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WPO201700070 Plan - Stormwater 2020-11-03
U C 0 } 0 } 3 U 0 } 0 0 L L v 0 L c 0 0 0 Q) Q) L 0 0 L a 3 } C F V) 0 L L a N c V) L a N 0 } ,r C 3 4 L ;C o O N I v , I g I JI J d �I LLJI (Y I �I J �a I , Qi Z� Ql� 021 C); o a d' NI I �I v /l (�} W I V) Q_I W 71 W I— WI— Q I J C) Q �I < M Lw Q m W Q F- � U � � z 0 (/) 0 ry c!) m r W ::) r2�o� FOR INDEX OF SHEETS SEE SHEET 1A THIS PROJECT WAS DEVELOPED UTILIZING THE VDOT'S ENGINEERING DESIGN PACKAGE (GEOPAK). GEOPAK Computer Identification No. 105806 ALIDDIAEMAIRLE COUNTY FACILITIE CHESAPEAKE BAY PRESERVATION COMPLIANCE ACHIEVED BY PURCHASING 078 LBS. PHOSPHORUS FROM GOLD HILL NUTRIENT CREDIT OFFSET BANK ON 0210512019 ALBEMARLE COUNTY VSMP APPLICATION WP0201700070 ALBEMARLE COUNTY 250 BUS11VESS (IVY FHWA 534 DATA 3H028 STATE 1-LULNAL AIU J I A I L SHEET PROJECT ROUTE PROJECT NO. VA. BUS. (NFO) 0250-002-R98 / (SEE TABULATION BELOW FOR SECTION NUMBERS) FUNCTIONAL CLASSIFICATION AND TRAFFIC DATA URBAN OTHER PRINCIPAL ARTERIAL -UNDIVIDED -ROLLING -35 MPH MIN. DESIGN SPEED F r : 0.22 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS To: INTER. WITH OLD IVY ROAD (ROUTE 601) ADT (2019) 15,800 VPD ADT (2042) 17,000 VPD DHV (2042) 1,720 VPH D (%) (design hour) 68% T (/) (design hour) /% V (MPH) 35 MPH MIN. DESIGN CRITERIA STD. GS-5 DESIGN VEHICLE IVY ROAD = W B-67, ENTRANCES = SU-40 SEE PLAN AND PROFILE SHEETS FOR ACTUAL HORIZONTAL AND VERTICAL CURVE DESIGN SPEEDS FROMoo 0OJ0 M10 EO OF IIVTERCHAIVGE ROUTE 291ROUTE 250 OCTOBER 26,202 TOO 0066 Y/O EO OF IIVTERCHAAIGE ROUTE 291ROUTE 250 BYPASS CONVENTIONAL SIGNS STATE LINE -----_-- .. COUNTY LINE CITY,TOWN OR VILLAGE RIGHT OF WAY LINE FENCE LINE --------------------------------------- x x UNFENCED PROPERTY LINE -------------------------- fi FENCED PROPERTY LINE ------------------------------ x x WATER LINE .............................. ......... - SANITARY SEWER LINE ..........................------ GAS LINE - 4 G- - - ELECTRIC UNDERGROUND CABLE - . TRAVELED WAY .................. .. ---------- GUARD RAIL RETAINING WALL ---------- -- _----------------------- - RAILROADS .................................................. G BASE OR SURVEY LINE ... . . . . . .... . .. . . . . �� 0 LEVEE OR EMBANKMENT .............................. BRIDGES ......-----..............._. CULVERTS - ------- DROP INLET ------------------- . ....... F_________� POWER POLES ..-- --------------------- - - - ---- t t w IF f TELEPHONE OR TELEGRAPH POLES + } TELEPHONE OR TELEGRAPH LINES -.. —TIT9— - HEDGE - TREES - _.- ------- .. . ............ 0 © 0 HEAVY WOODS .. ---- -------------- - --- �r GROUND ELEVATION - . _ _ _ - _ - - - - ......... p,,,,M LINE �I GRADE ELEVATION - - - - - - . - .. - - - - - - - DATUM LINE el THE COMPLETE ELECTRONIC PDF VERSION OF THE PLAN ASSEMBLY AS AWARDED, HAS BEEN SEALED AND SIGNED USING DIGITAL SIGNATURES AND THE OFFICIAL PLAN ASSEMBLY IN ELECTRONIC FORMAT IS STORED IN THE VDOT CENTRAL OFFICE PLAN LIBRARY, INCLUDING ALL SUBSEQUENT REVISIONS, WILL BE THE OFFICIAL CONSTRUCTION PLANS. FOR INFORMATION RELATIVE TO ELECTRONIC FILES AND LAYERED PLANS, SEE THE GENERAL NOTES. DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE DEPARTMENT. IIA MI gh- W411100-Impift•-• ••• • - • • - 1, 1 •- G '-• • �� - • AND AS AMENDED BY CONTRACT PROVISIONS AND THE COMPLETE ELECTRONIC PDF VERSION OF THE PLAN ASSEMBLY. ALL CURVES ARE TO BE SUPERELEVATED, TRANSITION ED AND WIDENED IN ACCORDANCE WITH STANDARD TC-5.11U , EXCEPT WHERE OTHERWISE NOTED. THE ORIGINAL APPROVED TITLE SHEET(S), INCLUDING ORIGINAL SIGNATURES, ARE FILED IN THE VDOT CENTRAL OFFICE PLAN LIBRARY. ANY MISUSE OF ELECTRONIC FILES, INCLUDING SCANNED SIGNATURES, IS ILLEGAL AND ENFORCED TO THE FULL EXTENT OF THE LAW. �V- �I ��/ It q� G l / III / � ' RAMP C I I / r2001 r-� SCALE Mom 0 300' 600' Population Albemarle County 99,014 (2010 Census) 2R98� M� G Survey Date and Information Horizontal Datum Based On NAD 83 (2011) Vertical Datum Based On NAVD 88 Survey By H&B Surveying and Mapping, LLC Operator RMB Date 06 - 03 - 15 Scale 1" = 25' Lost Field Verification April 30, 2017 4" p,LTH OF 0� Gj~� Gr O BRIAN A. U McPETERS 9 a Lic. No. 041405 G sSIONAL ti� Brian A McPeters 2020.10.28 17:25:35-04'00' Kimley-Horn &Associates, Inc. Richmond, Virginia ROADWAY ENGINEER ro rN ` \ \ Go T r 5 i T°/C y�°tio ti \ l COTTF Fc e0 STATE FEDERAL AID TYPE UPC EQUALITIES LENGTH INCLUDING BRIDGE(S) LENGTH EXCLUDING BRIDGE(S) BRIDGE TYPE PROJECT SECTION PROJECT N0. CODE N0. PROJECT PROJECT DESCRIPTION FEET FEET MILES FEET MILES N0. N0. 00 PE-101 PENG 105806 1878.73 0.356 1878.73 0.356 NONE PRELIM. ENG Fr:0.30 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS To:0.66 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS CN RW-201 ROWA 105806 1784.59 0.338 1784.59 0.338 NONE R.O.W. Fr:0.32 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS CD To:0.66 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS o C-501 1000 105806 1878.73 0.356 1878.73 0.356 NONE CONSTRUCTION Fr: 0.30 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS o To:0.66 MI. E. OF INTERCHANGE ROUTE 29/ROUTE 250 BYPASS Project Lengths are based on ____ IVY ROAD (ROUTE 250) CONSTR. @ TIER 1 PROJECT LOCALLY ADMINISTERED PROJECTS ALBEMARLE COUNTY --------------------------------------- NAME OF LOCALITY (SIGNATURE) ----------- ---------------- NAME OF RESPONSIBLE LOCAL GOVERNMENT OFFICIAL (TYPED) ---------------------------------------- RECOMMENDED FOR APPROVAL FOR RIGHT OF WAY ACQUISITION 6/8/2018 JACK M. KELSEY DATE ------------------------------ TRANSPORTATION ENGINEER (SIGNATURE) --------------------------------------- NAME OF RESPONSIBLE LOCAL GOVERNMENT OFFICIAL (TYPED)_ RECOMMENDED FOR APPROVAL FOR CONSTRUCTION 10/28/2020 JACK M. KELSEY ---------------------------------------- DATE TRANSPORTATION ENGINEER APPROVED by the Albemarle County Community Deev ent Department Date File Copyright 2016, Albemarle County PROJECT SHEET N0. 0250-002-R98 / 1012812020 c:\documents\pw_work\pw\cov- jonothon.ollver\dms02O84\dIO5806001.dgn U c 0 a 0 L 0 T E Y 0 T t a 0 0 .3 n C O 0 O O a C C 0 CL O N E D C O v !1 O C C 0 C N O L 0 a� O L 3 9 L C 0 0 L L 0 0 0 0 O a� L 0 0 L L n 0 3 L 0 C a� -0 C O L C, U a aC L 0 O _0 N v C a� a U L N 0 L C c 0 C C CL V . L w Ln 06 P R 0 J E C T M AN AG E R J. KELSEY (454) 872-450I SURVEYED BY H&B _SURVEYING AND MAPPING, LLC _ _ _ _ _ _ _ DESIGN SUPERVISED BY BR/AN_MCPETERS, PE_(KIMLEY_-HORN)_ DESIGNED BY K/MLEY-HORN &_ASSOCIATES, INC ._ _ _ _ _ _ _ _ _ _ SUBSURFACE UTILITIES BY LNFRAMAP -CQRPORATIQN _ _ _ _ _ _- LOCATION MAP COUNTY OF ALBEMARLE 0 ogvf� si Jack Ju4ett 601 1. I1>fS, 65 �aP �'AHEM' �� '�' a c9 ARtenLa L ILLAGEAE AT v+ 1f RIoG SEE GRID G3 G4 HS 7 M r �1 HESSIAN HILLS WAY ■ \ x EW00 PO HESSIAN HILLS CIA O( -_ AKo� •=O`-`90 ONYJEAQ c y9y /'te ° RR i HESSIAN HILLS S fl10GE 4 BARRACKSPLEID C K . 5 BARRACKS CT m ,NG i C EST '--' Pf pP 4gjf / 0 I pp0 G'P �•fi I � I °¢ :.... ��. 09 �v�Q AO !I `iV COG �CEC!P �i+ JQ P 1��p V ,P / REV NARO OR F O(D 9 O^� Ply 40 l4l I C m¢ / o ENN/ryC SOl0+f P o 43 Cl f 6 !k WN STp o lry CT T 9 d,1c *Yi / eq0 o oql�° c M ' °m offNrgEf"F� qoo o c o0 0 91 em�� yl A Farmingt S oQ o Esc POgr s o¢ $k�O 4 fli CC o�Y44fq NOyIs O � rt �_----------- v 43 °y ll'� �S.q �IC PI in wO00y2. �, e q o i J oim'�"\ ✓'?pp9 or 0� FRANNII ¢�''/ Oy if �`�, q\ O x r W � r8 �ll ` -•'�• NF/GN Seipt �-� �:J I CTq T CI h 5Q h �oN rs B field Lower Y D JA MAP Lei a Dq s p°jO 1 FOR If-;VtA 3U J PIP'8 0 i . 5 1 ,u C7Ei m °99, W 5 y°� ON_- Ao PARK QFC 0 CONDOS ¢ ' u tio�. Ctr 4 ='b of 0{ �egUCE PrgpeRtp -� ` Nf�Oq $ _ 4l. BOQY� Ciq �3 Wi � 0 R \•% � , � Pi BEOf� T Q 1-..., / \ � O pQ �PEYT �� AY 00° S`J �• o o � SONS Qppry� fOy s AL). 4�i �� Birdwood $ & Q s JOFMS of f°of o �Os3. _ GC Sf ►y�� I, �y` 4 �� `0 3`'ygp0 o wtsTW - EDNAM aG +i1S� f0 V ' — Bnai h HiIT\ �^ ^ Q, mac' AVE rrm Fun L y \'f � �G� vL - ll� AMHERS7 �' Si ',-� Eu KIP 29 FM. ¢quarry A �0 g 1a61� A� /r" \ \° �" • �--��..._/ . OfFA P �. } ,. �'���, ; AO C CDRMICq _ Q O � � A�UNp +OE 4 01� ��' S S` � f% RID DIE12. 1 CATALPAiEAR 1- A 2 CATALPA CT6A 3 TUPELO CT _ AI#4: Gf - Sim' H7TENEADc$ c? t��Lp6 L Cy I., Ai Ow�N 4 TUPELO TEAR I 5 JEFFERSON RIDGE DR Q 6 SILVERBELL TEAR' I -' O Sl `��`�41E 7 SILVERBELL CT ry .�'; , 1N f yl i ¢ 8 WATER OAK CT Kp 0 9 LACEBARKTERR o - -1PpR d� O �. f ql� �' _ 4- % �"._ SY Am f z vv W °f OPr o � //O 4T �' 0 y f A T C DDA WAMM If 6� P 5t Efrf•... I ,e of E AOBERTSON 'Z PQUL+'FSTEAIr~s PSt• ONTAI PLC AVE lDe N A�rM0N0 A E ryA �\ TRIUTAIDGE Aoq P `� f }hilt tIYfO 00 G t q I G S��qG PQ Xt ILL. ■ L iaa y0 ,. �\QO63�f4.j'�o $4yf PF.STM '�i'DIE �\E5 O , °y 'm pO Tf D UP PPKz u ° ,,�: ityb I �0 �11 reek sacc�Q BARK $y° s° N4o° `F`� I. , u n Arena rq s C O :° Rt _wt W ParkO jCEDARW00D P a r p�� I TCTDS, �J S /c r�o K '�'A ` .q. O�Y ni of LANOIN � RIDGE 4f�4N11� R C�Sr4 ��9� j �f S gf9V DP AD' y/ ll� O s Copyright KAPPA Map Group Permitted Use Number BJEO713 SCALE 0 26001 46001 INDEX OF SHEETS DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC SHEET NO. DESCRIPTION STATIONS MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION I TITLE SHEET IA LOCATION MAP / INDEX OF SHEETS / lEll)l_F, EXISTING STORM SEWER DATA lH(l) THRU lH(2) WATER QUALITY AND QUANTITY DATA SHEET IT 11— ( T / / L ✓ / r 2C E&S CONTROL AND ROADWAY DETAIL SHEET 3 - IVY ROAD - STA. 118.00.O0 TO STA 124-50.00 ROADWAY PLAN - IVY ROAD - STA, 118.00.O0 TO STA. 124.50.00 3B ROADWAY PLAN - IVY ROAD - STA. lll•50.00 TO STA. 118.00.00 - IVY ROAD - STA. lll•50.00 TO STA. 118.00.00 3D EROSION AND SEDIMENT CONTROL PLAN - IVY ROAD - STA. 118.00.O0 TO STA /24+50.00 3E EROSION AND SEDIMENT CONTROL PLAN - NY ROAD - STA 111-50.00 TO STA. 118+00.00 r— 1 / r— 1^ L.L_ _l - IVY ROAD -STA I18-OO.O0 TO STA 124+50.00 - IVY ROAD - STA ll1+50.00 TO STA, 118.00.00 4 ROADWAY PLAN - IVY ROAD - STA. 124.5O.O0 TO STA. l3l•OO.00 4A - IVY ROAD - STA 124-5O.O0 TO STA. 131-00.00 - STILLFR/ED LANE, COLONNADE DRIVE 4C EROSION AND SEDIMENT CONTROL PLAN - IVY ROAD - STA 124.5O.O0 TO STA. 131.00.00 - IVY ROAD - STA 124.50.00 TO STA 131.00.00 All �o - IVY ROAD - STA 124.5O.O0 TO STA. 131-00.00 5 ROADWAY PLAN - IVY ROAD - STA. 131-00.00 TO STA 137.70.16 5A ROADWAY PROFILE - IVY ROAD - STA 131-00.O0 TO STA. 136.51.65 5B EROSION AND SEDIMENT CONTROL PLAN - IVY ROAD - STA. 131.00.00 TO STA. 137.7O.16 -C L.; -IVY ROAD -STA /3/'00.00 TO STA /37'70.16 5^::' -IVY ROAD -STA I3/•00.00 TO STA 137.70.16 T 6(I) DRAINAGE DESCRIPTIONS 6(2A) THRU 6(2B) DRAINAGE STRUCTURE DETAILS 6(3) THRU 6(5) STORM SEWER PROFILES Ir /1 Jf 17- IT / r- e— I II ll_✓ f Tl,T AI / f-%1811 IL-1,T_IL,.