERCUS PALUSTRIS PIN OAK 21%2" cal. 419 28 11,732 QR, QUERCUS RUBRA RED OAK 21/2" cal. 424 34 14,416 Py PRUNUS YEDOENSIS YOSHINO CHERRY 6-7' ht. 99 .1 297 SHRUBS A13 JABEILIA GRANDIFLORA JGLOSSYABELIA 24" ht. min. 14 9 126 IC I ILEX CORN UTA CHINESE HOLLY 24" ht. min. 14 10 140 TOTAL CANOPY 84 26,711 i IM N, GENERAL WATER & SITWER CONDITIONS. No vemb er 16, 2015 ACSA GENERAL WATER & SEWER Ct"OND177ONS 1. WI)DW SHALL BE SUBJECT TO INS0EC77ON BY ALBE14AOI COUNTY SERVICE AU7710RITY (ACSA) INSPECTORS 7HE CONTRACTOR WILL BE RESPONSIBLE FOR N07IFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORT;. 2. THE LOCATION OF EXIS77NG U77LI77ES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARIL Y SHOWN ON THE PLANS ANI? WHERE SHOWN ARE ONL Y APPROXIMA TEL Y CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE; LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. J ALL MA TERIALS AND CONSTRUCTION SHALL COWL Y W1 TH THE CURRENT ED1 TION OF THE GENERAL WATER AND SEWER C0NS77?UC770N SPECIFICATIONS, AS ADOPTED BY THE ACSA. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5, TIE CONTRACTOR SHALL BE RESPONSIBLE FOR NO77FWNG MISS U77LITY (1-800-552-7001), I 6, ALL WATER AND SEWER P SHALL S LL 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 3 ALL WATER AND SEWER APPURTENANCES ARE TO BE L OCA TED OUTSIDE OF ROADSIDE DITCHES 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTFNSION OF THE LINE. 9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. NO -LEAD REGULA 77ON B WITH THF' 10, THE CON7T�'ACTOR SHALL BE RESPONSIBLE TO COMPLY L REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS 7HE SAFE DRINKING WATER ACT). MI5 BARS Q B" C -C IYP. * �" I 1 _ '• ���S1MgME7ER N5 BA45 moi- TTTi-1 31RORt1fF OUTLET PFE Q 8" CLC TYP. Da UNDER CONIMEROAL ENTRANCES AND FOR OUTLETS � s?R�acn+ F- DT ..'WW -7 4" -NOM; GAAFTER� . PAVED SHOULDER SEOTION SMF4QTk1 WAL. PVG .103 9J_ LarxRim,A SMa DO CL7 anD U*M GimO Mb QUTTER. 3E:wiN:.. TiNi: adw two NCIE?S, 3K3A3f'TESTED ACCOINb94%'i TO ASTM D-2411'2 AT SR OWLECT"N #A7ERT0.E [�RANiAGE FALN>!s -SOVPRf-AP' ! AT Tan _. + DRA KX LAYER .-SEE NOTE $ A4+dN LA`# PAVEMIEMY AkON IED K C(av¢CCfICN. SiRSA'$E AA?'E'R M.i'S'. TFFFT TT N37 iGf#ECATE, NN Aa'AMATE D OL,kSS 4AEET#/0 Pa oRkfiTeod RECHNREMEAlT. CURB GUTTER SECTION 7. 1 NOTES] STRUCTURE twcESS VAND FLAN RIES PLAN TRE & C15 ONEGT _Y NIC♦ A DRANAOE' STR11GitRE .. - 2. wkE7f OMi'RXYl7At_ Pi)E GCNNE ' OAROP H4RT. Y!+Nw4,E, EAT• )n ++DN-Pt7ffsllA� aaraSC"! iris r»r Rg�tRu: 3. NYFRT ELEYAT£OMk d7 OUTLET F@ CP OUTLET T{A ! A kALSw'Ak C4' i' v - - ABDVE *VERT EL'••,r!AA71ON 9F' RCE1'V1i47,Nid1R+YlE FATRf Q4 9YRDCi 4, ALL CljN,E, G'"-R5'li (Et,BfiVlS WTI:S, £TO.i WNtkOk IAT F.fNI'S Fat OUTLE:'T COMMERGML EIDEWALK DMM IS CT FI AAE TR L'.E DT `. RE SNE 'RtiShMiG SFRENCATt TF45 OUT( P C.0"ME - CLASS A3 CONCR€TE CLASS AS CONCRETE ,• SECTION A -A. STk8ICT11Lr R SONE CA4NE ..SIGN"Ff�€D . fR1SB1'' SSSS CNS A RCU4 ENTNflANCC AT€B PPC `•+NN.4.. i. L1, UTN-RF.D N LIL7N OF. - ORA3£D PPE. - - - SECTION fl1-B #f>}THENR L?MECt7UF1:': x+AN�...-TED APE' - - 'A`R.L P NOTES; YAT�AO TE: NAY A19O %M F994 TOP OF SLANtl.RiO'QPEM'WRAIw;tA aAi LAAtNi cc�a Atd� - SPEOidCATKAi ... Nymr .. . 11 THE STAN3tEi) SAPE7Y SLAB (5L•tY U* To $E USEU Gk1LY WHEN SP'EC±F1Ep 4N THE PLANS. C>hS TIE DRNNAC£ SUMMURV SUEET AND/OR TSE DRNNACE pESCR)PTICN. FIR M/ANt10LES 12 �ATET'D .. -AEVWN IkATt' SitFE.T 2 OF..F .a.Ai VRM" DEFAR,YWM Qr TRANS ORTATNNI 'i]S_Q7 ENT SP EfY'L!&CSHA LTBE 8 TD 12 WITH NO WUY SLAB LAN n FEET SLABS SHALL ND7 � L6 � OED BELOW THE TOP DR BOTTOM OF TME STRUCTURE, SAFETYGA DF M U)°4 ANY INLET PIPE OF 30" r.N.iVXTER OR OREA7£1i. GiE.OTE%TLE DFAANAUE FA9EaO LOVL'•iRMi 01- MIDI, - P;fyEo S3J %.DEIi_ CEOiE%TKE ORAfiAt?E FAd'YC "-0" f.DV'EFE.-N' 1'-D" ATTOP>- - AAME4[IY.0 2. THE COST OF THE SL -I IS INCLUDED IN THE COST OF 7HE STRUCTURE. SEE CASVORT V OCA, DRAWINGS U2 NOTE 1 ^'"""- •�,-.N37 + .W' CATS. NIS . SEE NOTE 1 ,T. ACCESS OPfr G1 NYE TO DE ITAGG RFP FRCA DH1E g Or STRUCTURE To THE 07R£R WHERE Ap CAME. STEPS i°t 7O HE S7 (} ACGORDINGLY, - }t�4- 1Y.A85. 1EE7EK1 418 A57 AGGIRE.i.A[E. NS �'. vArayaE GR!8A. iRERUIENT. i�iREGATE''DR CRUSk1ED - 4 5 BARS W 9" C -C -TYP. 4- SAFETY SLAB MAY BE CASTZ1PLACE CSR PRECAST. CAST -.-PLACE CONCRETE TO HE CLASS i 1Jo04 M). PRECAST COKRVC IS TO DE A4 (4000 PSI, AEt FSR M LI' TO 480th, 3^ 441Bqyf POPS 7s wRorww TED PI'E �. PERFGNHMTED 6�P"+ECTNAl1 ' , '- STEEL TO BE MJ ACCORDANCE WITH AASHTO M31.'.- NDN PElifORATip � OUTLET SAFE CIYRICAL3 . 5, ACCESS SCS MAY 9E .30" W+METER OR 30" SQUARE, WEN STRUCTURE Wq>TH tS THAM fib'• 7tK AA;CESS OP P&IG 5NNL, RECTANGUC, tSTfiUi,'?URE WdY'rN 8Y 45' WYE CONNECTION - - LITS LESS 30" LONG). ' 45` EEbDW . - TIDAL. TYPICAL. PRECAST UNIT 1� TYPICAL C£3NCRETE SAFETY SLAB FOR DROP INLETS, REFERE�'E' .302 ROAR AND 6R!OGE 87ANDARDS MANHOLES AND JUNCTION BOXES VIRGINIA, DEPARTWNT OF TRANSPORTATIGNI IREVjPM DAA' SHEET 7 OF t REVISION DATE 00. 2016 ROAD & BRIDGE STANDARDS 15 1/2" E.J,LW. 1574 CAST IRON CLEANOUT FRAME AND LIP 10 1t4" INSTALLED FLUSH WITH FINISHED SURFACE CONCRETE COLLAR PflURED� SEE PAVEMENT 7 ].(Z" � EXISTING GRADE REPLACEMENT AROUND CLEANOUT COVER (35Q0 PSI) REQUIREhTENT5 .i • '• PVC FEMALE CLEANOUTADAPTER � X - WITH INVERTED NUT SCREW CAP OR I FLAT SLOTTED SCREW CAP � KOR-N-SEAL No. 540640 AWS* LVII-H 10 114" BAND PYC PIPE SEE BACKFILL AND SEDDING� A 45° BEND REQUIREMENTS \� "-PVC PIPE (SEWER LSANiTARYLATERAL LATERA------------ V, . ter. (Y `� ter' ; ��i' 'o<, • �• 'ALA' -QM Of BOT( -TRENCH SEG`TIQN SEWER CUSTt�MER'S PROPERTY EASEMENT OR R?CHT-OF-WAY � ,� SANITARY 1r LATERAL1111 (WHEN INLINE LAYOUT REQ'D)� . i CAST IRON CLEANOUT FRAME AND LID � '"� SEWER LATERAL f CQN1CRE7E 45°BEN D - " COLILAR 24" _ PLAN VIEW STANDARD SANITARY CLEANOUT IN PAVED * �" I 1 _ '• ���S1MgME7ER GR•N)E8'-LNIANAGE AV£NT:HT �.... �_.---,�_,�. W.T 4zt.µ� 41AJe#?En uVFdR. __ 5Mp4Ti1 WALL WG .105' moi- TTTi-1 31RORt1fF OUTLET PFE REE NO* I-4,57 AtxREGATS', , D A fiATl; #[ CRUSHED WEIZ 4 OR RE NT. BION PEFF(DRATED OUTLET PIPE FOR USE t DTEktLE EAAAuYE PAW PAVEo s aW= LONGITUDINAL PERFORATED PIPE u -a lQYH7?l.AD P -D" AT T. P - - ST.,A(iAl2ED '-"`'°-r-.,,,,` 'TYPE Or' Pp::E. ' GR•N)E8'-LNIANAGE AV£NT:HT �.... �_.---,�_,�. W.T 4zt.µ� 41AJe#?En uVFdR. __ 5Mp4Ti1 WALL WG .105' SIANBAd6' LAVER .'.i t ^4" ppE-84 _ GCFNhY'.ATIb PE'. - AASNTO $k35fi 31RORt1fF OUTLET PFE REE NO* I-4,57 AtxREGATS', , D A fiATl; #[ CRUSHED WEIZ 4 OR RE NT. BION PEFF(DRATED OUTLET PIPE FOR USE Da UNDER CONIMEROAL ENTRANCES AND FOR OUTLETS � s?R�acn+ F- DT ..'WW -7 4" -NOM; GAAFTER� . PAVED SHOULDER SEOTION SMF4QTk1 WAL. PVG .103 iFOR USE Y11TH STABILIZED OPEN -GRADED ORA -NAPE LAYER} � WAkt PE; iG"FP Ae .Nrirt LarxRim,A SMa DO CL7 anD U*M GimO Mb QUTTER. 3E:wiN:.. TiNi: adw two NCIE?S, 3K3A3f'TESTED ACCOINb94%'i TO ASTM D-2411'2 AT SR OWLECT"N #A7ERT0.E [�RANiAGE FALN>!s -SOVPRf-AP' ! AT Tan :1%I ;RAeRmff'D ANT i sHtM.t•PER . _ DRA KX LAYER .-SEE NOTE $ A4+dN LA`# PAVEMIEMY AkON IED K C(av¢CCfICN. SiRSA'$E AA?'E'R M.i'S'. S'AiCRALE ^Ep 'Sif NOPE '1'- N37 iGf#ECATE, NN Aa'AMATE D OL,kSS 4AEET#/0 Pa oRkfiTeod RECHNREMEAlT. CURB GUTTER SECTION 7. EOR DISE WITH SOA IZED OPEN -GRADED DRAINAGE LAYER) - PAVEMENV .$ NOTES] L 4" NNkMR,U, PADVRIP,7A ATTMW MMERAJtA 4" OF AGGREGATE ON. TCP OF PPE F-DGWR IN GORE ARE TRE & C15 ONEGT _Y NIC♦ A DRANAOE' STR11GitRE .. - 2. wkE7f OMi'RXYl7At_ Pi)E GCNNE ' OAROP H4RT. Y!+Nw4,E, EAT• )n ++DN-Pt7ffsllA� aaraSC"! iris r»r Rg�tRu: 3. NYFRT ELEYAT£OMk d7 OUTLET F@ CP OUTLET T{A ! A kALSw'Ak C4' i' v - - ABDVE *VERT EL'••,r!AA71ON 9F' RCE1'V1i47,Nid1R+YlE FATRf Q4 9YRDCi 4, ALL CljN,E, G'"-R5'li (Et,BfiVlS WTI:S, £TO.i WNtkOk IAT F.fNI'S Fat OUTLE:'T COMMERGML EIDEWALK DMM IS CT FI AAE TR L'.E DT `. RE SNE 'RtiShMiG SFRENCATt TF45 OUT( P C.0"ME .. UI>T'Ai'ED SAFE S. GANTLET [XPCS AqE TO { INSTALIEO 4kt 2R Lw3..(3Y DESNAIM GRADE AND Ri'CRAT - . 364_ttrAAF 4R M47W Otf PLNtS. LOC44d%V'EViN'P A5 BMW g�SD Wd7N TA R(7ATIC TD BE SEfiLwr GMwEGTEO TO €W' -12 -OR WHEN DRVJ?hL .. STk8ICT11Lr R SONE CA4NE ..SIGN"Ff�€D . fR1SB1'' SSSS CNS A RCU4 ENTNflANCC AT€B PPC `•+NN.4.. i. L1, UTN-RF.D N LIL7N OF. - ORA3£D PPE. - - - -. S- THE I.EiWiTHi OE PPE HETWEEN THE WYE CONNECTM A1Ir THE EW -12 SHALL BE 6T•C 1CLREI TT£It' lWEtd1RA#1 1RrIWEEN THE HARPS 9F LNIT7gEON: T9 /1O YQpE 7T4W f^6" TQ.PERAiT Ch1FF•!+R1C'T[Gt7 pR 7fdE. 1dNN.:lYf - ,. Ra7At. FMIfA4CE'Ct:1�.FffiTURN9 E 4�ULTFW #f>}THENR L?MECt7UF1:': x+AN�...-TED APE' - - 'A`R.L P ff, N 51' TUATBNB WHEM AT�JLLR�DEPTH Or 5AJB4.rAM OPEN} WAM YAtfthL CANNOT W, MlEE3' W UNDER WY!'.TEN. Nm GUTTER. MD -2"® JIMEGATE *YIL, T. U5�) YAT�AO TE: NAY A19O %M F994 TOP OF SLANtl.RiO'QPEM'WRAIw;tA aAi LAAtNi cc�a Atd� - SPEOidCATKAi ... Nymr .. . " STANDARD PAVEMENT EDGEDRAIN 1t4A0AA.ERQOESIAAAE+D5 .. -AEVWN IkATt' SitFE.T 2 OF..F .a.Ai VRM" DEFAR,YWM Qr TRANS ORTATNNI 'i]S_Q7 701 U)°4 kNY9E( KW SHALL 1?E:' CENTERED UNDER CURB AM GUTTER GiE.OTE%TLE DFAANAUE FA9EaO LOVL'•iRMi 01- MIDI, - P;fyEo S3J %.DEIi_ CEOiE%TKE ORAfiAt?E FAd'YC "-0" f.DV'EFE.-N' 1'-D" ATTOP>- - AAME4[IY.0 ��� PAVEMENT r -• „.• ," OU7/.ET PIPE' - 5tR1GH1Ptf' IBE - CR1TL€T RIPE U2 NOTE 1 ^'"""- •�,-.N37 + .W' CATS. NIS . SEE NOTE 1 r•O:. C"-MWiRkT3A1k !OR 0.111 'Hoo }t�4- 1Y.A85. 1EE7EK1 418 A57 AGGIRE.i.A[E. NS �'. vArayaE GR!8A. iRERUIENT. i�iREGATE''DR CRUSk1ED - 4E4:E 'Of PtVED' *XVILI tRJ.;' .. ALA4S MEEY? Nb `-CA+1bAT66i4 AEQtXtEiot!tif. - PAVED 'SHOULDER: WTION CURB ANI? 'GUTTER' SECTION LI' TO 480th, 3^ 441Bqyf POPS 7s wRorww TED PI'E �. PERFGNHMTED 6�P"+ECTNAl1 ' Lys xmREwE DIV AI dFLOW71k. W6NCR W(Yti c,F waz�esPcs �r �rA?uwEz rApw NDN PElifORATip � OUTLET SAFE CIYRICAL3 . Ci1'1'ONtECiLNJ . 45' WYE CONNECTION - - LITS cPuLAOw7R PYF!E TO LST ' 45` EEbDW . - TIDAL. COTLET PIP£ 1,�trOtST ST1"tA7S,tA•RD PAVEMENT EDGEDRAIN HERE " a4u 59} 7fl1 ROAD AA[} etancE srA�,utits YRGMA DEPARTMENT Of TRAII(SPOR7•ATMVN -'SI'EET t 4€ 2 IREVjPM DAA' 'Jtl9,'C6 D¢- 2 ` OF PAY FOR UNITLSS $U@BA°E TOE OF FILL MEETOF CUT 7RN E FLL COMBINATION UkUF_R¢RAN �' O� t7YP�) TSI "-�IiDl1.0ER LINE I EDGE OF PAVEMENT TRAVEL LAWS, COMBINATION UNDERDRAIN CO -2 ON FILLS T y0 CENTER LINE SECTION iWNM TYPE 1 SELECT MATERIAL) I' J EDGE OF PAVEMENT HC SNOILDER LINE TRENCH PLACEMENT cAv';I TDe FLL +a -PAVEMENT SURFACE & BASE I LIMITS OF PAT FOR o a a O o 0 0 4 0+ SUBBASE OUTLET PIPE + GI ECT MATERIAL TYFEIORIT PLAN VIEW SHOWING PLACEMENT OF 1 4457 AGGREGATE. Ike AGGREGATE OR CRUSHED CD -2 UNDERDRAIN GLASS MEETING 08 GRADATION REQUTEIENTS, GEO7E%TLE T-0 NON -PERFORATED OUTLET PIPE OR�NNSC E CIMI NG STRENOTR OR TYPE POE kliv Y SMOOTH WAL PVC .kQb 0-163 T�'-�-7!f ��-rt-PAVEfENT �IiFACE N BA`,,E SNOOTti WALL PE 7D P31 '### 70 FaT ### o a a o o -rt- "SUBBASE OR CEMENT 5TAHLIZED SUBBASE +4- SELECT MATETNAL TYPE I CR SUEEIRACE 1'- "'- a- .._. a.u- _a- YDEMENT OR UME STABILIZED) #WALL THICKNESS Di�N) - INCHES • ,"^t N57 AGOREQATE, NS AGGREGATE OR CRUSHED #*#TESTED ACCORDING TO ASTM D-2412 AT 8$DEFLECTION. 6EGTEXTLE GLASS MEETING NH GRADATION REQUREMENTS- F�ACE r -D' GENERAL NOTES L TRENCH SHALL SE FLLED HATH ASOREGATE AMD IIROUGHLY HAND TW,NED TO INSURE COMPACTNESS, q7 �E yC� qyE E SLAB PAVEMENT 2' 5HAI.L B PLMS.E} ON�A'TNWE PARM.LEL O THETMSH04J� SLPOK I X YENT �3C DESRABLE) GRA)E. u88A6E 3. ON �AEPPROMH LETS ON t�NCfRL`RAFNCf1tTNEY AM TU HSE LLOrATEU SO GASOWIORWISE !IBM INTODROP OUTLETS INLETS OR MANHOLES. Mti DT SIATYRE I 4. AIS( EgELEVAAED 5ECTITI�Y'7S. Ti % IS TO HE VNOER ENTIRE PAVEMENT AREA H TLET PI ON LO 510 D Y. 5. WVERT ELEVATION AT T ETA % OVILET PIPE TO BE A MINNUM OF T -D' ABOVE rME1 INVERT ELEVATION OF pECEIVNO ¢RANAKIE ITCH OR STRUCTURE. PLACEMENT OF CD -2 UNDERDRAIN AT a ALL 00RECTIONS (ELBOWS, WYES. ETC.) WITHIN PAY LIMITS FOR OUTLET PIPE A'E TO BRIDGE APPROACH SLABS BE OF THESAME GRUSiNO STRERGTN AS THE OUTLET PIPE. 7 TO BE SECtFELT CONNECTED TO EW-12OR OTHER DRAINAGE sDUTLlCTUWE RF- SPEFERE GI STANDARD COMBINATION UNDERDRAIN REFMNM (AT GRADE SAGS MIND BRIDGE APPROACHES) 501 REV DAD 701 VROMA DEPARTMENT OF TRANSPORTATION 1D¢.85 CT00L;' I C>i.1NC:In i ION i`.11A I Lf;;l,=r,L (-;C;1"- KY I (?lJNL7,'', I I0N A f Lf-;li',L t�alN IFIL 3I 10111.111 +';+I -I hEfJ�_F- I.EPJ J' LL -°I L,I L�tJ I I<Es rl r' i AND Tf-E .::IL }F. F _.` IL= .. _ EC-0It1 � t%F f-t.,`L1[`dL3A1 l(.?N IN I'G?0H: S01IL l.!NUkR - C I_1 I C_ONP)f 4.10[\I ir,l AL e ",Cha IL ,4I +•. I JPJ S P,E._E. Sc CSI' lil -I I ILL ,- , ' E � �T,-,LLE SIL (_rF ry l rI `'H=•_L SE L 1 '`!E 7 eITH(I! '1' ,F --IE I E S.; r,R',Fft T -r 1 .. I' ..r•l`f (.I,.F'`•. s_td ,Hr F; I 0.`IFr' h.6?.` THE l�•;f- L @yCI:FL_. I/ l k I l._L , I;•,_L L( '.-,LA,"_P All]-) !: d•.11 -'-':f' I L I Ir.. r, LII .j• ' --`.:I`,I _,' J .C'F' If •:'•�L I P✓l/`,ILf-J '1L i,:`�� �-II''•.L_ 31_ ..LLQ.<A,^.,LL:. IN THE �r FLIH. _ SEL_ Fri _S vHAL_ EE GlJ':- IN ?,_L _k�.=S. GUETILE IROi\l 1,\J`ATER PIPE INSTALLATION & B.EDDIN F !.: T " DIAMETER HOLE IS REQUIRED IN THE LID, TYPICAL METER BOXES s NTS FIG. W-7 TD -1O s •N • AN AREAS :,Fl,'f�, SEF.I'.E L-T_F'':_ <I:`;h'.Et :.:;N IJ:iTE`v: I ,p0urRr .rr, .i -F It 1- I; r c:c i ri TS T­- i.PIC J r I(t FR F F r Ft f H. I .,ND,1 .}I III LR'I"L _ TC L F(FC I •.L C T L .Y o. IL, IC TI `I -) C .'P T IC TI = .., Ci.T F C :JIT ICI_ -CC Id ':,AH c.IIAL_ _• ,1'IC TCC l.5 fa. P=C =?_C. F1 r111 )19 GRADE FCL S _R JEI;.I:CE CCIPJ IE.CTIa. SHRLL EE 24e Fi- I I SF -?.I 'f -r.'.•: 5 h.I',�.J �•.1 "(,dFR ) MFTFr I f s'.iF. I T=f:"• S 4-;1v, ,'• � r 14,1,:4 .(^.•'Ff•' OF -:F T. / LTA T C -CG . 4 FIh1l.�NFC --:cJrJr� PII -r.Jr F LINE AMAIN SECTION TLc P L:W. N t- IF.S s F ;r',i F (? I /`•, T F RA I C i f>d r,.1 F T IQ N " DIAMETER HOLE IS REQUIRED IN THE LID, TYPICAL METER BOXES s NTS FIG. W-7 TD -1O s •N • AN A r TD -8 J . P -',I` I OFF )T`d=; ?sT NT -i L ..,LP�,S UI,.LC FLU Nrd'.RSLft ?;t/\' Lt,!_J_`_ TC' F -b H n'i -. PA,T;v!Ftl %-.P.�Rc ,�.1 H - I ( T � I 1 J U a 4 t � J I '. 2A _='•E.TIM, t2LA. h 14 V.� j a 4 'rlL'� _H,._L k\ IC I I_HLS ..e, .t'_13., TYPICAL SATE V " DIAMETER HOLE IS REQUIRED IN THE LID, TYPICAL METER BOXES s NTS FIG. W-7 TD -1O s •N • AN A r TD -8 rJ F I_ ALVE [COVER LIFT NOTCH 14 1/2" 12 1!2" 12 318" � MATER - CAST [IRON UD 18" METER BOX L N ry Jk 18" ' 8" EXTENSION 11�_IPE SL£}T (2 PLACES) NOTES: (1) FOR TOUCH READ METERS A 1-3f4 E � u iv E ) S N E in 0 VOL w� vwiW �� am r'4� � a U_ w O - E ��^6 N,n in n I- c� n < £ z 4 - to w o a- < E o ¢ � S 4 In m O Cc E � E �E�n`� ® C! Q 4 d `E -i E ca LL TYPICAL MANHOLE FRAME & COVER " DIAMETER HOLE IS REQUIRED IN THE LID, TYPICAL METER BOXES s NTS FIG. W-7 TD -1O TQ -211 X REMAINING BACK,F(LL SHALL NOT CONTAIN ROCK MATERIAL 3fi"M1N LARGER THAN 5" IN ANY DIMENSION 24"SAI INTIAL BACKFILL* 8"MIN (6" LIFTS) EMBEDMENT * THOROUGHLY COMPACTED SPRING LiNE 0BY HAND OR APPROVED OF PIPE _��� MECH.ANICAL TAMPER ti -lj HAUNCHfNG NO. 68 STONE BEDDING 6" rrlax 4" min FOUNDATION {SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE �• `.� ALL PIPE} NOTE 1. (OPEN CUTS INPAVED AREAS WITHIN EXISTING VDOT RIGHT -OF -WAY -OF -WAY SHALL BE F TIRELY WITH N0. 2iA STONE. BACK ILLEd EN 2. FOR DU TILE 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 HE PROVIDED" 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE ' TYPICAL SEWER PIPE U�1 INSTALLATION IN TRENCH NTS FIG. S-3 TD -32 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD, 1 LENGTH OF BRANCH VARIES B' MIN 2' TO 10' 7 CU, FT. 18"-22"VALYE BOX #6J3 STONE hJ E" GATE 42"MI . > VALVE TEE 2500 P.S.1. CONCRETEBASE AND ANL} THRUST ,. A) •;,'N Aare BLOCK AGAINST UNDISTURBED STABLE SO{L, STEEL PILE i RESTRAINED JOINT FITTINGS (ALIEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION T4 POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT, NOTE 1. SURROUND WEEP HOLES WJTN GRAVEL AND KEEP FREE OF CONCRETE. ?. MAINTAIN A 3 1/2' MIM- COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE 80X. 4. THE GATE VALVE 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 FIDE HYDRANT ASSEMBLY DETAIL N.T.S. FID. W-4 SCOTT t.C(0LL1NSZ;' _ 1" COIAPRFSSICN z 3,I4' MALE PIPE GOUPLINO DR ARPftOYED EQUAL `4ul }" TYPE "K` SSS( CAPPER FOR USE 4N ATTACHED SINGLE FAMILY RESIDENTIAL GERViCE$ OR DUAL RE510ENTIAL _ .. AND IRRIGATION 5EJ2v1GES. hJC1T'cc N0 SWEATED FITTINGS DUAL SERVICE � '" C9MPRES;ROPi x 3l4' MALE PIPE i^PUNG UR APPROVED EQUAL I' TYPE "K` SOFT CLDPFEft ("�y S °! FOR USE OR DETACHED $11v'GLE FAMILY RE$tpEW71Al SERVICE WERE AN IRRIGATION ME7F-R IS V,Oi PRD'A1DED. . SINGLE SER4'ICE NOTE; ip SADDLES SHALL BE USED ON PVC PIPE. -CAST IRON Up FINISHED GRA;pE LCCKNING I{ _ $ALL Box 32" ,� L AFT) ,Is* MIN, CIL F+ERSET"fER 1/6 6END �11PLIN6� I - x� 1(I I I ( METER CQ'aPi)RATIQN ST011 BRICK AS NECESSARY TYPICAL SERVICE LATERAL INSTALLATION (5/8" � 1" METERS) Mrs FIG. W -6A TD -10 f s s •N • AN A r TD -8 �OIVAiA VAO�w) f s s •N • AN A r i $ z' CL LLJ C3 •a.. SSSS.. WuiVj "1f v o c O g LL! � W Z -O jII� a w L lii� � ] s � � N � c O U r ] OSS C Lei u � � L Q yr �N !ll ' Q) L- x � Q1 S Q W -a W � Z CD 41 uj c W O U J C Q C3 � U L C 111 � O i Lt -'U � c �s o 4) �j � O C � uJOB NO. j C) ,E 152115 C3 � Q SCALE a .N As NOTED SHEETNO. C 41 L RA t itEMMEM L9ul t9 z 'w4. It f s s •N • AN A r i $ z' CL LLJ C3 •a.. SSSS.. WuiVj "1f v o c O g LL! � W Z -O jII� a w L lii� � ] s � � N � c O U r ] OSS C Lei u � � L Q yr �N !ll ' Q) L- x � Q1 S Q W -a W � Z CD 41 uj c W O U J C Q C3 � U L C 111 � O i Lt -'U � c �s o 4) �j � O C � uJOB NO. j C) ,E 152115 C3 � Q SCALE a .N As NOTED SHEETNO. C 41 L RA t itEMMEM L9ul t9 z 'w4. It GENERAL CONSTRUCTION NOTES FOR STREETS .ROAD NOTES 1. CONSTRUC77ON INSPEC77ON OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL GRADING BE MADE BY THE COUNTY. THE CONTRACTOR MUST N077FY 774E DEPARTMENT OF HYDRAULIC CEMENT "Si4EWALK tDEPTH IN INCHES, AREA IN SQUARE YARDS) [-y 'NE.NOTES- GENERAL NOTES- COMMUNITY DEVELOPMENT (296-5832) 48 .HOURS' IN ADVANCE' OF 77 -IE START OF 1 THE LATEST EDI77ON OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE C0NS7RUC77ON. 2 STANDARDS OF 7HE VIRGINIA DEPARTMENT OF 7RANSPORT47701V SPECIFICATONS SHALL 2. UPON COMPLE77ON OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, 14-1 GOVERN 77 -IE MATERIAL AND CONSTRUCTION ME77-IODS OF THIS PROJECT THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE 2 WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN 774E ROADWAY, IT SHALL BE REMOVED (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A NOTE; WIDTH 'B" 2'^D" OR FROM THE iEN77RE ROAD RIGHT OF WAY WIDTH AND REPLACED DERE NECESSARY WITH SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT J. SUITABLE MATERIAL TO THE SA77SFAC77ON OF 774E ENGINEER. ALL GROWTH OF TREES AND VEGETA770N SHALL BE CLEARED AND GRUBBED FOR THE DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST EN77RE EASEMENT. OTHER 7REES AND VEGETA77ON WHICH 0867RUCT SIGHT DISTANCES RESULTS FOR APPROVAL. 