♦/.___L�'-1.LI�STP` %� Il"r� !, /"1l'1 !"!" r`r/'1T I/', 11 P`I ll�f T ♦ll el/!',l— _� L 1012612020 c:\documents\pw_work\pw\cov_ jonothon.oliver\dmsO2084\dIO5806001a.dgn 3 4- LL o •- C 3 o4- 0 U Ln L Ln P R O J E C T M AN AG E R J _KEELSEY (434) 872-450/ SURVEYED BY H&B_SURVEYING AND MAPPING, LLC -------- DESIGN SUPERVISED BY BRIAN_MCPETERS� PE_(KIMLEY-HORN)_ DESIGNED BY KIMLEY-HORN &_ASSOCIATES,INC.___________ SUBSURFACE UTILITIES BY INFRAMAP CORPORATION_______ # 443 In PI. DI Grate Top = 550.25" Inv. Out = 546.84" (l5" CPP to # 442) # 442 In Pl. DI Grate Top = 551.56" Inv. In = 546.38' (15" CPP from # 443) Inv. In (A) - 539.41" (8" CPP Approx. Direction) Inv. In (B) = 539.40' (8" CPP Approx. Direction) Inv. Out = 539.34" (15" CPP Approx. Direction) # 444 In Pl. DI Rim = 555.32' Inv. Out = 549. 39" (15" RCP to Endwoll) # 444-A In Pl. l00 LF of l5" RCP Inv. In = 549.39' Inv. Out = 538.70' Top Endwall = 540.94" # 445 In Pl. DI Rim = 551.83' Inv. In/Out = Inaccessible Top of Sediment = 549, 75' # 433 In Pl. DI Grate Top = 563.29' Inv. In = 562.71' (3" Iron Approx. Direction) Inv. In = 559.54" (6" Iron Approx. Direction) Inv. Out = 559.42" (10" Iron Approx. Direction) # 434 In Pl. DI Rim = 567.46" Inv. In = 557.98" (24" RCP Approx. Direction) Inv. Out = 557.84" (24" RCP to # 435) # 435 In Pl. DI Grate Top = 558.22" Inv. In = 553.32" (18" RCP Approx. Direction) Inv. In = 553.29' (6" Iron Approx. Direction) Inv. In = 553.14' (24" RCP from # 434) Inv. Out = 553. ll' (24" RCP to # 436) # 450 In Pl. DI Grate Top = 558.71" Inv. In = 557.20' (3" Iron Approx. Direction) Inv. In = 555. 45" (l5" Iron Approx. Direction) Inv. Out = 554.63' (l8" RCP to # 435) # 436 In PI. Storm Manhole Rim = 553.57' Inv. In = 545.47' (24" RCP from # 435) Inv. In = 545.47' (l8" RCP from Conc. Headwall) Inv. Out = 545.45" (24" RCP to # 437) # 436-A In Pl. 89 LF of 18" RCP Inv. In = 552.45' Inv. Out = 545.47' Top Endwall = 554.77" # 437 In Pl. DI Grate Top = 55/.55' Inv. In = 548.47' (l5" RCP from # 438) Inv. In = 545.57" (24" RCP from # 436) Inv. In = 543.45' (l8" Iron Approx. Direction) Inv. Out = 543.30" (24" RCP to # 451) # 438 In Pl. Storm Manhole Rim = 569. 82" Inv. In (A) - 565. 34" (8" PVC from Roof Drain) Inv. In (B) = 563.71' (8" PVC from Roof Drain) Inv. Out = 559.49' (15" RCP to # 437) # 451 In Pl. DI Grate Top = 546.25' Inv. In = 540.17" (l5" Iron from # 441) Inv. In = 538.22' (24" RCP from # 437) Inv. Out = 537.45' (36" RCP to # 452) # 441 In Pl. DI Grate Top = 548.35' Inv. Out - 542.72" (15" Iron to # 451) # 452 In Pl. Storm Manhole Rim = 542.68" Inv. In = 537.26' (l8" RCP from FES) Inv. In = 536.83" (36" RCP from # 451) Inv. Out - 536.62" (36" RCP to FES) # 452-A In Pl. 166 LF of l8" RCP & CUP w/ FES Inv. In = 542.61' Inv. Out = 537.26" # 429 In Pl. DI Rim = 575.41' Inv. Out = 571.261 (15" RCP to # 430) # 430 In Pl. DI Rim = 566.95" Inv. In = 563.43' 05" RCP from # 429) Inv. Out = 563.05" (l5" RCP to Ditch) # 430-A In Pl. 4 LF of 15" RCP Inv. In = 563.05' Inv. Out = 563.04" # 428 In Pl. Ol Rim = 566.99' Inv. Out = Inaccessible (Full of Debris) to # 430 Bottom of Structure = 564.21' # 431 In Pl. DI Rim = 561.67" Inv. In = 556.94" (l5" RCP from FES) Inv. Out = 556.78' (l5" RCP to # 432) # 431-A In Pl. 62 LF of 15" RCP Inv. In = 562.92' Inv. Out = 559.77" # 432 In Pl. DI Rim = 557.35' Inv. In/Out = Inaccessible l5" RCP Recessed Inv. In/Out - Inaccessible l5" RCP Recessed CL of Chamber = 553.43' # 432-A Rim = 558.28" Reference from Site Plans Manhole Burled # 420 In Pl. DI Rim = 554. 67" Inv. In/Out = 545. 23" (72" RCP to 427) Underground Stormwater Retention per Site Plans Inv. Out = Inaccessible (enclosed RCP w/ Overflow Pipe) # 427 In Pl. DI Rim = 558.29' Inv. In = Inaccessible 15" RCP Recessed Inv. Out = Inaccessible 72" RCP Recessed from # 420) Underground Stormwater Retention per Site Plans CL of Chamber = 545.61' # 422 In PI. Storm Manhole Rim = 559.94' Inv. In (A) - 554.76' (6" PVC from Roof Drain) Inv. In (B) = 554.60" (6" PVC from Roof Drain) Inv. In (C) = 554.56" (6" PVC from Roof Drain) Inv. Out = 553.99" (15" RCP to # 427) # 419 In Pl. DI Rim = 550.14' Inv. Out - 546.25' (l5" RCP to # 418-A) #417 In Pl. DI Rim = 552.99' Inv. Out = 548.81" (l5" RCP to # 416) # 416 In Pl. 0l Rim = 548.82" Inv. In = 544.95" 05" RCP from # 417) Inv. Out = 544.80' (l5" RCP to # 418) # 418-A Rim = 549.94' Reference from Site Plans Manhole Burled # 418 Rim = 548.56' In Pl. Storm Manhole Inv. In = 544.43' (24" RCP Approx. Direction) Inv. In = 544.02" (l5" RCP from # 416) Inv. Out = 542.03' (24" RCP to # 415) # 415 In Pl. DI Rim = 547.88' Inv. In - 541. 34" (24" RCP from # 418) Inv. Out = 541.32' (24" RCP to # 400) # 400 In Pl. DI Grate Top = 543.33' Inv. In = 538.37" (24" RCP from # 415) Inv. Out = 538.30" (24" RCP to # 401) # 401 In Pl. DI Grate Top = 541.39" Inv. In - 537.91' (I2" RCP from # 402) Inv. In = 536.77' (24" RCP from # 400) Inv. Out - 536.70' (24" RCP to # 421-A) # 402 In PI. DI Rim = 541.49' Inv. Out = Inaccessible (Full of Debris) # 421-A Approximate Location (under thick bushes) Reference from Site Plans Inv. In = Inaccessible (from # 401) Inv. Out = Inaccessible (to # 405) # 405 In Pl. DI Grate Top = 538.36' Inv. In = 535.56' (24" RCP from # 401) Inv. Out = 535.52" (24" RCP to # 406) # 406 In Pl. DI Grate Top = 538.07" Inv. In = 535.33" (24" RCP from # 405) Inv. Out = 535.05' (24" RCP to # 406) # 409 In Pl. DI Grate Top = 534.80' Inv. In = 530. 22" (I2" RCP from # 410) Inv. In = 529.42' (l2" RCP from FES) Inv. In = 529.23" (24" RCP from # 406) Inv. Out = 528. l9' (30" RCP Approx. Direction) # 408 In Pl. 0l Grate Top = 537.04" Inv. In = 534.23' (24" RCP Approx. Direction) Inv. Out = 534.29" (24" RCP Approx. Direction) # 408-A In Pl. 24" RCP (Length Unknown) Inv. In = 537.34" Inv. Out = 534.04" (Has 90` -/- Bend Approx. l5' Into Pipe) # 407 In Pl. DI Rim = 536.48" Inv. In/Out = Inaccessible (Recessed) CL of Chamber = 532.67' # 410 In Pl. DI Rim = 534.96' Inv. Out = 531.081 (12" RCP to # 409) # 412 In Pl. Storm Manhole Rim = 535.82' Inv. In = 533.09" 05" RCP from # 413) Inv. Out = 532. 8/' (18" RCP to Approx. Direction) # 413 In Pl. DI Rim = 536.97" Inv. In = 533.51" (15" RCP from # 414) Inv. Out = 533.45' (I5" Approx. Direction) # 414 In Pl. DI Rim = 536.41" Inv. Out - 533.86" (15" RCP to # 413) # 439 In Pl. DI Grate Top = 531.28' Inv. Out = 527.60" (27" RCP to # 440) # 440 In Pl. DI Grate Top = 53/. l5' Inv. In = 527. 30" (27" RCP from # 439) Inv. In = 526.50' (36" RCP from Approx. Direction) Inv. Out = 526.17' (42" RCP to Approx. Direction) # 411 In Pl. Storm Manhole (Rectangular) Top = 536.07' Inv. In = 534.18" (I2" RCP from Flared End Section) Inv. Out = 530.09' (l5" RCP to Approx. Direction) DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION # 404 In Pl. DI Rim = 541.37" Inv. Out = Inaccessible (l8" RCP to # 426 per Site Plans) CL of Chamber = 537.19" # 426 In Pl. Storm Manhole Top = 542. 38" Inv. In = 540.95' (6" PVC from Approx. Direction) Inv. Out = Inaccessible (Recessed Pipe) Bottom Chamber = 537.09" # 423 In Pl. Storm Manhole Top = 543.84" Inv. In = Inaccessible (36" RCP from # 426) Inv. Out = Inaccessible (33" RCP to # 424) Underground Stormwater Retention Bottom Chamber = 537.13' # 424 In Pl. Storm Manhole Top = 543.45" Inv. In = Inaccessible (I5" RCP from # 403) Inv. Out = 537.04" (36" RCP to # 425) Underground Stormwater Retention # 403 In Pl. DI Rim = 542.26" Inv. Out = 538.63" (l5" RCP to # 424) # 425 In Pl. Storm Manhole Rim = 542. 28" Inv. In = Inaccessible (36" RCP from # 424 per Site Plans) Inv. Out = 537.0/" (33" RCP to # 421) # 421 In Pl. DI Rim = 542.05" Inv. In = Inaccessible (Recessed) Inv. Out = 536.77' (18" RCP to # 421-A per Site Plans) Top Spillover Conc. Wall = 539.41' # 421-A Reference from Site Plans Manhole Buried Under Landscape Shrub 1012612020 c:\documents\pw_work\pw\cov_Jonathan.ollver\dmsO2084\dIO5806001el.dgn I PROJECT MANAGER J.KELSEY (434)872-4501____________ SURVEYED BY H&B_SURVEYING AND MAPPING, LLC --------- DESIGN SUPERVISED BY 00IAN_MCPETERS� PE_(KIMLEY-HORN)_ DESIGNED BY KIMLEY-HORN &_ASSOCIATES.INC.