4. AT ROAD INTERSEC770NS SHALL BE REMOVED. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WI7HIN THE PUBLIC 4. ALL VEGETA77ON AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY 7HE COUNTY. ALL 5, WHEN THE ENTRANCE RADA CANNOT ACCOMMODATE THE. PRIOR TO THE CONSTRUCTION OF 7HE SUBGRADE. DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A S. REE. i:U8ED BARB ARE TO. BE NO.'S X & PLACED 1 CENTER TO GENITER ALONG NATURAL WATERCOURSE DRAINAGE 4. GUARDRAIL LOCA77ONS ARE APPROXIMATE: EXACT LENGTH, LOCA770N AND APPROPRIATE EMERP"ENOICULAR. END TREA7MENTS WILL BE FIELD VERIFIED AT THE 77ME OF CONS7RUC770N. ADD177ONAL 1. ALL PIPE CULVERTS, EXCEPT PRIVATE EN7RANCES, SHOWN HEREON ARE TO BE RCP WIN GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOAIN WHEN, IN THE OPINION OF MSN A MINIMUM COVER OF ONE (1) FOOT; 77-1E COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS 2. STANDARD UNDERDRAINS (CD -1 OR CD -2 OR UD -4'S) TO BE PROVIDED AS INDICATED ON REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF � THE PLANS, OR WHERE FIELD CONDITIONS INDICATE. PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE J. ALL DRIVEWAY EN7RANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH INCREASED TO SEVEN (7) FEET: a% MAX. AND HAVE A MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN 5. WHERE URBAN CROSS SEC77ONS ARE INSTALLED, ALL RESIDEN77AL DRIVEWAY TYRE B, ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF 7RANSPORTAION SPECIFICATIONS UNLESS EN7RANCES SHALL CONFORM TO VDOT CG -9(A, B OR C). Nar�RaLLEi OTHERWISE N07ED ON PLANS. 6. DERE RURAL CROSS SEC77ONS ARE INSTALLED, ALL RESIDEN77AL DRIVEWAY ENTRANCES 4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO 774E SA77SFAC77ON OF THE SHALL CONFORM TO VOOT STANDARD PE -1. r �, ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER Z COMPLIANCE WTH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH !' " COURSE. SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SEC77ON DETAIL, SHALL BE S77?1C7LY PAVEMENT ADHERED TO. 1, AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT THAT 774 SLOPE AT IHF CONNECTION OF THE CURB OPENING IS OF THE AGGREGATE BASE MATERIAL. IF 7HE SSV VALUES ARE LESS THAN 10, THE VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND PERPENDICULAR TO THE -CURB. 6 DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL 77-1E PROPOSED RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. T' ENT ANE 10011CAN DT TYPICAL CONCRETE SIDEWALK IS 4 TH1GK. WHEN HE R, C N.. METHOD OF' CORRECTION. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA 2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD TRAFFIC, REFER TO ST.ANDA1?D CG-13.COM)ERCIAL ENTRFNCf (HEAVY COMPAC77ON BEFORE BASE IS PLACED. NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SNOWING THE MATERIAL 10. TRAFFIC CONTROL OR 0774ER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED W N CURB. RAMP -AR---- fJS D IN .CONJUNCTION WITH A SHARED USE PATH; MEETS REQUIRED GRADA77ON FOR TYPE 1, Il, OR III PRIOR TO PLACING AGGREGATE BASE. BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, 4. THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT 7HAT 7NEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. CRD N -( O AL] IS PROVIDED FOR TWO SSt G .COAG N. WHEN flN Y: RB RAMAP D .. S . W L ONE CU THE INTERMEDIATE COURSE IS BEGINNING AT 7HE COMPLE77ON OF THE INSTALLA77ON OF THE 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE A 41'k i'LANDINC AREA SHALL BE'PROVIDEO TO MANEi)VCR A WHEELCHAIR AGGREGATE BASE IN THE EVENT 7HAT 7HE INTERMEDIATE COURSE IS APPLIED PRIOR TO 60 DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. WITHOUT GOING INTO THE TRAVELWAY. THIS 4' x 4' DAYS OR MORE AFTER COMPLE77ON OF INSTALLA77ON OF THE AGGREGATE BASE, THE PUGMILL 12. VDOT STANDARD CD -1 OR CD -2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER TETE WCROSSWALK AREA MAY INCLUDE THE'GUTTER PAN. I REQUIREMENT WILL APPLY. SUBBASE MATERIAL AT ALL CUT AND FILL 7RANS177ONS AND GRADE SAG POINTS AS 5: THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE- BASE. SHOWN ON THE ROAD PROFILES 6. BASE MUST BE APPROVED BY ENGINEER FOR DEPTEI, TEMPLATE, AND COMPAC77ON 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS CTU T : MATCH T E (IFA RER t3 T. - D O' BY W i M ENE. x+74 MOQIF E A5 RECO D- M M BEFORE SURFACE 7REA7MfENT IS APPLIED 774AT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS THE VIDEO Z PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOrS VIDEO CAMERA .. (PRIME COAT RC -250 0 0.3 GAL./SQ, YD.). INSPECTION PROCEDURE AND W1774 A VDOT OR COUNTY INSPECTOR PRESENT: 8. BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE WTH CURRENT VIRGINIA DEPAR7MENT OF 7RANSPORTA770N SPECIFICATIONS ALBEMARLE'OUNT Y 9 POSTS,LLSSIGNSRS ORNAMENTAL T 0 ENHA .. - ... -. -.:502-852 OF BASE DIAMETER " . .. TOP .DI 0.0 0 0 O 0 0 0 0 0,0 Q 0 0 O 7RAFT C SAFFTY, SHALL NOSIMILAR NOT CENA ROADWAY'S- CAPACITYf O, BERPERMITTED GENERAL CONSTRUCTION NOTES VARIABLE FUL1,_,_WIDTH OF RAMP FLOOR WITHIN THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY _ ... NOT€. 12. 6A$f DIAMETER I PAY LIMI'TS� --'� FERMI T ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTA 77ON MA Y BE LOCA TED WI THIN 1 PRIOR TO ANY CONSTRUCTION W17741AI ANY EXISTING PUBLIC R1GHT=4F-WAY INCLUDING 774E STREETS RIGHT OF WAY. CONNEC77ON TO ANY EXIS77NG ROAD, A PERMIT SHALL 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 MATERIALS AND CONS7RUC770N METHODS SHALL CONFORM TO CURRENT SPECIFICATONS AND STANDARDS OF VDOT UNLESS OTHERWISE N07E'D. J. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CON7ROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR 077-IER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2. 1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED 6. PA VED, RIP -RAP OR STABILIZA TION MA T LINED DITCH MA Y BE REOUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL, Z ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC C01V7R0L DEVICES B. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS N. 9. ALL EXCA VA TION FOR UNDERGROUND PIPE INSTALLA TION MUST COMPL Y WITH OSHA STANDARDS FOR TETE CONSTRUC770N INDUSTRY (29 CFR PART 1926). 2" SM -9.5A SURFACE COURSi 8" COMPACTED BASE COURSE, L.1i61;LW,ff01M (VARIABLE WIDTH) 4" CONC. 3000 PSI _\ 28 DAYS OR STRONGER //\ 4" 21-A STONE BASE CONCRETE SIDEWALK NO SCALE A A ■ Att, 007A A► NOTE- WHEN A PEDESTRIAN ACCESS ROUTE _ CROSSES A EOMERClA, ENTTNANCE THE GROSS SLOPE SHiALL BE 2;I FOR x I A .,0TH OF 5: FEET. I j -STREET APPROACH SAME SURFACING GENERAL NOTES (RADIUS TO BE AS a �'. AS MAINLINE ROADWAY (SEE NOTE 3) SHOWN ON PLANS) rn I 1. WHEN USED IN CONJUNCTION WITH STANDARD CG -3 (F3AD+us TO :DE AS OR GG -7, _,H CURB FAG€, ON� THIS STANDARD IS :TO SHOWN ON PLAW, BE A]lUSTED TO MATCW THE MlOUNTABLE CURB CtGE2 NR G GOWIGURATION. TE ` - 2.. SEE STANDARD CG,1 .f OR CURB IAAF DESIGN TO BE r 6 SIDEWALK USED WITH' THIS STANDARD,. 51I FWALK r" I NOTE 5? I OPTIONAL UNPAVED SPACE M IN PAVEMLNT SHY! DNSTRIICTED TO THE F'LtiW LINE 3. AIN(• . - -�� RIW LINE GLXCEFT A1N'f SUBGRAAE &T;+13 ZAT10N RE UIRED. FOR NANLINE PAVE1dENT WHICH.-tfAN-BE EXPANSION 4 - EXPANSION STM T£D GG -12 NOTE' COMPONENTS OF CURB RAMPS CONSIST Or THE FOLLOWING 0% 3% HYDRAULIC CEMENT "Si4EWALK tDEPTH IN INCHES, AREA IN SQUARE YARDS) [-y 'NE.NOTES- GENERAL NOTES- CURB WHEN REQUIRED (GG -i OR GG -13 it'[ LINEAR FEET) - OETECTABLE WARNING SURFACE (AREA 174 SQUARE YARDS) 1. THE DETECTAaLF WA.mm SHALL 136 PROVIDED HY TRUNCATED DOMES. MR OF THE ABOVE ITEMS 15 A SEPARATE PAY ITEM AND SHOULD E AMP BE, StlMMAR12E6 OR EACH CURB GUT R. .. 2 DETECTABLE :WARNING -SHALL BE :FROM THE MATERIALS APPROVED LIST FOE.? 215!.1 14-1 DETECTABLE WARNING SUFACES. PRODUCTS NOT LISTED SHALL MEET IDEWALK.,. RAMP, 124 MAX 11x1 0. THE REQUIREMENTS, Of THE SPECIAL PROVISION FOR C -12 DETECTABLE WARNING"SURFACE AND SHALL BE SUBMITTED TO THE �TANOARDS AND k8�1 MAX NOTE; WIDTH 'B" 2'^D" OR SPEGItt DESIGN SEi1 ;FOR APPR¢VAL. � 3. SLOPING SIDES -.OF CURB RAMP MAY BE POURED MQNCLiTHICA4.LY WITH RAMP SECTION, ,{�� U T NTH RE RED ARS- FLO41t LIR. BY USING PERM)SS18LE E.DNSTRIICTiON DIN.. W 4tn OARS. . 4. 'r.. :: .. PROVIDED FOR, OQ. .L BARS. SO If :RAMP FLni)R. IS PRECAST. HOLES MUST 13E. PRO. _. ED UNE... ..... MAX THAf'�"ADJOINI.NG FLARED 'SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF :: vi 5, WHEN THE ENTRANCE RADA CANNOT ACCOMMODATE THE. PRECAST RAMP: FLOOR. PRECAST -CONCRETE SHALL BE"CLASS A-4: TYPE A S. REE. i:U8ED BARB ARE TO. BE NO.'S X & PLACED 1 CENTER TO GENITER ALONG MAINLINE ROADWAY :SLOPE t3flT $IDES OF THE RAMP FLOOR, i OA)EPTH;-OF RAMP-:FlOOR,:MINMUM �� EMERP"ENOICULAR. CONCRETE S. CURB. t GURB:PND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS MSN �- ARE: INCLUDEDI�N PAYMENT FOR CURB" C CURB, AtNQ GUTTER. 5 7_ CURS RAMPS_ ARE TO BE LOCATED AS SHOWN ON THEP.LAN5 OR ASy 1REN✓TED BY TINE ENGINEER, THEY. ME TO BE PROVIDED AT }NTERSECTIONS.W EREVER � FOINLNE -ROADWAY AN "ROUTE WITHM THE: RIGHT OF WAY OF 7( HIGHWAY �FACILITY- - T _NOTE 7) T. .ACCI=5SIBLE CWSSES A "CURB REGAR(3LESS OF WHETHER :SIDEWALK. IS LXt5TtN%.PROPOSED, a% MAX. D tTH1N E EST GRDSSWALKS ()NE NT T EY.. UST BE. LOC 3 Q W P D R1AN OR H Xf3TE W M E i U D N T IR Y T ENG NEER ANDSH L O AS SHOiVN ON PLANS :OTR: ASECTED B WE A TYRE B, GRADE CHANGE BE LOCATE1t6EHIND ,}fEHICLE STOP )NES, EXISTING L{GE1T POLES; FIR£ Nar�RaLLEi HYDRANTS, DRQA iNLETS,'ETG. ACGES5181 E ROUTES" P1t0x1DE A EONTINUQU"5 D TABLE. THESE VALUES E NOT APPLICABLE TO STREET AR Rt}B$T12UCTED, STABlE; FIRM AND SLIP RESISTANT PATH GO CTING ALL r �, ACCESSIBLE" Ei EMENTS OF A FACIlITY THAT GAN BE Ap1?RflACHED,lEN7EREO !' " 5' MI.. ANO;,USED BY PEDESTRIANS, v S a. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT THE CUR OPENING 1S PLACED WITHIN THE LIMITS OF THE CROSSWALK AND, ` THAT 774 SLOPE AT IHF CONNECTION OF THE CURB OPENING IS B. WHEN CO -1115 USED FOR STREET CONNECTIONS THE WITH N CONSTRUCT GRADE CHANGES WITH A PARABfiT X CURVE- PERPENDICULAR TO THE -CURB. 6 CONNECTION MUST BE DESIGNED IN ACGORDANCk� AA�iHTO POLICY AND TUE,HE APPLICABLE REQUIREMENTS 3. T' ENT ANE 10011CAN DT TYPICAL CONCRETE SIDEWALK IS 4 TH1GK. WHEN HE R, C N.. .. ON MANU STOPPING. SVALUE ACCOMMODATE THE TURNING REQUIREMENTS OF. IWTICPATED HEAVY TRUCK a MIN TRAFFIC, REFER TO ST.ANDA1?D CG-13.COM)ERCIAL ENTRFNCf (HEAVY AT )K .2" HIGHER, THAN TRUCK TRAFPq) FOR CONCRETE DEPTH, EDGE OF PAVEMENT 10 W N CURB. RAMP -AR---- fJS D IN .CONJUNCTION WITH A SHARED USE PATH; A7 )%. K . SAME AS TOP Of- CURB . THE MINIMUM WIDTH 5 ALL BE THE WIDTH IDE THE SH,AREO USE PATH, PORTION OF GUTTER TO PROVIDE POSITNE. DRAINAGE PCERtiSS THE INTERSECTION.. 11 CRD N -( O AL] IS PROVIDED FOR TWO SSt G .COAG N. WHEN flN Y: RB RAMAP D .. S . W L ONE CU TYPE C A 41'k i'LANDINC AREA SHALL BE'PROVIDEO TO MANEi)VCR A WHEELCHAIR PARALLEL Sc PERPENDICULAR WITHOUT GOING INTO THE TRAVELWAY. THIS 4' x 4' WCROSSWALK AREA MAY INCLUDE THE'GUTTER PAN. I TRUNCATED DOME 12. ALL. CASES WHERE CU RAMPS INTERSECT. A RADIAL SECTION OF CURB AT ENTRANCES, OR STREET CONNECTIONS THE DETECTABLE. SH L HAVE A FACTORY RADIUS .OR BE FIELD WARNING SURFACE AL c? I CTU T : MATCH T E (IFA RER t3 T. - D O' BY W i M ENE. x+74 MOQIF E A5 RECO D- M M _ 0,0 O O 0 t? C? 0 C? O O 0-1 THE BACK OF;cuR6 .. 00,.0 O G. ._..0000.00 a .- C3 0 a 4 0 a Kt © 0 0 .0 0 0 O a -�.RAMP.:.L,A� I NG - .-"E' - Q0Q0.00100000000 p- ... .. .. - ... -. -.:502-852 OF BASE DIAMETER " . .. TOP .DI 0.0 0 0 O 0 0 0 0 0,0 Q 0 0 O DETECTABLE AT" WARNING c BACK, DF, CUR H O,9'-1':4" VARIABLE FUL1,_,_WIDTH OF RAMP FLOOR SEE _ ... NOT€. 12. 6A$f DIAMETER I PAY LIMI'TS� --'� DETECTABLE WARNING TRUNCATED DOME DETECTABLE Y1(ARNJNG tNSTALLED ON A RA(311IS DETAIL DETAIN. . - 'a��7!'..'�L DE EA.r�.l AKE .. WARNING SL.d FAE SP'CiF"RATI. REFEENGEN ROfD t19D BRIDGE, STANDARDS. I (P�NERAL NOTES} gIRCINIA DEPARTMENT' OF TRANSPORTATION 105 5(52 - SHEET 1:OF 5, REVISION. DATE 07!15 2D3.O5 2" SM -9.5A SURFACE COURSi 8" COMPACTED BASE COURSE, L.1i61;LW,ff01M (VARIABLE WIDTH) 4" CONC. 3000 PSI _\ 28 DAYS OR STRONGER //\ 4" 21-A STONE BASE CONCRETE SIDEWALK NO SCALE A A ■ Att, 007A A► NOTE- WHEN A PEDESTRIAN ACCESS ROUTE _ CROSSES A EOMERClA, ENTTNANCE THE GROSS SLOPE SHiALL BE 2;I FOR x I A .,0TH OF 5: FEET. I j -STREET APPROACH SAME SURFACING GENERAL NOTES (RADIUS TO BE AS a �'. AS MAINLINE ROADWAY (SEE NOTE 3) SHOWN ON PLANS) rn I 1. WHEN USED IN CONJUNCTION WITH STANDARD CG -3 (F3AD+us TO :DE AS OR GG -7, _,H CURB FAG€, ON� THIS STANDARD IS :TO SHOWN ON PLAW, BE A]lUSTED TO MATCW THE MlOUNTABLE CURB CtGE2 NR G GOWIGURATION. TE ` - 2.. SEE STANDARD CG,1 .f OR CURB IAAF DESIGN TO BE r 6 SIDEWALK USED WITH' THIS STANDARD,. 51I FWALK r" I NOTE 5? I OPTIONAL UNPAVED SPACE M IN PAVEMLNT SHY! DNSTRIICTED TO THE F'LtiW LINE 3. AIN(• . - -�� RIW LINE GLXCEFT A1N'f SUBGRAAE &T;+13 ZAT10N RE UIRED. FOR NANLINE PAVE1dENT WHICH.-tfAN-BE EXPANSION 4 - EXPANSION STM T£D CLASS SECTION C -C ALLOWABLE ENTRANCE GRADE CHANGES ENTRANCE VOLUME 'D" DEW , 'LE, MAXIM M hjGH MORE "THAN 1500 VP4 0% 3% MEDIUM 500-1500 VPD 3 X..,... IN THE ENTRANCE.) JOINTJOINT. 70 5% 15w 215!.1 14-1 RADIAL CURB OR COMBINATION CURB AND GUTTER - - - 11x1 0. 40 $WALL NOT BE CONSfiRUCTE0 DEYONO THE 'R/W LIq NOTE; WIDTH 'B" 2'^D" OR AS s� MAINLINE ROADWAY 4• MI. %CEPT FOR REPL/, EMENF PURPOSES, SHOWN ON TYPICAL SECTION, ,{�� PLAN VIEW ENTRANCE NOTES; 5, WHEN THE ENTRANCE RADA CANNOT ACCOMMODATE THE. TURNNNG REQUIREMENTS OF ANTICIPATED HEAVY TRUCK MAINLINE ROADWAY :SLOPE TRAFFIC, THE DEPTH FOR SIDEWALK & CURB RAMPS W1TTiIN THE LIMITS OF RAP#SHOULD HE 10,PAR LICCURVE (ENTRANCE ONLY) ,THE NCREASE�d TD 7". (SEE FINEEDGE OF PAVEMENT ORM. FLOW LINE" RADE CHpV �- 5. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW .AL --- (SEE jS'RENTRQ*ED TO PROVIDE POSITIVE DRAINAGE ACROSS FOINLNE -ROADWAY - T _NOTE 7) T. a% MAX. D 7. THE DESIRABLE AND MAXIMUM ENTRANCE OWE CHANGES GRADE CHANGE ' D" ARE LISTED IN THE AA.LOWABLE ENTRANCE GRADE D TABLE. THESE VALUES E NOT APPLICABLE TO STREET AR - CONNECTIONS. .: 5' MI.. 2 ' MI FOR COMMERCIAL ENTRANCE' INTERSECTION NOTES B. WHEN CO -1115 USED FOR STREET CONNECTIONS THE WITH N CONSTRUCT GRADE CHANGES WITH A PARABfiT X CURVE- CONNECTION MUST BE DESIGNED IN ACGORDANCk� AA�iHTO POLICY AND TUE,HE APPLICABLE REQUIREMENTS ON MANU STOPPING. SVALUE SECTION A _ A SIGH )IStDANa AND K REQUIREMENTS, 9. OPTIONAL, FLOWLINE- MAY REQUIRE WARPING OF A 9. _ 41"1-E 1" . PORTION OF GUTTER TO PROVIDE POSITNE. DRAINAGE PCERtiSS THE INTERSECTION.. CLASS SECTION C -C ALLOWABLE ENTRANCE GRADE CHANGES ENTRANCE VOLUME 'D" DEW , 'LE, MAXIM M hjGH MORE "THAN 1500 VP4 0% 3% MEDIUM 500-1500 VPD 3 X..,... 8 X . - tow LESS THAN 50() VPD 70 5% NOTE: ALLOWABLE ENTRANCE GRADE TABLE Is NOT APPLICABLE TO, STREET CONNECTIONS SPEGif1CATIQN 1VDUT REFERENCE METHOD OF TREATMENT ROAQ ANI], @RIQGE �ai"ANDARDS., 502(CONNECTION FOR .STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) "REVISION 6.4t SHEET -1l OF I VIRGINIA DEPARTMENT OF TRANSPORTATION 07115 203414 13 {,A sid BA.t"'E M M ad STANDARD` V" CURB 502 V0191'N1A wwrMaw ; OF T1iANS$Oi4TAT10N NO SCALE Table 4: Pavement Design (VDOT Pavement Design Guide) NOTE: CBRS SHALL BE SUBMITTED TO THE CIVIL ENGINEER AND VDOT ALONG WITH UPDATED PAVEMENT DESIGN WORKSHEETS TO FINALIZE PAVEMENT DEPTHS PRIOR TO PLACEMENT OF THE FINAL ASPHALT. Pavement Dicsign TYPICAL ROAD SECTION Ga -2, 2A ' 27 "MIN 2$ 4" MAX RAIL HEIGHT 6'-3' 6'-3" 3'-ijz' 3.1'1a 3•-tYz" 3�-Plz' Ij II Ij lj L{ Ij 11 I! GR-2GR- A 2 (6'-3" POST S ,,ACING) (31-ly?. P45T SPACNM MAX DYNAMIC DEFLECTION - 3' MAX DYNAMIC DEFLECTION: - 2' NOTES=. GUARDRAIL LOCATIONS SHOWN ON PLANS ARE APPROXIMATE' ONLY AND CAN HE ADJUSTED DURING :D - CONSTRUCTION IF AS DIRECTED BY THE ENGIEER:G _ _,. " AAI.. FOR, DETAILS OF POST AND. BLOCKOUTS SEE SHEET NO. 501;05. FOR DETAILS OF RAIL ELEMENT .AI SPLICE. JOINT AND & E R L. . H T 1 1. ASSOCi TED HARDWARE'SEE S �E N S.5 .6 AN 501:0 ANQS_5101.6.1 2> _. D RAIL ELEMENTS ARE FURNISHED SHOP GURVE.O FOR RADII BETWEEN 5'F'EE'T AND ISfI"FEET, ALL G ARDRAIL POSTS SHALL DE SET PLUMB T 1 L U SF AL ADT'BE WITH THAN E OD,T SET ARIA t4] F O. P R F FROM. VERTICFi.::W HEPM,:HLQC'KCIUT5. AN6 PO5T5- SHALL BESET SECTION 505OF THE tiPECI CATIONS. OR. FORCE, A5 PER ` ALL GR -2 AND GR -2A RAIL SHALL RE MAINTAJNEO AT A HEIGHT OF 217-YA" MIN - 288,11 MAX AS MEASURED PER STANDARD GR -INS. -: ALL W -BEAM RAILS SHALL BE LAPPED IN 1HE DIRECTION OF VEHICUL,AR TRAVEL FOR THE FINISHED ROADWAY. THE bPTfONAL GR -2A METHODS OF NEATENG THE RAL OR USE OF THE, ADDITIONAL RNL ON THE BACK ,OF :THE POST FOR STANDARD -GR -2A SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. - x. OPTION#L GR -2A METHOD x OPTIONAL GR -:2A METHOD USING -NEST D RAIL US110 AD I A E DIT O AL K. RAIL 0 BACk OF POST N X WHEN NESTED RA)t OR ADDITIONAL. RAIL IS PLACED ON BACK OF POST FOR TSR. -2A THE"PO,ST SPACING WILLBE6.