___________ SUBSURFACE UTILITIES BY LNERAMAP CORPORATION _ _ _ _ _ _ _ r U L V, 0 + C N E U v L y WATEIR QUALIT MW WATER QUALITY SUMMARY QUANTITY REMOVAL A -SITE [AREA] IMPERVIOUS PERVIOUS IMPERVIOUS P LOAD SCENARIO (AC.) AREA (AC.) AREA (AC.) COVER (LB/YR) REQUIRED (LB/YR) PRE -DEVELOPMENT 1.47 0.67 0.80 45.3% 1.72 0.73 POST -DEVELOPMENT 1.47 F 0.85 0.62 58.1% 2.13 THIS PROJECT IS REQUIRED TO REDUCE THE TOTAL PHOSPHOROUS LOAD BY 0.73 LB/YR OVERALL. THIS REDUCTION IS TO BE SATISFIED THROUGH A PURCHASE OF NUTRIENT OFFSET CREDITS. WATER QUANTITY SUMMARY Stormwater Outfall Table Site Area (Acres) 1.47 x� .. ,f, p`*z .0 1 'V¢ ! + . y '��T7,. g_ ` ✓7 .�',r�`'_°Ji'�'vc � �� � -..a".d d RY`: �.H?'L"�r+Se`. ... � - 'V ,�#p :may L -a'.r ✓ .F",. Y>P ac:(+�•T`" � is .CY fd,.�n Y n vtis t II: •. .+ti-Fy. y.. yip.,... � � %dt,Y.,.. '��stii"� $na^U',._s.. SM� ...•f Drainage Area From Site (Acres) 0.22 1.25 Overall Drainage Area (Acres) 1.85 70.81 Drainage Area to Existing Detention Systems (Acres) N/A 3.02 Runoff Reduction (cf) 0 0 Receiving Channel Type (Natural, Restored, or Manmade) Manmade Manmade Channel Protection Compliance Method Energy Balance Non -Erosive Flood Protection Compliance Method 10-yr QDeveloped'- 10-yr QEAsting 10-yr QDeveloped < 10-Yr QExisting ., .-11 WIN nv .e!':%.1��iw Rlri. h ?� 0�,� 3�'� ?'.,r��,., ;d '�'� :i 5�''e�r�i.v,�°� 1-year 10-year 2-year 10-year VEA,ting (ft/s) N/A N/A 14.49 N/A VDeveloped (ft/s) N/A N/A 14.49 N/A VAllowed (ft/s) N/A N/A N/A N/A QExisting (CFS) 5.16 11.84 N/A 81.55 QDeveloped (CFS) 4.96 11.73 N/A 79.90 QAllowed (CFS) 5.00 11.94 N/A 81.55 NOTE: Outfall A calculations are computed using the SCS Method. Outfall B calculations are computed using "the Rational Method, since the proposed detention system forthis outfall discharges into an existing manmade stormsewer system that requires additional calculations downstream of the detention point. Both outfall calculations account for the overall drainage area reaching each outfall. Drainage areas that are assumed to drain to existing detention systems are excluded from the water quantity calculations. NOTE: Proposed detention pipes are used to reduce the 10-yr Q (cfs) in the pipes downstream of the proposed storm sewer improvements. DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION 10/26/2020 cAdocuments\pw_work\pw\cov_ Jonathan.ollver\dmsO2084\d105806001hl.dgn PROJECT MANAGER J.KELSEY (434)872-450I____________ SURVEYED BY H&B_SURVEYING AND MAPPING, LLC --------- DESIGN SUPERVISED BY BRIAN MCPETCRS, PE_(KIMLEY-HORN)_ DESIGNED BY KIMLEY-HORN &_ASSOCIATES,INC.___________ SUBSURFACE UTILITIES BY INFRAMAP CORPORATION I A 'I F'��Ilmr 1 ME NM10=1 � � � � � I � 1, C LEGEND PROJECT AREA ("A -SITE") POST -DEVELOPMENT "A -SITE" IMPERVIOUS LAND COVER I q� Almim llymmqldolr�-Nmwl � min � ON clo) OUTFALL A OUTFALL B AREA (ACRES) 0.22 1.25 PRE-DEV. IMP. COVER (ACRES) 0.12 0.54 POST-DEV. IMP. COVER (ACRES) 0.14 0.71 P RE-DEV. CN 82 76 POST-DEV. CN 85 82 DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION OUTFALL B 1012612020 c.\documents\pw_work\pw\cov_Jonathon.ollver\dmS02084\dIO580600lh2.dgn v L L ID O L CC: O 0 T; LO 0. GD L v) 3 L U 0 ,F- C N U 0 0 a a U ,1= U to 0 4- 0 C C U L EO 0 PROJECT MANAGER J.KELSEY (434)872-4501____________ SURVEYED BY H&B_SURVEYING AND MAPPING, LLC -------- DESIGN SUPERVISED BY BRIAN MCPETERS PE_(KIMLEY-HORN)_ `&S CONTROL AND DESIGNED BY KIMLCY-HORN &_ASSOCIATESLINC.___________ SUBSURFACE UTILITIES BY LNFRAMAP CORPORATION_______ GENFRAI CONSTRICTION NOTFS FOR F&S PIAN I,) THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE,ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. 2.) ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. 3.) ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4.) A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5.) PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6.) THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7.) ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8.) DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9.) THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. /0.) ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. ll.) ALL EARTH MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD,RUBBISH,AND OTHER DEBRIS. 12.) BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. /J.) ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-30IOF THE CODE OF ALBEMARLE. 14.) BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:00 A.M. TO 9:00 P,M. 15.) BORROW,FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT,OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. I6.) THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF PROPERTY. I7.) TEMPORARY STABILIZATION SHALL BE AS ON SHEET 2D, ROADSIDE DEVELOPMENT SUMMARY. l8.) PERMANENT STABILIZATION SHALL BE AS ON SHEET 2D, ROADSIDE DEVELOPMENT SUMMARY. I9.) MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20.) ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION AND CONTROL INSPECTOR. 21.) CONTRACTOR WILL BE REQUIRED T10 KEEP THE PROJECT'S STORM WATER POLLUTION PREVENTION PLAN (SWPPP) AND POLLUTION PREVENTION PLAN (PPP) UP TO DATE AT ALL TIMES. 22.) CONTRACTOR WILL BE REQUIRED TO COMPLETE ALL REQUIRED EROSION AND SEDIMENT CONTROL INSPECTIONS AS REQUIRED IN THE SWPPP AND DOCUMENT THE INSPECTION ON VDOT FORM C-107. 23.) CONTRACTOR SHALL HAVE AN ESCC CERTIFIED PERSON ON -SITE WHEN LAND DISTURBING ACTIVITIES ARE TAKING PLACE. SEQUENCE/MAINTENANCE a.) Contractor shall provide 48 hours notice to the project manager prior to the start of construction. b.) The CRLD must be at the pre -construction meeting. c.) Community Development Inspector must be notified of the offsite borrow or spoil location at the on -site pre -construction meeting. d.) All erosion control measures will be installed as the first step in the clearing process. e.) No erosion control measure will be removed without approval of the Community Development inspector. f.) All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities until stabilization is achieved. g.) Access to properties shall be maintained at all times. h.) Driveway material shall be replaced with some or better material, U The contractor shall inspect all erosion control measures periodically and after each runoff producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control device shall be made immediately. j.) The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the Community Development Department. 199-1 BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER ..E SCREEN CENCFER, BIMX uuvri FILTER XIu xIII- iIrERCD w"iFn ATM i EL ,OAtniNP srow4R,ol Enr "I eF SPECIFIC APPLICATION THIS BETHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE. " GRAVEL Sit" DE YDOT y3. #357 OR y5 COARSE AGGREGATE. 3.07 Source: Va. DSWC Plate 3.07.3 1992 3.20 Source: Va. DSWC 111 - 187 Plate 320-1 EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS 1992 3.07 BLOCK & GRAVEL CURB INLET SE'DLVENT FILTER --T� CIiRd 'LET E SCREEN � -�CQNCFE�TE E� RAVEL FILTER RUNWF "ERROR ER 1N �EAED ERSCDIM 1 �'J Ili'g s.LENT -c s.rc, i N a' AOOD snE, �• cUFB N1E1 SPECIAL APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPAUIUTY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. GRAVEL SHALL BE V➢OT ,q3. N357 OR 15 COARSE AGGREGATE Source: Va. DSWC Plate 3.07-8 111 - 45 1992 3.05 CONSTRUCTION OF A SiLT FENCE (WITHOUT WiRE SUPPORT) 1. 9Bf THE STARES. 2. EXCAVATE A CX 4- TRENCH UPSLOPE ALONG THE LINE OF STAKES. Jill 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL IT INTO THE TRENCH. /�• jlll j-�, "`:: .(III rtor SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) I I I I - III-(� POINTS A SHOULD BE HIGHER THAN POINT B. Source: Adapted from Installation oT Straw and Fabric Filter Barriers far Sediment Control. Sherwood and Wyant Plate 3.05.2 111. 25 TABLE 6.1 GENERAL. EROSION AND SEULNIENT CONTROL NOTES ES-1: Unless otherwise indicated, all vegetative and structural erosion and sediment conuol practices will be constructed and maintained according to minimum standards and specifications of the Virginia Erosion and Se intent anted Ain b-k and Virginia Regulations 4VAC50-301 Erosion and Sediment Control Regulations. ES-2: The plan approving authority most be notified one week prior to the pre - construction conference, one week prior to the conlalencenicm of land disturbing activity, and one week prior to the final inspection. ES-3: All erosion and sediment control measures are to be placed prior to or as the rust step in clearing. ES4: A copy of the approved erusion mid sediment control plan shall be maintained on the site at all thues. ES-5: Prior to commencing land disturbing activities in areas other than indleatcd on these plans (including, but nut limited to, off -site burrow or waste areas), the contractor shall submit a supplementary erosion control plan to the owner for review and approval by the plan approving authority. ES-6: The contractor is responsible for fnsulladon of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the plan approving authority. ES-7: All disturbed areas are to drain to approved sediment control measures at all times dutirg land disturbing activities and during site development until Enid stabilization is achieved. ES-8: During dewatering operations, water will be pumped into an approved filleting device. ES-9: The contractor shall inspect all erosion control measures periodically and after each nmoff-producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be mad. immediately. Allxtnarle County Dcsign Standards Mauual-Enginccring F STONE 7D' .-II. CUISTROCNO. ACCESS /-3 S4-iA ASFINLI i0P / COI:RSE EkiaiMG 2x !/ 2a PAVEMENT - - ; • -.