`-3', M-hWucES I-EIJMA741"4+UM FLARE, RATE FOR SEMI-13+0tB HARF"21ER 5YSTEAIS, VD T 'A COPY -E THE ORIGINAL SEALED 1 1 i FI - 1 T - sFECIFlGTQN '� L`l d I (/E��+�/Al�i`i('SGN{ED�9DiRAWNG�S/ ONp L£ IN jHIE.(C"E.9NT�RAAL[]OFTF1IE[E�, h j A i ROAD AND BRIDGE STANUN;DS STANDARD &QCKEa`OUT TY `L7E�''M 4?tJti1`�DRAIL REFERENCE $HEFT 1 OF 2 ":REVISION DATE (,TRONG Po ' SYSTEtti11i 231 SA1.A4 Oi3/14 VIRGINIADEPARTMENT 'DR. TRANSPORTATION SOF' TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (STH EDITION) 14 TOWNHOUSE UNITS CO (DE 230} ADT: 81 VPD (40 ENTER/ 41 EXIT) AM PEAK: 6 VPH (1 ENTER/ 5 EXIT) PM PEAK: 7 VPH (5 ENTER/ 2 EXIT) t`- r FOR ROADS ASSOCIATED WITH THIS DEVELOPMENT: i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE MATERIALS. iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. v. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED PAVEMENT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL INSPECTION. vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING ALBEMARLE COUNTY, WITH A MINIMUM OF A ONE WEEK NOTICE, PRIOR TO EACH OF THE ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. Rivanna Water & Sewer Authority (RWSA) General Water & Sanitary Sewer Notes All materials and methods of construction shall comply with the latest version of the General Water and Sewer Construction Specifications as adopted by the Albemarle County Service Authority on January 15, 1988, except as modifield below. 1. All construction materials and methods of construction must be approved by RWSA prior to the start of work. A pireconstruction conference with RWSA is required prior to the stark of work. 2. The contractor shall be responsible for notifying Miss Utility (1-800-552-7001). 3. RWSA Engineer (Victoria Fort at (434) 977-2970 ext. 205) shall be notified three business days prior to the start of construction. 4. All work is subject to inspection by RWSA staff. No tie-ins to the existing system shall be made without coordination with and the presence of RWSA staff. No work shall be conducted on RWSA facilities on weekends or RWSA holidays without special written permission from RWSA. 5. For sanitary sewer line construction: RWSA may require bypass pumping for tie-ins to the existing system. All dloghouse manholes must be pressure tested before a connection is made to the system. 6. The location of existing utilities as shown an the plans is from data available at the time of design and is not necessarily complete or accurate. The Contractor shall be responsible for the verification of the location, size and depth of all existing utilities, both surface and subsurface. The Contractor shall immediately notify the Engineer of any discrepancies between the plans and field conditions. The Contractor shall use due diligence to protect all utilities and structures from damage at all times, whether shown on the plans or not. Damage to any existingutilities s s hall be repaired by the Contractor to the original condition at no additional cast to the Owner. 7. Erasion and sediment control facilities shall not be permitted in the RWSA easement without special written permission from RWSA. No grading or filling shall be permitted in the RWSA easement unless permitted otherwise by RWSA in writing. 8. No blasting shall be ermined within 100 feet of RWSA facilities without written permission and RWSA approval of the blasting plan. Ground monitoring during blasting and a pre -blast survey may be required. For blasting within 100 feet of any aperitive RWSA sewer lines, bypass pumping and/or pre- and past -CCTV may be required. RWSA may also require certification from a licensed professional engineer stating that the proposed blasting will not damage any RWSA facilities. Damage to any utilities due to blasting shall be repaired by the Contractor to the original condition at no additional cast to the Owner. 9. T'he contractor shall observe minimum separation requirements for utility crossings. When a crossing is made under an existing facility, adequate structural support shall be provided for the existing pipe. The area of the crossing shall be backfilled with compacted 57 stone to the spring line of the existing pipe. 10. New water main installations shall be tested, chlorinated, flushed and water samples approved prior to making any permanent connection to the public water system. Approved methods of filling and flushing new water mains will be required to prevent any contamination of the public water system. 11. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into service. 12. No permanent structural facilities will be permitted in the RWSA easement. This includes building overhangs, retaining walls, footers for any structure, drainage structures, etc. 13. Trees are not permitted in the RWSA easement. SCOTT COLLINS"_� ,C,) Lic. No. 035791 '0� FLARE RATES DESIGNINSIDE SPEED SHY LINE- BEYOND SHY LINE MPH HY .LINE FLARE LS RATE: FLARE RATE 70 19' 34=1: 15w 215!.1 14-1 :50- 6"5.' 2VA 11x1 0. 40 F371 4• MI. 70. A M-hWucES I-EIJMA741"4+UM FLARE, RATE FOR SEMI-13+0tB HARF"21ER 5YSTEAIS, VD T 'A COPY -E THE ORIGINAL SEALED 1 1 i FI - 1 T - sFECIFlGTQN '� L`l d I (/E��+�/Al�i`i('SGN{ED�9DiRAWNG�S/ ONp L£ IN jHIE.(C"E.9NT�RAAL[]OFTF1IE[E�, h j A i ROAD AND BRIDGE STANUN;DS STANDARD &QCKEa`OUT TY `L7E�''M 4?tJti1`�DRAIL REFERENCE $HEFT 1 OF 2 ":REVISION DATE (,TRONG Po ' SYSTEtti11i 231 SA1.A4 Oi3/14 VIRGINIADEPARTMENT 'DR. TRANSPORTATION SOF' TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (STH EDITION) 14 TOWNHOUSE UNITS CO (DE 230} ADT: 81 VPD (40 ENTER/ 41 EXIT) AM PEAK: 6 VPH (1 ENTER/ 5 EXIT) PM PEAK: 7 VPH (5 ENTER/ 2 EXIT) t`- r FOR ROADS ASSOCIATED WITH THIS DEVELOPMENT: i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE MATERIALS. iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. v. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED PAVEMENT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL INSPECTION. vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING ALBEMARLE COUNTY, WITH A MINIMUM OF A ONE WEEK NOTICE, PRIOR TO EACH OF THE ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. Rivanna Water & Sewer Authority (RWSA) General Water & Sanitary Sewer Notes All materials and methods of construction shall comply with the latest version of the General Water and Sewer Construction Specifications as adopted by the Albemarle County Service Authority on January 15, 1988, except as modifield below. 1. All construction materials and methods of construction must be approved by RWSA prior to the start of work. A pireconstruction conference with RWSA is required prior to the stark of work. 2. The contractor shall be responsible for notifying Miss Utility (1-800-552-7001). 3. RWSA Engineer (Victoria Fort at (434) 977-2970 ext. 205) shall be notified three business days prior to the start of construction. 4. All work is subject to inspection by RWSA staff. No tie-ins to the existing system shall be made without coordination with and the presence of RWSA staff. No work shall be conducted on RWSA facilities on weekends or RWSA holidays without special written permission from RWSA. 5. For sanitary sewer line construction: RWSA may require bypass pumping for tie-ins to the existing system. All dloghouse manholes must be pressure tested before a connection is made to the system. 6. The location of existing utilities as shown an the plans is from data available at the time of design and is not necessarily complete or accurate. The Contractor shall be responsible for the verification of the location, size and depth of all existing utilities, both surface and subsurface. The Contractor shall immediately notify the Engineer of any discrepancies between the plans and field conditions. The Contractor shall use due diligence to protect all utilities and structures from damage at all times, whether shown on the plans or not. Damage to any existingutilities s s hall be repaired by the Contractor to the original condition at no additional cast to the Owner. 7. Erasion and sediment control facilities shall not be permitted in the RWSA easement without special written permission from RWSA. No grading or filling shall be permitted in the RWSA easement unless permitted otherwise by RWSA in writing. 8. No blasting shall be ermined within 100 feet of RWSA facilities without written permission and RWSA approval of the blasting plan. Ground monitoring during blasting and a pre -blast survey may be required. For blasting within 100 feet of any aperitive RWSA sewer lines, bypass pumping and/or pre- and past -CCTV may be required. RWSA may also require certification from a licensed professional engineer stating that the proposed blasting will not damage any RWSA facilities. Damage to any utilities due to blasting shall be repaired by the Contractor to the original condition at no additional cast to the Owner. 9. T'he contractor shall observe minimum separation requirements for utility crossings. When a crossing is made under an existing facility, adequate structural support shall be provided for the existing pipe. The area of the crossing shall be backfilled with compacted 57 stone to the spring line of the existing pipe. 10. New water main installations shall be tested, chlorinated, flushed and water samples approved prior to making any permanent connection to the public water system. Approved methods of filling and flushing new water mains will be required to prevent any contamination of the public water system. 11. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into service. 12. No permanent structural facilities will be permitted in the RWSA easement. This includes building overhangs, retaining walls, footers for any structure, drainage structures, etc. 13. Trees are not permitted in the RWSA easement. SCOTT COLLINS"_� ,C,) Lic. No. 035791 '0� 3 .4 1MM ,. o 0 Q UjA v- O �w rn w LLW rn vz I� l� O LIJ LU v o r) o W U L�3'-, yC6 � O V 7- CO 0 1- Uj CL vQ � x v U +, 0 0 ,""'mow C: . o � LL "s z� aC NIf Lim z U) U U7 � z +' J � _J r o 0 U CJ s_ 4 o� i p 7D N - O v x '- � U N LU o bN N LLJ S U .E 0 JOB NO. N 152115 o V) > SCALE ° "G AS NOTED 6 . D 7 SHEET NO. Q m 6 TI uO aO ID __ • 3 .4 1MM ,. o 0 Q UjA v- O �w rn w LLW rn vz I� l� O LIJ LU v o r) o W U L�3'-, yC6 � O V 7- CO 0 1- Uj CL vQ � x v U +, 0 0 ,""'mow C: . o � LL "s z� aC NIf Lim z U) U U7 � z +' J � _J r o 0 U CJ s_ 4 o� i p 7D N - O v x '- � U N LU o bN N LLJ S U .E 0 JOB NO. N 152115 o V) > SCALE ° "G AS NOTED 6 . D 7 SHEET NO. Q m 6 TI uO aO ID __ 19 Or O FJl O O I C� .4 SU O C13 c U3 c I n-;- V-'- 11`1 Pr ;p( -t• F)iin1nrq Phqe-. IT .)cab #: 152119 Pre-nared bv: FGM.. PE TKIRT STATON OUTLET WATER SURFACEFLEV STR. NO. 17 Q. 7V' S INLET I NFORMATI ON COMMENTS Rev. Date DIA. LENGTH* SLOPE M JITN(TfONLOSS INVERT OUT I OATERIAL INLET TYPE Curb Ty pe THAT, TNT.FT WATER SIURFACRELEV RAT FTFV H f1. V 11, H 1.3H 51-1 IT 34 100 yr. Flood plain elev. Flow to Culvert Inlet Hydrology Design AHW depth DI -3C CG -2 11+21 10 454.81 VDOT STD. IS -1 REQ'D 33 15 87.47 0.54% 450.25 449.78 HDPE Tc 16.5 min. 445.27 7.95 15 4.38 0.004 C.03 16.2 1.0 for HDPE Curb and Gutter DI -313 CG -2 10+33 6 Pipe VDOT STD. IS -1 REQ'D 31 15 30 Bydrology 449.68 448.62 HDPE 2 Skew 1 Q 2 = 0.77 CFS Detours Available 30 0.00 0 0 1.02 1.33 0.66 0.69 445.96 458.70 10+10 6- 458.70 VDOT STD. IS -1 REQ'D_ 29 15 7-95 15.72% 445.52 444-27 L-- -74.2-6 Orig, Gr. Elev. HDPE = CFS 0 0 UGD Q QiB HEADWATER COMPUTATIONS CONT. HW. ELEV. OUTLET VELOCITY End Treat. Access MH INLET CONT. - 0 454.25 LADDER REQUIRED 25 24 8.94 5.70% 439.75 439.24 C.M. HDPE 15' RCP Culvert (2 yr) 0.77 0,77 2 1 436.60 35.54 24 2,24 0.000 1.00 11.3 0.5 0.63 MH -11 2.98 10+62 1 452.00 VDOT STD. IS -1 REQ'D 23 24 1 35.54 111-65% 439.14 435.00 24 1 1 0.1 -2 0.5 1 1 I - 30 2.2 8.8 20 1.2 0.42 0 0 0,92 1 N/A 0.46 0.46 437.06 452,00 29A 1 440.84 1 8.94 24 2.24 0,000 C.00 8.8 0.3 211 75 0.35 I 2 2.40 86 Q0 Z- 'Cif UGD 2 >0 1 2 rz 0 T §� �: 75 E U> C3 2 3: 0.00 90 0 0.30 0.319 N/A 0.39 441.23 454.25 X + C"I a) 2 145 C3 co - a_ > -i 2 2 (0 X r 0 > ? roN CD - 32 co co 0- 1 0.17 0.70 0,119 0.77 0.044 0.019 2.0 1 0.083 445.27 7.95 15 4.38 0.004C.03 .1516 16.2 1.0 0.71 1 34] a) 30 - 3B 6.0 Ld F3 0.112 0.73 - 30 6.0 2-0 1 0-083 CL 0.119 W E 1 0.48 1- 3.7 3.0 11 0.1 0.05 0 0 1.07 1,39 0.69 0.73 446.00 458.70 =$ 449.62 23.57 15 3.65 0.003 0.06 1 3.0 0.0 0,45 0.00 7t-' 2 1 0.030 12.0 0M3 - 3,40 1 0.97 U- 1 0,1363 N > 32 30 t4 E W W < C5 2.9 2.4 6.9 OJ 0.03 176 0.062 0.13 NA 0.061 0.13 1 449.75 457.86 1 450,78 87.47 15 11 292 0.002#2.:4: 0.0 U - -158 F Pipe run: 34 - UGD 34 1 1 -00 I 0,02 NA 0.011 0,16 1 450.94 454.81 PIPE DESIGN DRAINAGE DESCRIPTIOV'S STR. NO. PIPE INFORMATION Sheet 1 of I INLET I NFORMATI ON COMMENTS Rev. Date DIA. LENGTH* SLOPE M INVERT IN INVERT OUT I OATERIAL INLET TYPE Curb Ty pe INLET STATION SLOT LENGTH RIM* ELEVATION 34 100 yr. Flood plain elev. Flow to Culvert Inlet Hydrology Design AHW depth DI -3C CG -2 11+21 10 454.81 VDOT STD. IS -1 REQ'D 33 15 87.47 0.54% 450.25 449.78 HDPE Tc 16.5 min. 125 5.0 n = 0.013 for RCP Inlet n = 0.01 for HDPE Curb and Gutter DI -313 CG -2 10+33 6 Pipe VDOT STD. IS -1 REQ'D 31 15 23.57 Bydrology 449.68 448.62 HDPE 2 Skew 1 Q 2 = 0.77 CFS Detours Available 30 L6 Pipe Q 10 = f-,0-2CFS Overtopping Stage W u DI -313 CG -2 10+10 6- 458.70 VDOT STD. IS -1 REQ'D_ 29 15 7-95 15.72% 445.52 444-27 L-- -74.2-6 Orig, Gr. Elev. HDPE = CFS 0 0 UGD Q QiB HEADWATER COMPUTATIONS CONT. HW. ELEV. OUTLET VELOCITY End Treat. Access MH INLET CONT. - 0 454.25 LADDER REQUIRED 25 24 8.94 5.70% 439.75 439.24 C.M. HDPE 15' RCP Culvert (2 yr) 0.77 0,77 2 0.63 24 0.40 0,83 0,83 0.1 0.4 0.5 0.63 MH -11 2.98 10+62 0 452.00 VDOT STD. IS -1 REQ'D 23 24 1 35.54 111-65% 439.14 435.00 0,83 HDPE 0.1 -2 0.5 1-- I - 30 O 1 1 -T 1,16 0.50 TID M DI -313 CG -2 2 6 E VDOT STD. IS -1 REQ'D 29A 18 1 19.95 16.42% i 448.52 447.24 > 0 HDPE 211 75 0.35 I 2 2.40 86 Q0 Z- 'Cif 0.79 2 >0 94 2 rz 0 T §� �: 75 E U> C3 2 3: 11 X W 21 C dJ ID CD ttt C: 0 Q W E 0 0 X + C"I a) 2 145 C3 co - a_ > -i 2 2 (0 X r 0 > ? roN CD - 32 co co 0- 1 0.17 0.70 0,119 0.77 0.044 0.019 2.0 1 0.083 4.3684 F= 0 > C) d G C3 (6 .1516 1 &32 0.72 E 0.71 E 34] a) 30 - 3B 6.0 Ld F3 0.112 0.73 3:2= :] 16 6.0 2-0 1 0-083 CL 0.119 W E 0.00 0.48 1 0.0 44 .019 2.0 E 1-- 4.3684 3.95 C: 3.53 1 :6�O� 0 0.1604W 6.52 1:����7 =$ 34 E 30 a 6.0 1 0.14 1 0.80 1 0,112 0,45 0.00 7t-' 2 1 0.030 12.0 0M3 2.76367 3,40 1 0.97 U- 1 0,1363 N > 4.91 30 t4 E W W < C5 6 > E > S J C (6 U - Pipe run: 34 - UGD 34 32 0.73 0.60 0.44 0.438 5.00 6.67 2.92 2.92 450.25 449.78 87.5 0.01 0.0054 15 5.14 4.29 0.34 32 30 0A7 0.70 0.12 0.557 5.34 6.56 0.78 3.65 449.68 448.62 23.6 0.01 0.0450 15 14.86 9.89 0,04 30 UGD 0.14 0.80 0.11 0.669 5.38 6.55 0.73 4.38 445.52 444.27 8.0 0.01 0.1575 15 27.77 16.22 0.01 Pipe run: UGD - RIPRAP OUTFALL - UGD 24 0.00 I 0.00 I 0.00 0.669 I 5.38 6,55 0.00 2.24 439.75 439.24 8.9 0.01 0.0571 24 58.56 8,82 0.02 -- 24 OUT 0.00 0.00 0,00 0.669 5A0 6.54 0,00 2.24 439.14 435.00 35.5 0,01 0.1165 24 83.65 11.34 0,05 Pipe run: 30 - 24 (ELEVATED BYPASS) 30 24 0.00 0: �44 001 0.1575 15 I 27.77 0.00 0.00- INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) DRAINAGE DESCRIPTIOV'S STR. NO. PIPE INFORMATION Sheet 1 of I INLET I NFORMATI ON COMMENTS Rev. Date DIA. LENGTH* SLOPE M INVERT IN INVERT OUT I OATERIAL INLET TYPE Curb Ty pe INLET STATION SLOT LENGTH RIM* ELEVATION 34 100 yr. Flood plain elev. Flow to Culvert Inlet Hydrology Design AHW depth DI -3C CG -2 11+21 10 454.81 VDOT STD. IS -1 REQ'D 33 15 87.47 0.54% 450.25 449.78 HDPE Tc 16.5 min. 125 5.0 Inlet 32 Inlet Hydrology Shoulder Curb and Gutter DI -313 CG -2 10+33 6 457.86 VDOT STD. IS -1 REQ'D 31 15 23.57 1 4.50% 449.68 448.62 HDPE 2 Skew 1 Q 2 = 0.77 CFS Detours Available 30 L6 Q 10 = f-,0-2CFS Overtopping Stage W u DI -313 CG -2 10+10 6- 458.70 VDOT STD. IS -1 REQ'D_ 29 15 7-95 15.72% 445.52 444-27 L-- -74.2-6 Orig, Gr. Elev. HDPE = CFS 0 0 UGD Q QiB HEADWATER COMPUTATIONS CONT. HW. ELEV. OUTLET VELOCITY End Treat. Access MH INLET CONT. - 0 454.25 LADDER REQUIRED 25 24 8.94 5.70% 439.75 439.24 C.M. HDPE 15' RCP Culvert (2 yr) 0.77 0,77 0.50 0.63 24 0.40 0,83 0,83 0.1 0.4 0.5 0.63 MH -11 2.98 10+62 0 452.00 VDOT STD. IS -1 REQ'D 23 24 1 35.54 111-65% 439.14 435.00 0,83 HDPE 0.1 -2 0.5 1-- I - 30 O 1 1 -T 1,16 0.50 TID M DI -313 CG -2 10+10 6 458.70 VDOT STD. IS -1 REQ'D 29A 18 1 19.95 16.42% i 448.52 447.24 > 0 HDPE 211 75 0.35 I 2 INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Project Dunlo ra Overlook Entrance Culvert- COM POTATION UPDATED Plan Sheet No I Designer KKW Sheet 1 of I Culvert#1 Rev. Date Date 01117117 Intensity 4.00. (intensity is 4 in/hr for spread, and 6,6 in/hr for capacity and depth) Intensity 6.50 Intensity 4,00 [_ (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 100 yr. Flood plain elev. Flow to Culvert Inlet Hydrology Design AHW depth elev. Mannings Coefficient, n is 0.013 Mannings Coefficient, n is 0.013 Inlet Structures elev. freq. TWelev. Curb and Gutter Cw, 0,58 110 4.4 Inlet Tc 16.5 min. 125 5.0 Inlet Hydrology Inlet Hydrology Shoulder Curb and Gutter Inlet elev. 466.3 Inlet 1:5 elev. L - C elev. 466 DiscRARGES USED RISK ASS E39MENT ADI 2 Skew Cover Q 2 = 0.77 CFS Detours Available Length L6 Q 10 = f-,0-2CFS Overtopping Stage W u (D Q ---25--= --TJ67-CFS Flood Plain Management Inv. El, 463,70 So= 0,61% Inv. Et. 463.25 Q = -CFS Criteria and Significant Impact Orig. Gr, Elev. L-- -74.2-6 Orig, Gr. Elev. Q = CFS 0 0 CULVERT TYPE & SIZE Q QiB HEADWATER COMPUTATIONS CONT. HW. ELEV. OUTLET VELOCITY End Treat. COMMENTS INLET CONT. OUTLET CONTROL HWID -J Ke dc (dc+D)12 ho H LSO HW C.M. Smooth 15' RCP Culvert (2 yr) 0.77 0,77 0.50 0.63 0.5 0.40 0,83 0,83 0.1 0.4 0.5 0.63 - 0 2.98 N/A 75) 11 UJ RCP Culvert (10 yr) 1,02 1.02 0,50 0.63 0.5 0.40 0,83 0.83 0.1 -2 0.5 1-- 3.22 (D 0. 