� B M.N. 21A AGGHECAIE BASE PROFIL STONE 10, MN. CONSIHUC1gN rrAGFMALi PAVED ACCESS / WASRRAGA EXISTAG PAVEBE •MIIUS, EXFENO FLL' AgrH `--VOSIt YE UWNAGE Lo CF INGRESS AND EGRESS I TO 5Em4CNT GPERATCN InPPP NG DEA'gE PLAN {-12'-Pp511 NE U1hIUGE I10 SL014ENT 2. I-IING DEVICE ihTEn GLOnF SECTION A -A A ulumLml water lap of 1 huh mI be oat filled 1,ilh a ulilwmlw I 'inch balleock And oRvahro awply ,; a wash hose with a diawelc of 1.5 im4c, for ade,pute eonutaalpies.we. tVas4 svata „,t be curried away Lolu We eldrauce to au aPPioved seltliu3 azea fo rmrwe se,Emnd..Ul Selllllnem slug be plevemeJ flow Anlaiug stores Lkaius. dhches or Wit -Bo ies. PAVED WASH RACK NO SCALE ,ls1T*►t ,fsSa,a.LLi`i3L'a ffl�i MS-1 Any area that has reached final grade must receive temporary or permanent soil stabilization within seven days. Areas not at final grade that will remain dormant longer than 30 days must have temporary soil stabilization within seven days. Areas that will be dormant longer than one year must have permanent soil stabilization. MS-2 All soil stockpiles and borrow areas must be stabilized or protected with sediment trapping measures. Temporary protection and permanent stabilization shall be applied to all on -site soil stockpiles and borrow areas and soil intentionally transported from the project site. MS-3 Permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieved that is uniform, mature enough to survive, and will inhibit erosion. MS-4 Sediment basins and traps, and perimeter ESC measures intended to trap sediment must be constructed as a first step in any land -disturbing activity and shall be made functional before upslope land disturbance takes place. MS-5 Stabilization measures shall be applied to earthen structures such as dams, dikes, and diversions immediately upon installation. MS-6 Sediment basin and trap design information. ** MS-7 Cut and fill slopes must be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. MS-8 Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume, or slope drain structure. II Whenever water seeps from a slope face, adequate drainage or other protection must be provided. MS-10 Inlet protection is required for all storm inlets that will be made operable during construction MS-11 Before newly constructed storm water conveyance systems are made operational, adequate outlet protection and any required channel lining must be installed in both the conveyance channel and receiving channel. MS-12 When work in a live watercourse is performed, precautions must be taken to minimize encroachment, control sediment transport, and stabilize the work area to the greatest extent during construction. Non -erodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used if armored by non -erodible cover materials. MS-13 When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary vehicular stream crossing constructed of non -erodible material must be provided. MS-14 All applicable federal, state, and local regulations related to working in or crossing live watercourses must be met. MS-15 The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. MS-16Underground utility lines shall be installed in accordance with the following standards in additions to other applicable criteria: a. No more than 500 linear feet of trench may be opened at one time. b. Excavated material shall be placed on the uphill side of trenches. C. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged so that it does not adversely affect flowing streams or off -site property. d. Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization. e. Re -stabilization shall be accomplished in accordance with these regulations. f. Comply with all applicable safety regulations. MS-1 7 Construction entrances are required at all access points to the construction site. Where sediment is transported onto a paved or public road surface, the road surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This applies to individual development lots as well as to larger land -disturbing activities. MS-18AII temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, unless otherwise authorized by the local program authority. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures must be permanently stabilized to prevent further erosion and sedimentation. MS-19Adequate outfall information ** ** MS-6 and MS-19 deal with the design aspects of the plan. For further information, please consult the latest edition of the Virginia Erosion and Sediment Control Handbook. Also, refer to the sediment basin/trap design tables and the adequate outfall table located on the "Erosion and Sediment Control Standard Details/Calcs.'Tsheet, Any variance to the above listed minimum standards must be requested and approved in writing. 1992 Page 8 of 73 2016 ROAD R RRIDT;F RTANDARDR EC-2 yp p� r R se0rI CENTER ROX YAY BE4.1E- COR Vl� FLATTER BLEEPER I- ail ANCHOR SLOT T Ewe An Lra aG-Is Tp 16E BVERI.AnEOrWvuAl I ' coua2E I-B Raw cF SI-E$ - ST. N LAP waN EAFN oLIERI SPAOND. TERMINAL FOLD -�S• YAK. I 1 L$,y, itl� Dii LE+ F I. - I I, I CHECK SLOT JUNCTION SLOT TOP1-I NOTES: .{-{-.-r TO 2• t APPROxI L IDO STAPLES REWIRED am ER .'A us•Rau. JUNCTION SLOT Er A! z..Y+U+W sws. JUNCtroN Ao1s NVD R3�- cRc<H -IS Io BE -1. e• Io 1- I xo "RI-E. GALE WIRE 1. NAA. SPACNG C-G C1ECR ROTS ~ S7EF6fLEW IWNe i1LEs5 50'AWE a.51APLAES i0R4E0 FRD4 N0.9 STEEL PLAN VIEW Aav svai+ sot. a• st.wi[ wiw'u STAPLING DIAGRAM LENEIH FW o1Z saa. CUT OR FILL SLOPE INSTALLATION DITCH INSTALLATION GENERAL NOTES( E aaLEO Eca«wa OpUCI PRG 1. BEL-ED As riDICUED rW SowceS OF APP 1. �Alrxx SEE -1 E AP GAG, PROpUC15 uEI W 1HE PLANS N ADCOROANCE XITH TIE D-LIG S SPECKED ON I. YPICK BET Tot. FOR EC-2 4AIERALS lYGES 42. J. W a. 2. • TE •STAPLES OR 0- fLINUT CURERS WStaN APPROVED BY TFE ENcER WY BE SUBSrIiUFEO FW THE STAPLES SHOaN J. tx DF IERNt MAY YARY BY rKRE-1 eF W S FE[t. A CWY OF IK OR+Da1N. xALED MD SIGNCp ptAXND 5 DN FILE N THE CENTRAL rvFICE. RDAO A•A Bv.RIS ANDARO6 ROLLED EROSION CONTROL PRODUCT PROTECTIVE COVERING INSTALLATION CRITERIA KIERE� -ET I W I REVSON DATE :aa ao6 lo.D, wA11 vwcwn oeI-EN,AReY tgASvsoaRranoN 2016 ROAD & BRIDGE STANDARDS DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS FII. I_ SI. OPF SECTION DROP STD EC•3 MATERIAL VERTICALLY DOWNSLOPE, p ROILE TTERI la' SLOPE LIINAINTER EEPA ET SLOPE SNE1, wA1FA SEEPAGE IS PRESENT N A LOPE T REWRES NStALLATgN OF EC-3 tFE"F°LLOeWO DEIAE MAY BE USED -ENES ENGNECR. 7TG EC-3 PE J- B01r0M OF CLI �� LAP avW SLOPE LINING - DRY CUT SLOPE- DRY CUT SLOPE TOF OF FII I BERM Y AW AWf " LE 1 ENCH .1. BERM MO i ESS 001-E IYPEEC ! NOTES: L OIe°xs ui"asoF�ii°Bitto'tai55's1wTvL BIOoin�oRaF c,enTAHO 2. SIANES -1 BE W 4EIAL AS RCCC4YF2EE0 BY 1. aWAFACR BER uA SwLL LE A -N- DF U N& N LENGTH. B01TOM W FELL EL AI 3. EC-3 4ERALS SHHL BE N XCWONXE XIIH iPE 7R+ROVED a. °LINES W I➢FNOVEO W1I SEE -1'1 IPA 10 -IS LIST TOR BOtrc. OF cut E1.S,QEC-3.FYPE 3 4A1E a I 6. B.-S SHALL BE SEEDED-1 ELY - 10 NSTKLAiIpN f-0� OF Sr D.EC-3 IYPE 3 4AIERIE. W SHDACER A COPY OI tK WKNAL SEALED AM SGED WAXING IS ON FILE N THE CENTRAL OFFICE. BREAK FGNT ""`"'°" ROLLED EROSION CONTROL PRODUCT V EFEREN E SOIL STABILIZATION MAT Rov vD aRu E s1AO FDs aoe (PERMANENT SLO I INµSTAITLATION) REvSNN MrE SHEET s DF s WOWN DEPMINENI SPIN AIION D7A 16 IU.OS 2016 ROAD & BRIDGE STANDARDS EROSION AND SEDIMENT CONTROL NARRATIVE SITE I OCATION: This project is located along Ivy Road (Route 250) in Albemarle County, Virginia, between the interchange with Route 29/250 and Old Ivy Road. PROJECT DESCRIPTION: Project construction will consist of the addition of sidewalk and minor roadway improvements. Area of the Site is 1.47 acres with 1.47 acres disturbed. EXISTING, SITE CONDITIONS: The site contains an asphalt -paved Urban Principal Arterial with shoulders and roadside ditches, as well as curb and storm sewer. Site topography ranges from flat to moderate slopes. ADJACENT ,AREAS: This site is adjacent to commercial properties, with access from Route 29/250 and from connecting streets. No wetlands or streams are located within the project limits. OFF-SITF ARFAS: There will be no off -site grading on this project. Excess soil, existing pavement and existing concrete items will be disposed of at a landfill. S911 S The project corridor consists of udorthents, loamy soil and Urban Land (assumed Hydrologic Soil Group B) CRITICAL ARFAS: Critical areas for this project include the existing drop inlets located along the corridor and the ditch on the north side of Ivy Road near the intersection with Old Ivy Road, that are to be protected as shown on the E&S plans. FROSION AND SEDIMENT CONTROI MEASURE; Erosion and Sediment Control plans have been included and depict erosion control construction sequencing, temporary silt fence, temporary seeding, inlet protection, erosion control mulching and permanent seeding. PFRMANFNT STARII 17ATION: All disturbed areas will be stabilized with permanent seeding immediately following finished grading. Seeding will be done per the included table 3.32D from the VAE&S handbook. STORMWATFR RUNOFF CONSIDERATIONS: This project complies with part LIB of the VSMP regulations. It meets Channel Protection and Flood Protection criteria at both outfolls through the use of underground detention pipes. ('Al CUI ATIQNS: Pipe Capacity and Channel Adequacy calculations are included in corresponding Drainage Narrative Report. 1012812020 c:\documents\pw_work\pw\cov_megan.campbell\dmsO2084\d105806002c,dgn PROJECT MANAGER J--K L5-EY_&J4)-$Z2-J5-QL____________ SURVEYED BY H&� S�IRVEYING AND ryIAPPIyO,�LC -------- DESIGN SUPERVISED BY -68IA/1MCPZTERZ PF_lKlM1_EY-HORN)_ DESIGNED BY KIYLEY_-I:IQRN_&.AS3QC1AT-F-S—IAIC.