0 O Q� 0) y.W -T 1,16 0.50 TID M 0,5 9) J- W r5 W 2 0.88 1d 0.4 X 0.63 2.5162 2 ILI 0 L > 0 -2 211 75 0.35 2 2 2.40 86 Q0 Z- 'Cif 0.79 2 >0 94 2 rz 0 T §� �: 2 U> .2 2 3: 11 X W 21 C dJ ID CD ttt C: 0 Q W E 0 0 X + C"I a) a C3 co - a_ > -i 2 2 (0 X r 0 > ? roN - 32 co co 0- 1 0.17 0.70 0,119 0.77 0.044 0.019 2.0 1 0.083 4.3684 F= 0 > C) d G C3 (6 .1516 1 &32 0.72 0.90 0.71 LU 34] 30 - 3B 6.0 Ld F3 0.112 0.73 3:2= :] 3B 6.0 2-0 1 0-083 2�7667 0.119 0.48 0.00 0.48 1 0.0 44 .019 2.0 0.083 4.3684 3.95 1 0�96 3.53 1 :6�O� 0.1604W 6.52 1:����7 0.01 34 30 3B 6.0 1 0.14 1 0.80 1 0,112 0,45 0.00 0.45 1 0.019 1 0.030 12.0 0M3 2.76367 3,40 1 0.97 1 3.2720 1 0,1363 1 0,1622 4.91 1 1.22 1 1.00 1 0.45 OM INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Project Dunlo ra Overlook Entrance Culvert- COM POTATION UPDATED Plan Sheet No I Designer KKW Sheet 1 of I Culvert#1 Rev. Date Date 01117117 Intensity 4.00. (intensity is 4 in/hr for spread, and 6,6 in/hr for capacity 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 0.013 100 yr. Flood plain elev. Flow to Culvert Inlet Hydrology Design AHW depth elev. Mannings Coefficient, n is 0.013 12 3.3 Inlet Structures elev. freq. TWelev. Curb and Gutter Cw, 0,58 110 4.4 Inlet Tc 16.5 min. 125 5.0 Inlet Hydrology Curb and Gutter Shoulder Inlet elev. 466.3 1:5 elev. L - C elev. 466 DiscRARGES USED RISK ASS E39MENT ADI 2 Skew Cover Q 2 = 0.77 CFS Detours Available Length L6 Q 10 = f-,0-2CFS Overtopping Stage W u (D Q ---25--= --TJ67-CFS Flood Plain Management Inv. El, 463,70 So= 0,61% Inv. Et. 463.25 Q = -CFS Criteria and Significant Impact Orig. Gr, Elev. L-- -74.2-6 Orig, Gr. Elev. Q = CFS 0 0 CULVERT TYPE & SIZE Q QiB HEADWATER COMPUTATIONS CONT. HW. ELEV. OUTLET VELOCITY End Treat. COMMENTS INLET CONT. OUTLET CONTROL HWID HW Ke dc (dc+D)12 ho H LSO HW C.M. Smooth 15' RCP Culvert (2 yr) 0.77 0,77 0.50 0.63 0.5 0.40 0,83 0,83 0.1 0.4 0.5 0.63 - 0 2.98 N/A 75) 11 UJ RCP Culvert (10 yr) 1,02 1.02 0,50 0.63 0.5 0.40 0,83 0.83 0.1 -2 0.5 1-- 3.22 NIA >1 0 Q� 0) RCP Culvert (25 yr) 1,16 1,16 0.50 TID M 0,5 9) J- W r5 W 2 0.88 1d 0.4 X 0.63 2.5162 2 ILI 0 L > 0 211 75 0.35 2 2 2.40 86 + Z- G 0.79 34 3c I looT >0 94 16 2 rz 0 T 34 STR F -3-c-1 -1().0 kv D Flood :xceed. Pro , Elev. U> 2 CL 2 3: 11 X W cy 7E 15" RCP Culvert is adequate for the 2/10125 year storms and Will not overtop roadway. Base Flood 1% Exceed, Prob. -Elev. W E 0 0 X C"I a C3 co - a_ > -i I <c d 0 d C3 a (0 W WT- - 32 3B 6.0 1 0.17 0.70 0,119 0.77 0.044 0.019 2.0 1 0.083 4.3684 4.76 0.90 3.53 .1516 1 &32 0.72 0.90 0.71 0.07 1 34] 30 - 3B 6.0 1 0-14 0.80 0.112 0.73 0-019 0-030 2-0 1 0-083 2�7667 4- 07 1 U 88 3-2720 1 0.1363 1 0,1-500 J 6.31 1 0.95 1 1.0o 7�2�32 1 )� LD -269 Rev, 3-83 INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Project Dunlo ra Overlook Entrance Culvert- COM POTATION UPDATED Plan Sheet No I Designer KKW Sheet 1 of I Culvert#1 Rev. Date Date 01117117 Intensity 4.00. (intensity is 4 in/hr for spread, and 6,6 in/hr for capacity and depth) AHW Controls STATION: HYDROLOGICAL DATA: Mannings Coefficient, n is 0.013 100 yr. Flood plain elev. Flow to Culvert Inlet Hydrology Design AHW depth elev. DA 0.4 ac 12 3.3 Inlet Structures elev. freq. TWelev. Curb and Gutter Cw, 0,58 110 4.4 Inlet Tc 16.5 min. 125 5.0 Shoulder elev. 466.3 1:5 elev. L - C elev. 466 DiscRARGES USED RISK ASS E39MENT ADI 2 Skew Cover Q 2 = 0.77 CFS Detours Available Length L6 Q 10 = f-,0-2CFS Overtopping Stage W u (D Q ---25--= --TJ67-CFS Flood Plain Management Inv. El, 463,70 So= 0,61% Inv. Et. 463.25 Q = -CFS Criteria and Significant Impact Orig. Gr, Elev. L-- -74.2-6 Orig, Gr. Elev. Q = CFS 0 0 CULVERT TYPE & SIZE Q QiB HEADWATER COMPUTATIONS CONT. HW. ELEV. OUTLET VELOCITY End Treat. COMMENTS INLET CONT. OUTLET CONTROL HWID HW Ke dc (dc+D)12 ho H LSO HW C.M. Smooth 15' RCP Culvert (2 yr) 0.77 0,77 0.50 0.63 0.5 0.40 0,83 0,83 0.1 0.4 0.5 0.63 - JX 2 2.98 N/A J_- 15' RCP Culvert (10 yr) 1,02 1.02 0,50 0.63 0.5 0.40 0,83 0.83 0.1 0.4 0.5 0,63 1-- 3.22 NIA 10.228 15" RCP Culvert (25 yr) 1,16 1,16 0.50 0,63 0,5 0,50 0.88 0.88 01 0.4 0.5 0.63 2.5162 3.34 , N/A 0 L right right 0.35 0.60 1 2.40 J0.00 2.40 86 2.5152 5.58 0.79 34 3c I looT combined flow 94 34 STR F -3-c-1 -1().0 Design Flood :xceed. Pro , Elev. for inlets draining to stormwater management facilities, the 6.5it the -,k storm will suffice for the 10yr conveyance to the facilities Overtop Flood Exceed. Prob. Elev. 0.626 SUMMARY & RECOMMENDATIONS: 15" RCP Culvert is adequate for the 2/10125 year storms and Will not overtop roadway. Base Flood 1% Exceed, Prob. -Elev. INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) DEPTH) Intensity 16.50 1 (intensity is 4 in/hr for spread, and 6.5 Intensity 4.00. (intensity is 4 in/hr for spread, and 6,6 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet Hydrology Curb and Gutter Inlet 1:5 2 L6 W u (D L E M 0 0 0 2 ICU 0 2 U > ? C -2 02 CL 2 2 P. a) 45 - JX 2 J_- Q > 38 ca > 4 b 0 d CY Ci vi W 3 0) W 1-- W 0.60 10.228 1.48 0.07 1.55 left left 10.38 1 0.60 1 2.40 0.01 2.41 0,028 10.033 2.0 0.083 1 2.5162 5.58 0.79 0 L right right 0.35 0.60 1 2.40 J0.00 2.40 86 2.5152 5.58 0.79 34 3c I looT combined flow 94 34 STR F -3-c-1 -1().0 combined flow 4.8 OT2]71��23 for inlets draining to stormwater management facilities, the 6.5it the -,k storm will suffice for the 10yr conveyance to the facilities 0.29 0.626 8.70 - for inlets draining to stormwater management facilities, the 6-5in/hr check storm will suffice for the 1 Oyr conveyance to the facilities INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 16.50 1 (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 C-2 L 0 F 2 ICU (D 2 CL 2 2 P. J_- Q > 0 0 W -CF left 1 0.38 0.60 10.228 1.48 0.07 1.55 0.028 0.033 2.0 12 0.083 as 2,5152 4.66 0.85 fight 1 9.35 0 L 1.37 t2. 86 34 3c I looT combined flow 94 OT2]71��23 for inlets draining to stormwater management facilities, the 6.5it the -,k storm will suffice for the 10yr conveyance to the facilities 0� TH P 1; SCOTT )R�COLLINS� Lic. No. 035791� 0 Qld��r 01VAL vL - �ff N 1� mr-4,11 0 CL UJ FO- D 0 (j z wU) V) z 6W C3 z CL -J 0 0 (D 0 UJ 7F> In0 CL(D In W E Z) 0 Ce. L'J LLJ z z LLJ w J 0 Iz CL -0 X :F1 Q) VI VI r- 0 LU o Q 91 Fti - uy E UJ :3 U E 0- O JOB NO. 152115 C3 n 0 UJ W > SCALE Fn kS SHOWN > SHEET NO. CL 0 0 In 9 Of? /04 W -J, as �ff N 1� mr-4,11 0 CL UJ FO- D 0 (j z wU) V) z 6W C3 z CL -J 0 0 (D 0 UJ 7F> In0 CL(D In W E Z) 0 Ce. L'J LLJ z z LLJ w J 0 Iz CL -0 X :F1 Q) VI VI r- 0 LU o Q 91 Fti - uy E UJ :3 U E 0- O JOB NO. 152115 C3 n 0 UJ W > SCALE Fn kS SHOWN > SHEET NO. CL 0 0 In 9 Of? /04 W -J, QNDERGROUNE w -YR PEAK DESIGN WSE=44836', 1. SWM FACILITY' S ORIFICE COEFF.=0,80 & WEIR COEFFICIENT=3.3. OVERFLOW WEIR IS HYDRAULICALLY 2. DETENTION SYSTEM PIPING SHALL BE PRE -MANUFACTURED AND EQUIVALENT TO AN ORIFICE WITH AN ELEV.=44975 DELIVERED TO THE SITE TO PREVENT CORROSION WEAKNESS AND APPROX. DIAMETER OF 35.38" LEAKS AT THE ,POINTS. 3. PLEASE CONTACT COLLINS ENGINEERING (434.293.3719) REGARDING INSTALL TWO (2) 0 3" HIGH-FLOW /; / / i� / ; i. EMERGENCY OVERFLOW ANY QUESTIONS CONCERNING THE UNDERGROUND DETENTION ORIFICES AT ELEV=445.92 SPILLWAY/WEIR SYSTEM. ; / ii/i%i % ii, ELEV.=448, 4. TRASHRACKS SHALL BE INSTALLED ON ALL ORIFICES INCLUDING 2 -YR PEAK DESIGN WSE=448.28' �,!;'; 33 THOSE LOCATED ALONG THE WEIR PLATES WITHIN THE UNDERGROUND DETENTION SYSTEM, IN ACCORDANCE W/THE DETAIL INSTALL ONE (2) 03' MID -FLOW ac PROVIDED ON THIS SHEET. ORIFICE AT ELEV.= 445.25' 5. HUGGER BANDS SHALL BE LOCATED AT ALL JOINTS W AX. PIPE /M SPACINGS OF 24% SEE CONTECH SPECIFICATIONS. 3 -YR PEAK DESIGN W5E=444 �a 6. THE UNDERGROUND DETENTION SYSTEM SHALL 8E �12fl" CON TECH INSTALL ONE (1) 0 3" LOW -FLOW //%%�/ / /: Ln w /, CMP. SEE MANUFACTURER's SPECIFICATIONS FOR GAUGE T''PE R ORIFICE AT THE LOW POINT, THICKNESS. ELEV.= 7. UNDERGROUND DETENTION SYSTEM PIPING SHALL BE INSTALLED WITH 43975 // ELEV.=439 75 ADEQUATE STONE BACKFILL IN ACCORDANCE W/MANUFACTURER INSTALL TRASH RACKS SPECIFICATIONS. ON ALL ORIFICES (TYP.) B. ANY RETAINING WALLS CONSTRUCTED IN THE VICINITY OF THE UNDERGROUND DETENTION SYSTEM WITH GEOGRIDS SHALL PLACED Oi2U" WEIR PLATE DETAIL ABOVE THE UNDERGROUND DETENTION SYSTEM, OR OUTSIDE OF THE SCALE:2"=5' LIMITS OF PIPE CONSTRUCTION. THE STRUCTURAL ENGINEER SHALL WORK DIRECTLY WITH CONTECH & SHALL ENSURE ALL DESIGN REQUIREMENTS ARE MET. 9. A MINIMUM COVER OF 18tl IS REQUIRED OVER THE UNDERGROUND 24' MIN. COVER UNDER PAVEMENT (TYP.) DETENTION SYSTEM, AS DESIGN. 18" MIN. COVER UNDER SOIL (TYP.) 24748*0 RISER Fi E LTi Imo, w I :I2 LON 12" T`r TO. SPri�I� MADE IN;20,_0" BTA Dk D. LADDER, L 5i*CT1.ON A -.A 120" 1;;'F,; '.1= UNDERGROUND DETENTION SYSTEM MAINTENANCE VDOT STD. !STA. I -y -- CONTECH UNDERGROUND STORMWATER DETENTION SYSTEM SHALL BE }P 4670 RISER _ _ - �. I IMITF 2. 