___________ SUBSURFACE UTILITIES BY LN.ERA1YA-'_.CQfjP9RALIQl�_______ I W �I O . O O u V) E U 0 �n Qt \ - - a \\\ /. �: DRWt V. NOTES: I,) CONTRACTOR SHALL RELOCATE ALL MAILBOXES ALONG IVY ROAD PER VDOT STANDARDS. 2.) CONTRACTOR SHALL COORDINATE STABILIZE POLE NEAR STRUCTURE DRAINAGE STRUCTURE. CONTRACTOR zWEEKS NOTICE. o C: O o Q:) oLU��� Q7 Q? aQi L Q) \ \\ O \ \\ 0 Q) \ 0 �-c:: WITH DOMINION 3-3 DURING C( SHAL GIVE D0j ENERQNT 0 VST R> t TION OF 0 0 °o INIO ff �AT LEAST m 3.) CONTRACTOR AND ENTRANCE SHALL TEST PIT LINE IN ORDER 00I \\\ LL.� y, U, �,�-� o� # o THE RECTOR AND \\ VISITORS OF V)a CO z it �, o 6 � � � z� � THE UNIVERSITY OF VIRR lA34 °- 0 002 S DB 251 PG Il. 16 AC. 005 Oo \\ o v JOSEPH W. T EAGUE & PARCEL ID* 06000-00-00-03100 �\ (1 o # # MARY JANE TEAGUE \ DB 775 PG 154 \� 0.90 AC. PARCEL ID#06000 00 00 03700 INAGE ��-'n`�\ DEMOLISH AND REPLACE PAVEMENT PROPOSED PAVEMENT MILL/OVERLAY/BUILD UP DENOTES CONSTRUCTION LIMITS IN CUTS DENOTES CONSTRUCTION LIMITS IN FILLS NOTE: DOT - DOT - DASHED LINES DENOTE TEMPORARY EASEMENTS. NOTE: DOT - DASHED LINES DENOTE PERMANENT EASEMENTS. LEGEND PROPOSED CONCRETE OBSCURING OF PAVEMENT Al STD. CG-2 REO'D. Q STD. CG-I2 TYPE A REO'D. 03 STD. CG-I2 TYPE B REO'D. 0 PROP. 5' CONC. SIDEWALK 05 PROP. 6' CONC. SIDEWALK A6 UTILITY TO BE RELOCATED (BY OTHERS) SHALL USE CAUTION WHEN CONSTRUCTING CURB RAMPS BETWEEN STATIONS I20+75 AND I2I +50. CONTRACTOR AND VERIFY LOCATION AND DEPTH OF EXISTING GAS TO AVOID IMPACTS. # �z re Ili v rr lutivi "1 Lrrvrr r L—U Lr/-1rJ/LlI r l*Vlvrr 'IVY/ DB 1805 PG 670 1.42 AC. PARCEL ID# 06000-00-00-03800 Z7 EXIST. PIPE TO BE ABANDONED II STD. CG-7 REO'D. ® EXIST. PIPE TO BE REMOVED II RAD. CG-7 REO'D. 09 T 0 BE CLEANED OUT A STD. CG-3 REO'0. A SIGN TO BE RELOCATED (BY OTHERS) Il STD. UD-4 REO'D. 0 STD. RW-3 REO'D. A CITY STD. SIDEWALK WITH MONOLITHIC CURB A CITY STD. SIDEWALK 0 RAD. CG-6 REO'D. A STD. CG-6 REO'D. DOMINION V I RGI NI A POWER MR. NAT E HORST ICK 1719 HYDRAULIC ROAD CHARLOTTESVILLE, VA TEL: (571) 992-5539 EMAIL: Nothonlel.D.Horstick@domintonenergy.com COMCAST MR. PHILIP PERRY 324 WEST MAIN STREET CHARLOTTESVILLE, VA 22091 (540) 769-7043 EMAIL: Ph1I1p_Perry62Comcast.com GAS MS. MARY ZYLOW SKI CITY OF CHARLOTTESVILLE (CC) 305 4TH STREET CHARLOTTESVILLE, VA OFFICE: (434) 970-3815 EMAIL: zylowskl@charlottesvllle.org DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION DB 1805 PG 1.05 AC. PARCEL 04 06000-( UTILITY OWNERS SEGRA JARED MORRIS 524 W.BROAD STREET WAYNESBORO, VA OFFICE: (540) 949-3466 EMAIL: Jored.Morrls@segra.com ACSA (WATER & SEWER) ALEXANDER MORRISON 168 SPOTNAP ROAD CHARLOTTESVILLE, VA 22911 (434) 977-4511 X 116 EMAIL: amorrlson@servlceauthorltyorg Z �NLTEI OF Gr�� O MICHAEL R. J MITCHELL ,d Lie. No. 058634 W �s`�joNAL ���ti Michael R Mitch�yll 2020.10.27 23:09 49-Q4'00' Kimley-Horn & Associates, Inc. Richmond, Virginia HYDRAULIC ENGINEER is I�. W w Z W O O N V) CENTURY LINK MS.THERESA BRYANT 417-419 WEST MAIN STREET CHARLOTTESVILLE, VA 22091 OFFICE: (434) 971-1371 CELL: (434) 806-6826 E-MAIL: theresa.bryont@centuryllnk.com UVA TELEPHONE / FIBER / SANITARY (FM) MR. MARK ROACH (434) 243-1704 EMAIL: msr3w@vlrglnlo.edu 1012712020 c:\documents\pw_work\pw\cov_megan.compbell\dms02O84\dIO5806003.dgn PROJECT MANAGER J.1tEL5-&-0J4)3ZP---4-(11__________-- SURVEYED BY H.&L SiYRV EI NG AND MAPP&G-LL: --------- DESIGN SUPERVISED BY NOTES: DESIGNED BY 9!YLEY-f1QR1V & �1..SSQC(AT-F-,S IIVQ._ _ _ _ _ _ _ _ _ _ _ SUBSURFACE UTILITIES BY LNERAMAP_-'QRERAJQ11___---_ 000NTRACTOR SHALL RELOCATE ALL MAILBOXES ALONG IVY ROAD PER VDOT STANDARDS. 0 O U 3 3 t, ��, Otiti ���, Gti� DESIGN FEATURES RELATING TO CONSTRUCTION N � Q) �' o `sIONAL `YIONAL �� OR TO REGULATION AND CONTROL OF TRAFFIC i � o, MAY BE SUBJECT TO CHANGE AS DEEMED c o O N N o o o NECESSARY BY THE VA DEPT.OF TRANSPORTATION Q � o cv v Kimley-Horn & Associates, Inc. Kimley-Horn & Associates, Inc. oo N Richmond, Virginia Richmond, Virginia o\ CD Q N V) v HYDRAULIC ENGINEER ROADWAY ENGINEERTO CHICAGO t o p BUCKINGHAM BRANCH RAILROAD -1 t -� ------------- Rollrc -�- I �.---�\-- �--- ---- I t --- Rallroa t I t �j j� t-------- --- j�---- --------j- --- --- I �1 Stone Headwall Existing Right of Wo VDOT Project 002=4_102 n ll�l , . R 7 r ? r z� lqh Grass EXIST. RI a Low Brush VD ' - vD % o ff c k U04kr ROAD CONST A 0 6 ,PR0250-0`02-R98, PE-10/. C-50/ ConcreteC I Hardwoods (Century Llnk) 1 all T/FO C WashHeGiaV p "W Coated S L0 e _ Edg o f Pc _ _ _ d _ _ Coated Steel _ _ _ _ `Qment ve // o- --------------- /21 — — — - -----F G 17------------ —---------------�--CGsl-lreft4AC-S,4-)--- ----- ` ------ ----------------- - -I I dge of Pavement ------------ -- `--,�--� �,- - �,� j - -Fl/ �; -/-j i ---- --- / Qj/l �VY-1 �llC' S 7r09'20Eco o TO CRO I ET /'/2'�;/ d (Century Llnk) II /--T/T FrInP of Pnvemenf---------------ILT---------------------------------------------------- T/Tg - --- __ — _ — 6/"S6 IIT/'T / TT-T r / / / / _--------- -9 6-"-SFV- 9 / T O _'�on ( 6 G r 6 SF SFM Cast lr — 6 „ — Cost Iron) I---------------\d/e Q , o ACSA) ®® // 8 W 444/ on GSrFc�ss 8 „ W b I 8 W - - - ) o 0 99 0 oy Ductile Iron (ACSA) 1 Ra - ,�� j/ I 4. 5' Wlde Stone Wall Ductile Iron (ACSA) l e one Wall Cas ron °� �I`l/ %/ -� ��3°��' ���— Angle P . ,� ��� � � �4 " � ----� TIT a11 T Wide Stone 9 L �' g-- 00) • 0' 00-------- _ �J(1 /Ii�T/Tory Link) 41-; EMAIN I I E I00° 76') D/ 9 4 "" S TO REMAIN \ (S 65° 06' 00" E l00° 20') (n _ SFM k IN Cast Iron S #306 In PI. IS" Iron _ 11 436---_--- I __ ___ _�_ =__------------------------------ �1 In Pl° 24"RCP -------------------\_-0 #435 (Century Llnk) \ TIT TIFO In PI 24 RC CF, , #45/ 'eme�� s a cC) T O 1° 36 R o of P \ °� D°°c ��� #452 �l — In P N �;�Edge Q) ��.� ~ iI� o o, c Ii �v� O a3 c o o �°6,, °a II cry N = O I I °c _ c ( \\ O c I I cO N N o I I II ) QQ II Q- C) I I Z o Asphalt 1C13 Q) NC- CZ00/ II Q) a) v v iI o,c o II . Q / / a ° N THE RECTOR AND VISITORS OF f I �o N JoN c° 6, �i a o � o o a o o N ``' s� II THE UNIVERSITY OF VlRC,lN/A a, o„ co o b c v W o L' °' b I I G DB 25/ PG 005 I I a cv Q- # °o,C� _ i � �, o P ll° 16 AC. �' z \' � °� °U I I `02 6 PARCEL ID* 06000-00-00-03/00 I I v N *438 11 /? *305 506 � 6 J 5� Cp�,�\fie�Ln II� LEGEND DEMOLISH AND REPLACE PAVEMENT °o`' 4:?¢ ;'��:: a;: PROPOSED CONCRETE PROPOSED PAVEMENT OBSCURING OF PAVEMENT MILL/OVERLAY/BUILD UP 0 STD.CG-2 REO'D. ASTD. CG-I2 TYPE A REO'D. K _ _ DENOTES CONSTRUCTION LIMITS IN CUTS A STD. CG-12 TYPE B REO'D. Lr � _ DENOTES CONSTRUCTION LIMITS IN FILLS 4 PROP. 5' CONC. SIDEWALK NOTE: DOT - DOT - DASHED LINES DENOTE TEMPORARY EASEMENTS. ® PROP. 6'CONC. SIDEWALK NOTE: DOT - DASHED LINES DENOTE PERMANENT EASEMENTS. A UTILITY TO BE RELOCATED (BY OTHERS) A7 EXIST. PIPE TO BE ABANDONED IO STD. CG-7 REO'D. ® EXIST. PIPE TO BE REMOVED I RAD. CG-7 REO'D. 0 TO BE CLEANED OUT A ST D. CG-3 REO'D. A SIGN TO BE RELOCATED (BY OTHERS) ll STD. UD-4 REO'D. 0 STD. RW-3 REO'D. A CITY STD. SIDEWALK WITH MONOLITHIC CURB A CITY STD. SIDEWALK 0 RAD. CG-6 REO'D. A STD. CG-6 REO'D. Curve IVY-1 PI. 108-08.31 DELTA - 28" 02' 12.80" (LT ) D - 2° 30' 46" T - 569.27" L - 05.74' R - 2,280J1' PC = 102.39.04 PT 113-54.78 V - 35 MPH e - MATCH EXIST. S.E. 1012712020 c..\documents\pw_work\pw\cov_megan.compbell\dms02O84\dIO58060038.dgn 3r PROJECT MANAGER J.-KfLSF_i'_&J4)-8Z2-45-0-1____________ SURVEYED BY L��S� S�IRV�YING ANQ �fAPPItJQ,�LC -------- DESIGN SUPERVISED BY �RIANJt1CP�T�RS, PF_IiCLM��Y-HQf?N)_ DESIGNED BY KIYLEY_-fIQRN_ & AS5QQI AT -ES IA( ------------- SUBSURFACE UTILITIES BY LNFBAVAP- -(,'Qf3P-0BATJQL _ _ _ _ _ _ _ LQ n I• LU v / � J n THIS SHEET FOR E&S CONTROL ONLY \\ Iron ,� _ EROSION & SEDIMENT CONTROL LEGEND Denotes Rolled Erosion Control Product, Temporary, St'd. EC-2 Type 1, 2, 3 or 4 Denotes Rolled Erosion Control Product, Permanent, St'd. EC-3 Type 1, 2 or 3 Denotes Temporary Silt Fence, St'd EC-5 Type A or B Denotes Temporary Diversion Channel, St'd EC-12 Denotes Temporary Diversion Dike, St'd EC-9 Q RCD-1 Denotes Rock Check Dam, Type I; St'd EC-4 RCD-2 Denotes Rock Check Dam, Type II; St'd EC-4 IP-A Denotes Inlet Protection, Type A; St'd EC-6 ►P-B Denotes Inlet Protection, Type B; St'd EC-6 Tsi Denotes Slope Interrupter; St'd EC-15 Ps Denotes Permanent Seeding Ts Denotes Temporary Seeding LOD Limits of Disturbance 3TRUCTION TRAFFIC -MED iNSPORTATION 1012812020 c..\documents\pw_work\pw\cov_megon.compbell\dms02O84\dIO5806003D.dgn PROJECT MANAGER 1.-KELSEY_L4J4)-6Z2--4.2QL------------ SURVEYED BY ---------- DESIGN SUPERVISED BY �RIAN MCP�TER�, P�_lKIM�EY-HQRN)_ DESIGNED BY KWLEY-l1QRN_s&-4S�QQ(gT-F-S lAlQ.___________ SUBSURFACE UTILITIES BY LNFRBMAP_-(2/iEJRA7:/X_______ EROSION & SEDIMENT CONTROL LEGEND THIS SHEET FOR E&S CONTROL ONLY j N Denotes Rolled Erosion Control Product, Temporary, St'd. EC-2 Type 1, 2, 3 or 4 Denotes Rolled Erosion Control Product, Permanent, St'd. EC-3 Type 1, 2 or 3 Denotes Temporary Silt Fence, St'd EC-5 Type A or B Denotes Temporary Diversion Channel, St'd EC-12 Denotes Temporary Diversion Dike, St'd EC-9 7 Q RCD-1 Denotes Rock Check Dam, Type I; St'd EC-4 ® EC Denotes Rock Check Dam, Type II; St'd EC-4 EDenotes Inlet Protection, Type A; St'd EC-6 Denotes Inlet Protection, Type B; St'd EC-6 Tsi Denotes Slope Interrupter; St'd EC-15 Ps Denotes Permanent Seeding Ts Denotes Temporary Seeding LOD Limits of Disturbance DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION O O O t co 0 1012812020 cAdocuments\pw_work\pw\cov_megan.campbell\dmsO2084\d105806003E.dgn PROJECT MANAGER V.-KfL,EY_(4J4J-8Z2--45.0L------______ SURVEYED BY -------- DESIGN SUPERVISED BY BB AN MCPETERS- PE-(KIMLEY-HQRA- D E S I G N E D BY E/YLF-)LljQRLV_ &-A,53QC19T-i--S-lA/Q- _ - _ _ _ - - - - - - SUBSURFACE UTILITIES BY MN R-A-F--CQf3P-ORAVQI�L_______ N � OO � s � 0 L 3 C c 9 O L 0 v C C L to - 0 C L a 1N C 0 a U 0 U C C O o� Q o�� o�N oW oozes U ��,S DESIGN FEATURES RELATING TO CONSTRUCTION o °� o `rIONAL �� `�IONAL �� OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED o NECESSARY BY THE VA DEPT.OF TRANSPORTATION o o o o= O 0 W a- OZ 1 Q) \ Q)nn o c •� o Kimley-Horn & Associates, Inc. Kimley-Horn & Associates, Inc. 0 #r a N o o N o f C� o v� Richmond, Virginia Richmond, Virginia 0 0 v o o 0 o HYDRAULIC ENGINEER ROADWAY ENGINEER oW� vz v� vz � ___ __ _ BUCK) GRAM RANCH RAILRO ------ --- ---- --- - - ----------- --- -- �� �'-- - - - - - - - -------- -- t j� -- ---- -------- --- ---- ----------- __- -_-- -_- - i- --_ _Roll oa _ __ _-_ _-_-_� t - -- ---r --- --- t -- ---------�--- t ----- ----- f?al/rod --- - —-------- - I- I Old Railroad Ties r Old Rallrood Ties O� Q� Old Rallroac LLJ ,C�V EXIST. R/W O� �P Z ` O Low Brush Low Brush �— i �, Za�2 GOB --- 5 Low Brush T # � Coated Steel „— ll _ _ _ _ 11 �/�pS _ r, ____--��— _ - - - - - " - 6- - - - - - - - - - - - - - - - - - -� - - - 6 „ _Sewer Line 8 TC --� �--,--- — i--s — —��rr r—T /'-- —�. �_�— _ ._/-.—T—j--,6slron"1—liS�/-7—T—T—T—T—T—I'—T / / / / / /�� �i O///,'avc�m�'nl�.--12-.-U,�.- -"/ ��/ / �- O mint' / /, - / /, �� - / ��,- ��, -� / /-/- 9 7 r r i i / i i i /- /-/ /T/' /" /" /" / i i i ' / / /Q:• / `p, /' /"os7ii-o O / /" /" /" /� / / / / �/" /" /" //' ,'/yY ROdI�/GON�TR.f / / r / / / / /C� /" /' /" /' /, /" /" /" /, /" /w /" /" /, /, �" /, /. �, �, / �-• /' /" / 6iWSA,' / /' /"-/ / �d9e P / QVemer 0 / ' N�" RTE.250 / /,' �i /' / / / /" / /' �, �, /, / / •,, / //" In 7r �9'/22n./" , o IV �. ,C&RB1'T,YP,E /TRANSITION /"2/.50' 6" SEE DETAIL SHBETi 2A/" /" /" /" /" /" /S,SIWCUT /" /"#, /" /eht.�r LG/ikl " /" /Tfi -lK ewer'Llhe,'8 /Dli" /" % /" /" / ,{8.0.71' 3l 5 ,� W,er ,find /I /' /" /" /' // / 'ZIT /4 �/� ' / I' ,6, (,� ® -ram , . . . --- ----- - - --- - - --- ----- -- - - - / --- / / / /--- f- / #/Y�l /� / / /�, / /p., / / / / / / %/ Q, ,'I' Line 8,'vl / / SV /' a�nN 1 n,l , / IV i i — — D.' - o o o e • 0 0 0 0 0 0 0, 0 0 0— o o — v _ ,/ i 000NE. a P >p 0 A^.,p p n p •p / ♦. f� .D' D�' .-6-`�b: v °'� C f.'-v o 0 0 0 �� —a /I c \ / /' _ 'nni 11 ! , �'". —__ Pl° ,'�..� - n`nlil \ - __ ► - D' D D° D° D �. 9' p e / ^!I p� pD D, /. /V)) J •Z?'T-' a // / - 9"�` _ - i .p•o c �-pecp- epOp C1 � �,' d ,! 1p [ `t 1�11.� / / /-"''_-r_--�--_/�= .!�_/ � I �� .s* 65 __ _ C) L'�nd c \z, - -� • -� /'}' _ / /' /' /' /' /' / Lar scope uN� _A� �N n'l•'�24�� P_ u <- a uN � c /r / /' 4/� f On Roc, -/=� - - -� _ �, �'`�' ^ r= 7= = `� ----- _ �_F� Tc, �- ail I �� it i---------� �,; -&-� -- - ----- I �_-� i --�- -- --- - PF��f (sE`f�M. �lGN III -i I -_ ---_ _------ 2°��-= G _ lid, /, /, / / S, O e f avement `, \\ 11 I I !; i ❑ h ' 4 ' 11,uA 2° �� (� I I i i I, ; / RR,O — 4-3 — # I , �, a�� '�. ��_ _ O .. �9._�r_v_.._.._.._.._.. �.r..• I I I E S II I - I 'i ii fl 4 - ---• % . / " /' / 4-\-Q�\- - -56a �j'i� o I E F'ROP�PERM�VDOT-UTILIT�'��/��� E \���`4` �� A I °0 Ilc� �� s_ 0 \� - - J W �► _ -' - - I I ` - -' EX, 4-7 \ � ' t 4/ v I II o °� _ I u o Q i C(I NE0. \lam o II \ I o ®I l u l00' RIGHT TURN TAPER l00' RIGHT TURN STORAGE \ I I I �, I, Q 111° EX�hST.2WL,� I U GE - PROP. TEMP. EASE. FOR CONSTR. OF �I III ' i o °' ' I "Q PROP. TEMP. v Ash// PROP. TEMP. EASE. FOR I I PROP. SLOPES, DRAINAGE, & RET .WALL I u ii i 11 ii i ii`�°� 'K K �K EASE. FOR �\ S p o Asphalt II � , I II I I I uo 8 Gas Filler Caps ENTRANCE N CONSTR.OF PROP. I u I a u� II I ul K K K K pP SLOPES, DRAINAGE & I I CONNECT TO EX1ST.RETWNNOuWALL I u I 1, h 111 , 0 00 O N� Conc. PGd \ c RET. WALL /. _ - i I II I 11� Ii i ii II L J . LLJ and Overha 9 Fu /n p/ II c u III I O 11` 0/ Q II U N In PI° l5" RC $ = 6 PVC B+A1 n Pl. # „• — I6„ PVC CONIV SECT T 0 8 LK. (Fer Gl u d 3m�iiiPI•C, # �-_ 57 . o N S� 55A � , ,� •e U�A11430 28 0 a # DO NOT D/ T URB IN o I i \ ROP. TEMP. o o a �, II 422 0 ; I I cr ' 6� O I� EASE. FOR o 0 0 0 0 ll PLACE TIMBER WALL ( � 6 >a a Q I I; (fir q o CONSTR. OF - o Q c I Ln N I I o vo W v z o PROP. SLOPES _ o o \ ��—��'tN—CON-N: COLONNADE DRIVE rn o N Q �'' ; PROP. PERM. SIGHT o QD ci DRAINAGE - N b ST A. 300+21.50 COLON AQE DR E CONST R. c N I I o DIST. EASE. m cl- CIDo N III N N o a Q �' - �� I I \ °' N � � � a> U U till _ o ��' •� o o #4/7 N o o 006 s w v o ip o w I I C �,� Q �N`�CO�I�IC�JCC ADE OR E° z w � � o i I m o � > ST-_ 30 {F5.00 '_ OI NADE �J IVE CON , W. � �, � � � � � � � � s C C) # # o a� a� o o� o, I o �oZ °' N �v V oQ OJv o o I �, • o a o o �s �ITING OIL COMPANY INCORPORATED o I p m '� a� DB 713 PG 670 - ) z o o U Q: 0° 92 AC. (Per Calculation) II PARCEL ID# 06000-00-00-040DO AV t o o 'Q 04 Sp a ° 0 005 o Q) Q) ; WE D SHOPS - EAST, LLC ff? LIMITED LIABILITY COMPAN W DB 1805 PG 664 l• 05 AC. PARCEL I D# 06000-00-00-03900 CES & DRAINAGE FFT (� FTr'' ) TOWNSIDE EAST, LLC DB 1681 PG 133 2.35 AC. PARCEL ID# 06000-00-00-040C1 -LEGEND- 6 "�" S #300 Sewer Line 6" f VC 0 EXIST. PIPE TO BE ABANDONED 0 STD. CG-7 REQ'D. DEMOLISH AND REPLACE PAVEMENT ` ° ' a PROPOSED CONCRETE ® EXIST. PIPE TO BE REMOVED ARAD. CG-7 REO'D. • • • • • • • • PROPOSED PAVEMENT OBSCURING OF PAVEMENT' • � T 0 BE CLEANED OUT ASTD. CG-3 REQ D. ,A SIGN TO BE RELOCATED (BY OTHERS) MILL/OVERLAY/BUILD UP � STD. CG-2 REQ'D. �-- AST D. CG-12 TYPE A REQ'D. Il STD. UD-4 REO'D. L�- 0 STD.RW-3 REO'D. -_ DENOTES CONSTRUCTION LIMITS IN CUTS A STD. CG-l2 TYPE B REO'D. lr — _DENOTES CONSTRUCTION LIMITS IN FILLS APROP, 5' CONC. SIDEWALK 0 CITY STD. SIDEWALK WITH MONOLITHIC CURB NOTE: DOT - DOT - DASHED LINES DENOTE TEMPORARY EASEMENTS. 0 PROP. 6'CONC. SIDEWALK A CITY STD. SIDEWALK NOTE: DOT - DASHED LINES DENOTE PERMANENT EASEMENTS. AUTILITY TO BE RELOCATED (BY 0 RAD. CG-6 REO'D. OTHERS) A STD. CG-6 REO'D. Lj-o POT .�0�00.00 Q o °- \ Curve IVY-2 PI - 133.51.04 DELTA - 21' 32' 44.84" (RT) D - 2° 32' 23" T - 429.25' L ° 848.37' R a 2,256.02' PC - 129.21.79 PT - 137.70.16 V - 35 MPH e - MATCH EXIST. S.E. NOTES: I°) SEE SHEET 3 FOR UTILITY OWNERS. 2.) CONTRACTOR SHALL RELOCATE ALL MAILBOXES ALONG IVY ROAD PER VDOT STANDARDS. 3.) CONTRACTOR SHALL USE CAUTION WHEN CONSTRUCTING STORM SEWER BETWEEN STATIONS I25+00 AND I26+00. CONTRACTOR SHALL TEST PIT AND VERIFY LOCATION AND DEPTH OF EXISTING GAS LINES IN ORDER TO AVOID IMPACTS. THE CONTRACTOR SHALL COORDINATE WITH CHARLOT T ESV I LLE GAS TO RELOCATE GAS LINES IF CONFLICTS EXIST. 1012712020 c:\documents\pw_work\pw\cov_megan.compbell \dms02O84\dIO5806004.dgn PROJECT MANAGER J.-KfL,5EY- J-1)-6Z2--45-0_l____________ SURVEYED BY H&3_5J6V-EUkQ-Ad MAPPINQ,LLC-________ DESIGN SUPERVISED BY -681AN MCPETER5, PE_(KIMLEY-HORA- DESIGNED BY KIYLEY--liQRN &-AS30CIAT-ES 1NQ.___________ SUBSURFACE UTILITIES BY MBAYAP_ L'QafPOBADQAI _ _ _ MQ TQ v / LQ � LQ `� / QD O IO v J N w z -J Z V Q THIS SHEET FOR E&S CONTROL ONLY DESIGN FEATURES RELATING TO CONSTRUCTION z, OR TO REGULATION AND CONTROL OF TRAFFIC a� Q- N 2' � a' � MAY BE SUBJECT TO CHANGE AS DEEMED ) c NECESSARY BY THE VA DEPT.OF TRANSPORTATION p o o`Q o v Kimley-Horn & Associates, Inc. c� O Richmond, Virginia L1J II L. L/ VV!►IT• VVL-WWII L- Loft ►IVJL. O o I I o STA. 300,,65.00 CO ONNADE NE CONSTR. ZN o PO R Z z a) W o a) 0 QQ Y 6 " SANS *300 Sewer Line 6" PVC EROSION & SEDIMENT CONTROL LEGEND Denotes Rolled Erosion Control Product, Temporary, St'd. EC-2 Type 1, 2, 3 or 4 Denotes Rolled Erosion Control Product, Permanent, St'd. EC-3 Type 1, 2 or 3 Denotes Temporary Silt Fence, St'd EC-5 Type A or B Denotes Temporary Diversion Channel, St'd EC-12 Denotes Temporary Diversion Dike, St'd EC-9 Q RCD-1 Denotes Rock Check Dam, Type I; St'd EC-4 ® RCD-2 Denotes Rock Check Dam, Type II; St'd EC-4 IP-A Denotes Inlet Protection, Type A; St'd EC-6 Denotes Inlet Protection, Type B; St'd EC-6 Tsi Denotes Slope Interrupter; St'd EC-15 Ps Denotes Permanent Seeding Ts Denotes Temporary Seeding LOD Limits of Disturbance 1012812020 c:\documents\pw_work\pw\cov_megan.compbell\dms02O84\dIO5806004c.dgn PROJECT MANAGER J.-KEL,5EY_&J4)-8_?---4-01------------ SURVEYED By HAP SURVEYING AND MAPPING-LL(I -------- DESIGN SUPERVISED BY PRIALV MCPETERS PP_(KIM-LEY-LIORN)- DESIGNED BY KIAILEY-110-R1V_&-AS50QIAT-E5-IIYQ.___________ SUBSURFACE UTILITIES BY LNFBAMAP_ L'QRF0-RBTJQIY- _ _ _ _ _ _ _ Q- OQ Q) CIO 0 �o 00 N BUCKINGHAM BRANCH RAILROAD — -- --- — — ------�--- t _Ball/rr13 -- -- ---- Ties r, Old Railroad Ties 4 WHITING OIL COMPANY INCORPC DB 713 PG 670 0.92 AC. (Per Calculation) PARCEL ID# 06000-00-00-040DO PARCELID" Q Conc. QD i i.TOP Weir O (0 0 0 C15 �� � �sSIONAL E��1 ONAL w �� \ o ~o o b o , i� o Kimley-Horn & Associates, Inc. Kimley-Horn & Associates, 4 �o a � o c v p, o) Richmond, Virginia Richmond, Virginia HYDRAULIC ENGINEER ROADWAY ENGINEER .6 O� L O o vim# Q CO TO RICHMOND rh ---- ------F-- — -- — --- -- -- -- --- — — — I-- �c° Old Railroad Ties Old Railroad Ties o on Rod P� e �� (S 62° 22' 00" E 218.071)Iron I F d 6 , VEPC0 Esmt. \ \ \ ( a� 6 / Inst. 2009035' DB 310 PG 25 0,10 / /O 5 Co�C, SHOPPIN C TER, �`�C °� o c O Q 6 DB 917 P 2/ ° 9o�y .5 COTA�UM�P#37 /. 9 LOT lA & COr Wo Par/ 0 KIST.R/W �ooS- ;�/ c C'oncr% \ ° �c 5'` 61 ` co �I , G � 53 6 �\ Q 40 sQn x c� Q p �% 5• �P• / /�\ `\ ice- /" /�'10 —Gi �� // \ '� Q• ° , 3 �' / / , i" /' �� S"MCA ;`U�6 • o o b o 'b p /° j QxQQ �i Y/' S SELL QO7 P• N C 00cl-ele v, //�;,"/' /� \ >`T, '�c��R v�j P.