2 2. SYSTEM SHALL BE INSPECTED ANNUALLY FOR ACCUMULATED SEDIMENT. REQUM CC 3. THE UNDERGROUND DETENTION SYSTEM SHALL BE CLEANED WHEN INSPECTION UNDERGROUND DETENTION SYSTEM REVEALS THAT THE ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE ' WEIR PLATE 60 LF F DISCHARGE ORIFICES & WEIR. THIS MAYBE MORE FREQUENTLY THAN ONCE AYEAR. 4), t/1 S' i»��"+��"S11 , IY" 1 S-iA *IrAVN4 I ,4�! i i F?€ 1 .,, _ THE CONTRACTOR 1S RESPONSIBLE FOR THE MAINTENANCE OF THE UNDERGROUND ILr ktL;rt MAT IPNCIFTHE'RR00J 9bAIL0CCUA°fd7HW Tf iE DETENTION SYSTEM FOR THE FIRST YEAR, AND THE OWNER IS RESPONSIBLE FOR IT `Tr GEST _ THEREAFTER, S, ACCESS/INSPECTION MANHOLES NEARTHE INLETAND OUTLETARE PROVIDED FOR FOR ADDITIONAL BACKFILL INFORMATION, INSPECTION & MAINTENANCE. SEE THIS SHEET 5. CLEANOUTS SHALL BE SCHEDULED DURING DRY WEATHER. I ID ER ATTACHIMM D'k*i~ 120" 1;;'F,; '.1= UNDERGROUND DETENTION SYSTEM MAINTENANCE VDOT STD. !STA. z. CONTECH UNDERGROUND STORMWATER DETENTION SYSTEM SHALL BE }P i1NV IN: 447.24 TO 0 MAINTAINED IN ACCORDANCE WITH CONTECH CMP DETENTION REQUIREMENTS. �. I IMITF IINV OUT: 439.14 i 4 OUTFALL 2. SYSTEM SHALL BE INSPECTED ANNUALLY FOR ACCUMULATED SEDIMENT. REQUM FREQUENTLESS STORM 3. THE UNDERGROUND DETENTION SYSTEM SHALL BE CLEANED WHEN INSPECTION UNDERGROUND DETENTION SYSTEM REVEALS THAT THE ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE ' WEIR PLATE 60 LF F DISCHARGE ORIFICES & WEIR. THIS MAYBE MORE FREQUENTLY THAN ONCE AYEAR. -1,W , TYP; i»��"+��"S11 , IY" 1 S-iA *IrAVN4 I ,4�! i i F?€ 1 .,, 4. THE CONTRACTOR 1S RESPONSIBLE FOR THE MAINTENANCE OF THE UNDERGROUND UPLAND OF ktL;rt MAT IPNCIFTHE'RR00J 9bAIL0CCUA°fd7HW Tf iE DETENTION SYSTEM FOR THE FIRST YEAR, AND THE OWNER IS RESPONSIBLE FOR IT THEREAFTER, S, ACCESS/INSPECTION MANHOLES NEARTHE INLETAND OUTLETARE PROVIDED FOR FOR ADDITIONAL BACKFILL INFORMATION, INSPECTION & MAINTENANCE. SEE THIS SHEET 5. CLEANOUTS SHALL BE SCHEDULED DURING DRY WEATHER. ii CAL SECTION I S. 455 1$' HDPE 19.95 LF _\ 06.42% I STR:24 (JUNCTION) VDOT STD. MH -11 STA. 10+61.72 TP=452.00 ---- INV IN: 447.24 TO 30 INV IN: 439.24 TO INV OUT: 439.14 TO PLUNGE POOL -- 445 PROPOSED 10yr. NGL 440 � STR:30 DI -38, L=' STA. 10+09.61 TP=458.70 INV IN: 448.62 TO 32 INV OUT: 445.52 TO UGD INV OUT: 448.52 TO 24 (JUNCTION) f ----�- - 1455 ELEVATED BYPASS PIPING FOR -LESS FREQUENT STORMS 10yr. HGL Gi .,tl ENTSTORMS 40 \OUTFLOW TO PLUNGE POOL VIA PIPE 23 435 ---- ------�--- - -- 435 I 432 432 W W C11l s LO W Lct L 10+00 10+5010+75 Lj W •W W WILL 460 1 1 1 1 I. 1 1 48 0 048" CONTECH ACCESS MH 55 W FROM ELEVATED BYPASS (PIPE 25) M GRADE 4551 1460 i 0 '.1= STR: 24 #N) VDOT STD. !STA. 0-71 TP=452.00 }P i1NV IN: 447.24 TO 0 • IINV IN: 439.24 ■■ E IINV OUT: 439.14 i 4 OUTFALL tlW�>•ii9®E:9 A:i��� �ft'•rtl'Il1Y!®i/Mitlti'111� t ! t _ BYPASS 432 FREQUENTLESS STORM 60 LF OF 0120" UNDERGROUND DETENTION SYSTEM J ._L UPLAND OF WEIR PLATE WEIR PLATE 60 LF F SEE !- UNDERGROUN i»��"+��"S11 , IY" 1 S-iA *IrAVN4 I ,4�! i i F?€ 1 .,, DETENTION SYSTE 439.75 UPLAND OF 2_714G AXLE LOADS (Wp_s)+. Rirlh�a►� Fz4+c N,0� j0r 24» HDPE 35.54 LF 011.65% 0-71 VDOT STD. END WALL w/ }P EC -1 CLASS Al RIPRAP 41 OUTFALL TO STREAM 430 435 L=40; W=10', D=1.4' tlW�>•ii9®E:9 A:i��� �ft'•rtl'Il1Y!®i/Mitlti'111� 42,8 432 ==FORM ;��_ l�f�i�I�aAI at�st%Fe�Cr� s�;�� �fi� 11l ,�t�FFC�(�1hiK;� Ir °r lw�[ tom. J ._L a: t?i c^Fa A HC. Fi463€X4ut isi? 41 4;�FT{rl ii ki psi L..#i'1 R'Ii}I3lIN W W i»��"+��"S11 , IY" 1 S-iA *IrAVN4 I ,4�! i i F?€ 1 .,, s I : 4ky TPR jF i Tk1h t, . s# [61 hJ1k'(( tLST9' � fitRtO .iWAI F51L1 HkC�iLit�F�L#ATEAf? T P RALVICES . ktL;rt MAT IPNCIFTHE'RR00J 9bAIL0CCUA°fd7HW Tf iE W LL General Construction notes for Stormwater Management Plans :L. All dams and constructed fill to be within 95% of maximum dry density and 2% of optimum moisture content. All fill material to be approved by geotechnical engineer. A geotechnical engineer isto be present during construction of dams. 2. Pipe and riser joints are to be watertight within stormwater Management facilities. 3. Fortemporary sediment traps or basins which are to be converted to permanent stormwater management facilities; conversion is not to take place until the site is stabilized, and permission has been obtained from the County erosion control inspector STR: 30 DI -3B, L=6' STA. 10+09,61 TP=458.70 INV IN: 448.62 TO 32 INV OUT: 445.52 TO UGD INV OUT: 448.52 TO 24 (JUNCTION) STR:32 DI -3131, L=6' STA. 10+33.18 TP=457,86 --i-�-- INV IN: 449.78 TO 34 INV OUT: 449.68 TO 30 I 460 I STR: 34 DI -3C, i STA. 11+20,64 ---'--------------_ _------ TP=454.81 INV OUT: 450.25 TO 32 i1 4551 10ur. HGL 1 450 15" HDPE 87.47 LE j -- - - 0.54% � I 1 15" HDPE 23.57 LF 1 445 04.50% -- - --------t-- 15" HDPE 7.95 LF 015.75% 440 INV OUT. 443.75 JOINTS SHALL BE WATERTIGHT BETWEEN -UGD AND STR, 30 SO THAT PIPE 29 SHALL SERVE AS BYPASS FOR LARGER STORM EVENTS ---- -- -- --- I - ---- ---- (� 435 432 N i� 10+00 10+50 11+00 11+5011+75 C NSTRUCTION NOTES: 1, ALL FILL EMBANKMENT MATERIAL, UNLESS OTHERWISE SPECIFIED BY A MANUFACTURER'S MORE STRINGENT REQUIREMENTS, SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE AREA IN ACCORDANCE WITH CURRENT VDOT ROAD AND BRIDGE SPECIFICATIONS. 2. VDOT STD. IS -1 REQUIRED ON ALL STRUCTURES. 3. THE MINIMUM REQUIREMENTS SET FORTH IN VDOT STD. PB -1 SHALL BE MET FOR PIPE BEDDING AND BACKFILL, THE MINIMUM HEIGHT OF COVER FOR PIPES SHALL BE MET AND BE IN ACCORDANCE WITH VDOT STD. PC -1. 4. ALL FILL SHALL BE PLACED AT 95% COMPACTION AND TESTED BY A GEOTECHNICAL ENGINEER TO ENSURE COMPACTION IS REACHED AND MAINTAINED. 5. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL TEST -DIG AT THE EXISTING INLETS AND OUTFALLS TO CONFIRM THE INVERTS AND TO ENSURE THE PROPOSED GRADES CAN BE ACHIEVED. CONTRACTOR SHALL ALSO VERIFY EXISTING ELEVATIONS OF CURB, GUTTER, PAVEMENT AND BUILDINGS. CONTRACTOR SHALL NOTIFY COWNS ENGINEERING OF ANY DISCREPANCIES IN THE HORIZONTAL OR VERTICAL ALIGNMENT PRIOR TO ORDERING AND CONSTRUCTION, 6, ALL PROPOSED SLOPES STEEPER THAN 3:1 SHALL . HAVE A LOW MAINTENANCE GROUND COVER FOR STABILIZATION PURPOSES. THESE AREAS SHALL NOT BE PLANTED WITH GRASS COVER, AND SHALL BE A GROUND COVER CHOSEN FROM TABLE 3.370 OF THE VESCH UNLESS OTHERWISE DIRECTED BY 'THE INSPECTOR. 7. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 8. PRIOR TO PLACING THE UNDERGROUND DETENTION SYSTEM BEDDING, THE FOUNDATION SHALL BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND THE AREA BROUGHT BACK TO GRADE WITH A FILL MATERIAL APPROVED BY THE PIPE MANUFACTURER MEETING MINIMUM VDOT REQUIREMENTS. ONCE THE FOUNDATION PREPARATION IS COMPLETE, 6" OF A WELL -GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING. t x t�cflt r t i � 7jc t Biu � r M`RAT-T ,W �r 01 Qf�Sap p �,Q ? MAY Th t6 Li.tar,;r�rztva.,3�irraircriaa�ran in ry € r ra msr>3ra: Ji s ;t iusA ax 3tPE PIPE MAN �i� Ffif'161PANt AXLE LOADS (Wp_s)+. Rirlh�a►� Fz4+c N,0� j0r 7' st CHH n11,�3; MI, IM M.COVER 0-71 , }P s'D 41 UR I��`ALLAC}tom tl • j G ¢ tlW�>•ii9®E:9 A:i��� �ft'•rtl'Il1Y!®i/Mitlti'111� R,EINFORCM TA04E Rirlh�a►� Fz4+c N,0� j0r O ON0.0114TION.. PLAN VIEW QUARE OPT QN PLM VIEW,, 7k3f 9l IF�14 1 _CO iLhA9VNW IREAVO W1 TALLA ION q# 1 TF#i" C 9 cEiaStt IF IBJ P iY #LN Yt-##'#6Mt 1 P AN& T 1MMW 0 h z WI 0KC9AAk #t W.014012. i UR I��`ALLAC}tom tl • j G ¢ tlW�>•ii9®E:9 A:i��� �ft'•rtl'Il1Y!®i/Mitlti'111� 7t IC dSL ki1P l tWt C TE [ Y{� ?,LAY#�7�E#A.7 TO Tt:� n�tr l�d4tlilCd$ F k�P d4Pd'��pi �3 : �E4C :2�3; ==FORM ;��_ l�f�i�I�aAI at�st%Fe�Cr� s�;�� �fi� 11l ,�t�FFC�(�1hiK;� Ir °r lw�[ tom. i■ a: t?i c^Fa A HC. Fi463€X4ut isi? 41 4;�FT{rl ii ki psi L..#i'1 R'Ii}I3lIN tv i{ F¢ti1?C tf a I #fiS i -t 1 to §t ? f p1 far-,' ! a i»��"+��"S11 , IY" 1 S-iA *IrAVN4 I ,4�! i i F?€ 1 .,, s I : 4ky TPR jF i Tk1h t, . s# [61 hJ1k'(( tLST9' � fitRtO .iWAI F51L1 HkC�iLit�F�L#ATEAf? T P RALVICES . ktL;rt MAT IPNCIFTHE'RR00J 9bAIL0CCUA°fd7HW Tf iE R,EINFORCM TA04E Rirlh�a►� Fz4+c N,0� j0r O ON0.0114TION.. PLAN VIEW QUARE OPT QN PLM VIEW,, A0 183, T 1MMW 0 h z WI 0KC9AAk #t W.014012. i UR I tl • j G ¢ tlW�>•ii9®E:9 A:i��� �ft'•rtl'Il1Y!®i/Mitlti'111� 3: Er�ri ter G� = n °,�ata,aw;; (PSP) i■ a: ! oo all =Vi T .7AR . 'ING_ Rirlh�a►� Fz4+c N,0� j0r O ON0.0114TION.. PLAN VIEW QUARE OPT QN PLM VIEW,, m G61_ rl H M-V4tg_ 17* W[tl' f4; T 1MMW 0 h z WI 0KC9AAk #t W.014012. i +�.'mE�r�.A+ Q.. .r�i:.�:�i® /m T.ii�i'.:iAi��1 tl • j G ¢ tlW�>•ii9®E:9 A:i��� �ft'•rtl'Il1Y!®i/Mitlti'111� 3: Er�ri ter G� = n °,�ata,aw;; �• 1='i�+t Ra A� p�#t� �,u 1"�tild�a-r6 tp' i■ a: T .7AR . 'ING_ Rirlh�a►� Fz4+c N,0� j0r O ON0.0114TION.. PLAN VIEW QUARE OPT QN PLM VIEW,, m G61_ rl H M-V4tg_ 17* W[tl' f4; T 1MMW 0 h z WI 0KC9AAk #t W.014012. i C ww qo� ,%, t$ 'tt itl ED t l,l4 INT3 1►t Y ` 3: Er�ri ter G� = n °,�ata,aw;; �• 1='i�+t Ra A� p�#t� �,u 1"�tild�a-r6 tp' R�Ih�`r��I1�,?�i�*�ka coimrt OLTg'11,> 3 Wle'FiPbMD, KF MMH%E CAS"PE-TAIL �' �H 0 Kr i OTT )RCOUJNSZ U Lic. No. 035791 0/) 1q*1111f, a f s 0/) 1q*1111f,