• (p7i 10, VV Ulr Opening Top = 540.65' LEGEND DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION STRUCTURE #000 AND INCOMING 42" PIPE ARE UNVERIFIED BY SURVEY. INFORMATION IS ASSUMED BASED ON CHARLOTTESVILLE GIS. STRUCTURE #000 INVERT IS INACCESSIBLE. �ing X� o o ST. ANNE'S - BELFIELD, INC. R Nc Ma' Le 0i Z o c o v DB 368 PG 197 o ° 21.02 AC. v (PROPERTY INFOOPER I GIS) Curve OLONY-1 QJ i c o °' �' o DEL 0* 41' 9.03' 56°80" ILTJ �V o c i o ,� N o h T= 150.02' o PC 400.00.00 o O PT - 403,,00.00 V = 35 MPH e - MATCH EXIST. S.E. A EXIST. PIPE TO BE ABANDONED ASTD. CG-7 REO'0. Curve NY-2 DEMOLISH AND REPLACE PAVEMENT :: o" 4p ;:o:: v :;` PROPOSED CONCRETE A EXIST. PIPE TO BE REMOVED ARAD. CG-7 REO'D. PI. 133.51.04 DELTA - 21* 32" 44,84' (RT) • , • : • : • PROPOSED PAVEMENT OBSCURING OF PAVEMENT A TO BE CLEANED OUT ASTD.CG-3 REO'D. D s 2' 32' 23" NOTES: T $ 429.25 ASIGN TO BE RELOCATED (BY OTHERS) L - 848.37' MILL/OVERLAY/BUILD UP A STD.CG-2 REO'D. I•) SEE SHEET 3 FOR UTILITY OWNERS. R - 2,256.02' A STD. CG-I2 TYPE A REO'D. A - STD. UD-4 REO'D. PC 129-21.79 2.) CONTRACTOR SHALL RELOCATE ALL MAILBOXES ALONG IVY ROAD PT 137.70.16 DENOTES CONSTRUCTION LIMITS IN CUTS ASTD.RW-3 REO'D.�3 STD. CG-l2 TYPE B REO'D.PER V DOT STANDARDS. V � 35 MPH F 10 CITY STD. SIDEWALK WITH MONOLITHIC CURB e MATCH EXIST. S.E. _DENOTES CONSTRUCTION LIMITS IN FILLS 4 PROPS CONC.SIDEWALK 3•) SIDEWALK EAST OF OLD lVY ROAD (ROUTE 60I) AND ST• ANNE'S NOTE: DOT -DOT -DASHED LINES DENOTE TEMPORARY EASEMENTS. A PROP. 6' CONC. SIDEWALK A CITY STD. SIDEWALK EXIT SHALL BE CITY OF CHARLOTTESV/LLE CITY MIX. SEE DETAILS NOTE: DOT -DASHED LINES DENOTE PERMANENT EASEMENTS. ©UTILITY TO BE RELOCATED (BY BAD. CG-6 REO'D.ON SHEET 2B. �— OTHERS) A STD. CG-6 REO'D. 0 1012712020 cAdocuments\pw-work\pw\cov-megan.campbell\dmsO2084\d105806005.dgn ............................................................................. .............-----............---•-•---------- ---------------- .........................................-----.....................-------•------.................................---------- --- . l0/27/2020 d105806005G.dgn ............................... 11:40:29 AM Plotted By: Megonfwpbell i PROJECT MANAGER J.-KELSE L 14jJ-672-450_l____________ SURVEYED BY -------- DESIGN SUPERVISED BY BRIAry�1CP�T�RS� P�_lKlM1�Y-hQR�I)_ DESIGNED BY -.___________ SUBSURFACE UTILITIES BY 1NFBAMAP_fQR0-8AZIQN_______ C O 4- O O O 7 Cr L Q N L Q 3 L V 3 L O 4- c v U v 0 N m O L a V 4- U O to L + L O v- O a N v C C w U N h O C E L w C c v 0 c L N L d C C N ill 1. a c .0 O a C O N a m v E REVISED STATE STATE SHEET NO. ROUTE PROJECT TH pp �NLTH OF 250 0250-002-R98 � °� r��� � y °� r�C� O MICHAEL R. U MITCHELL 0 BRIAN A. v McPETERS VA' BUS. PE-101, RW-201, C-501 • 5A d Lie. No. 058634 d Lie. No. 041405 wW DESIGN FEATURES RELATINGON 0 ���1� NAL 1p � NAL OROREGULAT CONTROL OFS TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION mley-Horn & Associates, Inc. Kimley-Horn & Associates, Richmond, Virginia Richmond, Virginia HYDRAULIC ENGINEER ROADWAY ENGINEER t 1012712020 c:\documents\pw_work\pw\cov_megan.compbell\dmsO2084\d105806005a.dgn I . --•--...................................................•-------.-............---..................---------•-------•---..........-----•-•------........-----....--...------..........................................................................................-----------...... t -- --- ..............................................•--•...............................-----•----------..............---•--•--.........----------------•-.......................................•••••..............-•---•--.......................••--•...... PROJECT MANAGER J--K_ELS-F-'_L4J4I-BZ2-g5-01------------ SURVEYED BY -------- DESIGN SUPERVISED BY 38/AN_ACP-ETERS- P5_IKIM-LEY-HQRNI _ DESIGNED BY 151111LEY-fiQRcv_ �S�QQIA%�S IIyQ._ _ _ _ _ _ _ _ _ _ _ THIS SHEET Prop. Placem df EC of at� five Covering SUBSURFACE UTILITIES BY INFBA1VA-'_-'QR1P0RADQly_______ E&S ONLY St' Prop. St'd. EC - 2 AUL I rir.Ll. - Lj v � . d Lic. No. 058634 �O W� 1� DESIGN FEATURES RELATING TO CONSTRUCTION x D x Denotes Depth of o SSIO ��� OR TO REGULATION AND CONTROL OF TRAFFIC Q- N See Plans for Dit Type Protective Covering �o NAL MAY BE SUBJECT TO CHANGE AS DEEMED v Q k Qt o o o NECESSARY BY THE VA DEPT.OF TRANSPORTATION Location rn Station 132-25 to Station 13+25 x1.5' o ,� Qt o Kimley-Horn & Associates, Inc. o o Q Richmond, Virginia C HYDRAULIC ENGINEER n Al 3 CQ�)'- II w II EROSION & SEDIMENT CONTROL LEGEND Ec- Ty.1 Ej ry. 2 Denotes Rolled Erosion Control Product, Temporary, St'd. EC-2 Type 1, 2, 3 or 4 RCD-1 Denotes Rock Check Dam, Type I; St'd EC-4 Ec-2, Ty. 3 c-2, Ty. a .® RCD-z Denotes Rock Check Dam, Type II; St'd EC-4 EC-3, Ty. 1 EC-3, Ty. 2 Denotes Rolled Erosion Control Product, Permanent, St'd. EC-3 Type 1, 2 or 3 Denotes Inlet Protection, Type A; St'd EC-6 EC-3, Ty. 3 IP-B Denotes Inlet Protection, Type B; St'd EC-6 ■--Xq— TSF-A TSF-B Denotes Temporary Silt Fence, St'd EC-5 Type A or B Denotes Slope Interrupter; St'd EC-15 Toc Denotes Temporary Diversion Channel, St'd EC-12 Ps Denotes Permanent Seeding 0o Denotes Temporary Diversion Dike, St'd EC-9 rs Denotes Temporary Seeding 7 0 LOD Limits of Disturbance 1012812020 c:\documents\pw_work\pw\cov_megan.cGmpbell\dms02O84\dIO5806005b.dgn 3 t 0 0 U C O t PROJECT MANAGER J.KELSEY (434)872-450/____________ SURVEYED BY H&B SURVEYING AND MAPPING LLC ________. DESIGN SUPERVISED BY BRIAN MCPETERS, PE_ (KIMLEY-HORN)_ DESIGNED BY KIMLCY-HORN &_ASSOCIATES.INC------------ SUBSURFACE UTILITIES BY —c AMAP CORPORA—DQN _ _ _ _ _ _ _ SHEET 3 3-/ I STD. DI-48 REQ. L=16', H-7.4, INV - 56IJ5' 1) IA AGA_d 3-1 TO 3-2 50' -36" CONC. PIPE CLASS 111 REQ. (3' COVER) LEAK RESISTANT JOINT TYPE INV(IN) - 56I4', INV(OUT) = 561.00" 3-2 / MOD.DI-48 REQ. (SEE SHEET 6(2A)) L-I8', H-6.0', INV - 561.00' STD. IS-1 REQ. 3-2 TO 3-8 52' -15" CONC. PIPE CLASS III REQ. (4' COVER) SILT TIGHT JOINT TYPE INVUN) - 561.00, INV(OUT) - 559.80' 3-3 I STD. DI-2B REQ. L-16', H-4.4', INV - 560.00' 3-3 TO 3-8 9' -15" CONC. PIPE CLASS 111 REQ. (3' COVER) SILT TIGHT JOINT TYPE INVUN) - 560.00'. INV(OUT) - 559.80' 3-8 4.9 LF STD. MH-2 REQ. I STD. MH-I FRAME & COVER REQ. INV - 559.42", RIM - 565.00' CONNECT TO EXISTING 3", 6", AND ICY IRON PIPES STD. /5-1 REQ. SHEET 4 4-I l STD. DI -3B REQ. L-16', H-7.8', INV - 554.90' STD. IS-1 REQ. SEE GENERAL NOTE D-I4 SHEET 5 5-I MODIFY EXISTING DROP INLET ADJUST TO GRADE, RAISE 1.26' ADD T-DI-3B, L-8' PROPOSED RIM ELEV - 539.33' DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION 4-1 TO 4-2 174' -I8' CONC. PIPE CLASS /I/ REQ. (6' COVER) SILT TIGHT JOINT TYPE 5-2 1 STD. DI-7 REO. GRATE A TYPE l REQ. INWIN) - 554.90', WOUT) - 550.00' H-75, INV - 527.00" RIM - 534.50' CONTRACTOR MAY NOT ORDER PRECAST STRUCTURE UNTIL INVERT OF 4-2 / STD. DI-4EE REQ. STRUCTURE 5-3 /S FIELD VERIFIED UPON COORDINATION WITH ENGINEER. L-16', H-12.0, INV - 545.30' I STD. SL-1 REQ. 5-2 TO 5-3 48" -30" CONC. PIPE CLASS 111 REQ. (5' COVER) STD. IS-1 REQ. SILT TIGHT JOINT TYPE ACCESS LID SHALL BE SLIP AND TRIP RESISTANT INVUN) - 527.00, INV(OUT) - 526.00' 4-2 TO 4-3 19l' -48" CONC. PIPE CLASS Ill REQ. (3' COVER) 5-3 8J LF STD. MH-2 REQ. LEAK RESISTANT JOINT TYPE I STD. MH-1 FRAME & COVER REQ. INVUN) - 545.30', INV(OUT) - 544.70' INV - 526.00' RIM - 534.74' STD. IS-1 REQ. 4-3 / MOD. DI-4E REQ. (SEE SHEET 6(2B)) CONNECT TO EXISTING 42" CONC. PIPE L-16', H-7.0, INV - 544.60' CONTRACTOR MAY NOT ORDER PRECAST STRUCTURE UNTIL INVERT OF STD. IS-1 REQ. STRUCTURE 5-3 IS FIELD VERIFIED UPON COORDINATION WITH ENGINEER. ACCESS LID SHALL BE SLIP AND TRIP RESISTANT 4-3 TO 4-4 24" -24" CONC. PIPE CLASS III REQ. (4' COVER) SILT TIGHT JOINT TYPE INVUN) - 544.60", INV(OUT) - 544.30' 3-10 /STD. DI-3B REQ. 4-4 6.6 LF STD. MH-2 REQ. L=I4', H=3.8, INV = 564.70' l STD. MH-I FRAME & COVERREQ. SEE GENERAL NOTE D-l4 INV = 543.20' RIM " 550.46' STD. IS-1 REQ. 3-10 TO 4-I 172' -l5" CONC.PIPE CLASS Ill REQ. (2' COVER) ACCESS LID SHALL BE SLIP AND TRIP RESISTANT SILT TIGHT JOINT TYPE 4-4 TO EX. 4-7 /l' -24" CONC. PIPE CLASS III REQ. (4' COVER) WIN) - 564.70. INV(OUT) = 558.80' SILT TIGHT JOINT TYPE INVUN) - 543.20', INV(OUT) - 543.00' NOTE: ALL STRUCTURES GREATER THAN 4 FEET IN HEIGHT SHALL HAVE STD. ST-1 4-5 3.5 LF STD. MH-1 OR 2 REQ. I STD. MH-I FRAME & COVER REQ. INV - 559.00' RIM = 563.20' STD. IS-1 REQ. CONNECT TO EXISTING l5" CONC. PIPE 4-5 TO 4-6 17' -l5" CONC. PIPE CLASS 111 REQ. (2' COVER) SILT TIGHT JOINT TYPE INVUN) = 559.00, INV(OUT) - 558.50' 4-6 / STD. DI-7 REQ. GRATE A TYPE III REQ. H-3J', INV - 558.40' RIM - 561.50' STD. IS-1 REQ. 4-6 TO 4-1 13' -l5" CONC. PIPE CLASS 111 REQ. (2' COVER) SILT TIGHT JOINT TYPE INVON) - 558.40', NV(OUT) - 558.00' EX. 4-7 MODIFY EXISTING MANHOLE TO ACCEPT PROP. 24' CONC. PIPE (PER SURVEY - EXISTING STRUCTURE *418 - SEE SHEET 1E) 1012612020 c.\documents\pw_work\pw\cov_Jonathon.oflver\dmsO2084\dIO5806006(l).dgn PROJECT MANAGER J. KELSEY (434) 872-450/ SURVEYED By H&B -SURVEYING AND MAPPING, LLC-------- DESIGN SUPERVISED BY BRIAN MCPETERS, PE_(KIMLEY-HORN)_ DESIGNED BY KIMLEY-HORN &-ASSOCIATES-INC.__------___ SUBSURFACE UTILITIES BY INFRAMAP CORPORATION 3 X STAINLESS STEEL HINGES BOLTED TO DEFLECTION PLATE AND INLET WALL TO ALLOW DEFLECTION PLATE TO SWING UP FOR MAINTENANCE V L N U O LL E C v v- O v w v a L L n N L Q In O 3 L U L 3 L O + c v U C O N U O L L 7 O. U + U L + 4- 0 c U L 0 0 l5" CONC. PIPE INV(OUT) - 561.00 E 8" WIDE WEIR WALL 3 X STAINLESS STEEL HINGES BOLTED TO DEFLECTION PLATE AND INLET WALL TO ALLOW DEFLECTION PLATE TO SWING UP FOR MAINTENANCE TOP OF 8" WEIR INV - 563.40 l00 YR WSE (ELEV - 563.94) F- 18"Wx6"H RECTANGULAR OPENING THROUGH WEIR WALL INV - 562.60 ROUND OR SQUARE l2" OPENING THROUGH WEIR WALL l5" CONC. PIPE INV(OUT) - 561.00 DRAINA"Vd STRUCTURi. STRUCTURE 3-2 1 I/2" ANGLE IRON, BOLTED TO EACH SIDE OF INLET, TO SUPPORT STEEL DEFLECTION PLATE 8" MIN., l8" WIDE STAINLESS STEEL INLET FLOW DEFLECTION PLATE ' ROUND OR SQUARE 12" OPENING THROUGH WEIR WALL 8" MIN STAINLESS STEE ORIFICE PLATE BOLTED IN PLACE f r------------- - - - - - � 36" CONC. PIPE INVUN) - 561.00 l I/2" ANGLE IRON,BOLTED TO EACH SIDE OF INLET,TO SUPPORT STEEL DEFLECTION PLATE RIM - 566.96 TOP VIEW STD. T-DI-48, L-18' PRECAST TOP UNIT l 112" ANGLE IRON, BOLTED TO EACH SIDE OF INLET TO SUPPORT STEEL DEFLECTION PLATE %" MIN, 18" WIDE STAINLESS STEEL INLET FLOW DEFLECTION PLATE V NOTES: I. ORIFICE PLATE SHALL BE ABLE TO FIT THROUGH MH-1 COVER. SECTION A -A BOTTOM OF DEFLECTION 3� PLATE INV 564.10 NOTES: 7" DIAMETER ORIFICE INV - 561.00 ----------------- z- N %" MIN. STAINLESS STEEL ORIFICE PLATE BOLTED IN PLACE l0 YR WSE (ELEV - 563.43) I YR WSE (ELEV - 562.74) STRUCTURE INV - 561.00 36" CONC. PIPE INVUN) - 561.00 E I. ALL STRUCTURES TO FOLLOW VDOT STANDARD DETAILS UNLESS OTHERWISE DIMENSIONED ON PLANS. 2. STRUCTURES SHALL HAVE STD. ST-l. J. ALL WEIR WALLS TO BE 8" CMU WITH GROUT FILLED CORES. 4. REFER TO DRAINAGE DESCRIPTIONS ON SHEET 6(l) FOR ALL RIM AND INVERT ELEVATIONS. 5.INLET SHAPING AS NEEDED. 6. ALL MANHOLE COVERS OR ACCESS LIDS SHALL BE LOCATED OVER TOP OF ORIFICE PLATE. 7. SEE VDOT STD. SWM-DR FOR DETAILS ON STEEL PLATE, BOLTS, AND ORIFICES NOT SHOWN. 8. SHOP DRAWINGS FOR ALL DETENTION STRUCTURES SHOWN SHALL BE SUBMITTED TO ENGINEER PRIOR TO FABRICATION AND INSTALLATION FOR REVIEW AND APPROVAL. DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION 1012612020 cAdocuments\pw-work\pw\cov_ f onattvn.ollver\dms02O84\dIO5806006(2A).dgn PROJECT MANAGER J. KELSEY_(434)872-450/____________ S U R V E Y E D B Y H&B SURVEYING AND MAPPING LLC --------- DESIGN SUPERVISED BY BRIAN MCPETERS, PE_(KIMLEY-HORN)_ DESIGNED BY KIMLEY-HORN_ &_ASSOCIATES.INC------------ SUBSURFACE UTILITIES BY LNFRAMAP CORPORATION _ _ _ _ _ _ _ 9 STRUCTURE 4-,,3 0 N L NOTES: I. ALL STRUCTURES TO FOLLOW VDOT STANDARD DETAILS UNLESS OTHERWISE DIMENSIONED ON PLANS. 2. STRUCTURES SHALL HAVE STD. ST-l. 3. ALL WEIR WALLS TO BE 8" CMU WITH GROUT FILLED CORES. 4. REFER TO DRAINAGE DESCRIPTIONS ON SHEET 6(I) FOR ALL RIM AND INVERT ELEVATIONS. 5.INLET SHAPING AS NEEDED. 6. ALL MANHOLE COVERS OR ACCESS LIDS SHALL BE LOCATED OVER TOP OF ORIFICE PLATE. 7. SEE VDOT STD. SWM-DR FOR DETAILS ON STEEL PLATE, BOLTS, AND ORIFICES NOT SHOWN. 8. SHOP DRAWINGS FOR ALL DETENTION STRUCTURES SHOWN SHALL BE SUBMITTED TO ENGINEER PRIOR TO FABRICATION AND INSTALLATION FOR REVIEW AND APPROVAL. TOP VIEW r W, 1112" ANGLE IRON, BOLTED TO EACH SIDE OF INLET, TO SUPPORT STEEL DEFLECTION PLATE - --—————————————————————————————————————— — — — —- , 48" CONC. PIPE INVON) e 544.70 " MIN.,18" WIDE STAINLESS STEEL INLET FLOW DEFLECTION PLATE %" MIN. STAINLESS STEEL ORIFICE PLATE BOLTED IN PLACE —� DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE VA DEPT.OF TRANSPORTATION ROUND OR SQUARE l8" OPENING THROUGH WEIR WALL 3 X STAINLESS STEEL HINGES BOLTED TO DEFLECTION PLATE AND INLET WALL TO ALLOW DEFLECTION PLATE TO SWING UP FOR MAINTENANCE 24" CONC. PIPE INV(OUT ) = 544.60 NOTES. 8" WIDE WEIR WALL I. ORIFICE PLATE SHALL BE ABLE TO FIT THROUGH MH-1 COVER. SECTION A -A RIM = 551,60 STRUCTURE 1NV = 544.60 V I 1/2" ANGLE IRON, BOLTED TO EACH SIDE OF INLET, TO SUPPORT STEEL DEFLECTION PLATE STD. T-DI-4E,La/6' PRECAST TOP UNIT 3 X STAINLESS STEEL HINGES BOLTED TO DEFLECTION PLATE AND INLET WALL TO ALLOW DEFLECTION PLATE TO SWING UP FOR MAINTENANCE l00 YR WSE (ELEV - 548.07) l0 YR WSE (ELEV = 547.55) ROUND OR SQUARE 18" OPENING THROUGH WEIR WALL 15" DIAMETER ORIFICE INV - 544.60 1012612020 cAdocuments\pw_work\pw\cov_Jonathan.ollver\dms02O84\dIO5806006(2B).dgn -- - - -- - -------- ------ - --•-- - - ----------- ------------- - ---- -- - - - - - - - - - - - - - - .... .... ................ - ... ........ .... ........... - ......--------•--------•-•-•---.......................---..--•---•--•--•---......--.........--......................................• \ 1012612020 d105806006(3).dgn 9.03:37 PM Plotted By: Jonathan.011ver PROJECT MANAGER J.KELSEY (434)872-4501____________ SURVEYED BY H&B_SURVEYING AND MAPPING, LLC ________- DESIGN SUPERVISED BY BR1AN MCPETERS PE_(KIMLEY-HORN)_ DESIGNED BY KIMLCY-HORN &_ASSOCIATES,INC.___________ SUBSURFACE UTILITIES BY INFRAMAP CORPORATION 575 570 565 67:YIl 555 550 545 540 STORY 3-1 TO 3-3 a� 2 ......�� ......................... ................ .................................... IS <0 Ln O O oo I O Q0 O QoQ Ln -------------- �oLn -------.-..-.--. II o...... I Ln 1; HGL �............. ................o do........-. ......... ..... ._ _-..- o 49.99 L.F. `° QO o `n 5.09 L.F. L 36" Concrete Pipe Req'd: l5" Concrete P/pe Re ") Ln Ln o.o i q ................. ..............---------------2.30 ........................... g.33 L.F.L.F; w 0 1511 Coperete Pipe 2.14 JQO u ......... W-�`} LU N-.-- �-`(, OOvp,NNLnQ z3vp �� 11 � pQ) Uj W ZZ �V)ZQ; ,� V) Q-V) f�jOVZ�O,1 V)I�C�OfLQ �V 0,00 A'.�I� (�71�111L11�. 0 Q0 Ln Ln I N N Q N CC EXIST. 3" IRON STORM (IN) INV. = 562.71 EXIST.6" IRON STORM (IN) INV. = 559.54 EXIST.IO" IRON STORM (OUT. INV. = 559.42 Req'd. 1+00 1.23 DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE DEPARTMENT Notes.. I) Storm sewer pipes shown on the profile are represented by their Inner diameter dimension, and do not Include wall thicknesses. 2) Only existing Utilities, at the time of the survey, are shown on the Storm Sewer Pipe Profiles. These profiles do not reflect either planned re -location of Utilities or proposed Utilities. The Contractor Is also directed to any Utility Plans that may exist as part of this plan assembly. 3) Not all Utilities are shown on the Storm Sewer Profiles, only those Utilities listed on the Utility Test Hole Data Sheet with the addition of Sanitary Sewer line crossings. 4) All Utility locations are approximate, and are based on information from the project's Test Hole Data Sheet. Utility Information shown is specific to Its corresponding Utility Test Hole location. 5) Utility Test Hole Information Is located on Sheet IJ. 6) Utility clearance dimensions shown assume the use of concrete pipe and corresponding pipe thicknesses (worst case scenarlo). PROPOSED GRADE - — — — — — EXISTING GROUND �n W HORIZ : l"r 25' -------------------------------------------------------------------------------------------------------•--•-------....._......---..............................................--•-----------------.._......................----------------............------------.........- -- ---------- .................... ................ ....................... ......... .....--------------------------- --------- ----------- -------------- .................... ................................................... ...................... ...... .------------------------------------ 1012612020 d105806006(4).dgn 9.03:43 PM Plotted By: Jonothan.oliver PROJECT MANAGER J. KELSEY (434) 872-450I ---------------------------- SURVEYED BY y&B-SURVEYING AND MAPPING, LLC--------- DESIGN SUPERVISED BY BRIAN MCPETERS, PE-(KIMLEY-HORN)_ DESIGNED BY KIMLEEY-HORN &-ASSOCIATES.INC--------_--- SUBSURFACE UTILITIES BY INFRAMAP CORPORATION 575 0 570 565 560 555 550 545 540 535 STORM J-/O TO EX. 4-7 ................................................................................. z. -------------- ............_.. _.__.._.._ .......... ........................................ Ln o m o� O o c — o Ln Ln ------........................... ......... .............. ................... ..........---- ---------------- ...............---•--•.......... ........_...........__.............................. ` ....... .................--•-- Ln C /72 Ln 49 — _ o -_ J. ..........•--- �- Co�cre fe P 4.6 T0..4. /.: _ N Ln �. 3.42 ioe Rsq�d 558.00 `_ rr 4 y Z1.25 HGL fi. �- _ ... -- ............... .............................. ........—.Tr —......... . ................�..v �... ......._NN.. WV v W - ---o --- rrV�n�^rr�Ln� _ _ _ I u Q cr Z: W -T�1 - _ 17,375 L,F, . C . x N� M- .. ............. .... ~ ..._......................................--------_. ._..--- --- �B�COn .............................. .... _----- .------------ oav m v J; o m ete, tp Req,d W �W��� �No�:�UW I' 1 r - --- II Q J r�- ' I o ` jW N �1 __I �n—__------ — _-----i _ - ; ..... �:4.V ...... cQ.� .............. .... .. k �. �.: 4. o r� 19/.30. L.F. p p U) r� \ Q E- o Q W ; 48" Concrete: Pipe Req'd. �, m Ln �' APPROX. DEPTH OF Ln d- 0 0 `n ROCK LAYER 0.31 % '� Ln ------------------------------------------------------------------------------------------------------------------------------------------ " ........ ... -� c� �,- -�-�- .�- ..... -------------------------------------------------------------- ............. .................................................-----------.....R3,53•-L.F.-- -n---n v U`u U o p 24" Concrete Ptpe Req'd. ztrM WQ /.27 Zat000 ��wo 11.46 L.F. ............. ---- .._.. _...._.......... ........-- . ..._.. .........._..... .... . -- ---- q o�.v---------# o,------• ... ............... �4..Eoncrete PiCC pe ow /.75 530 0{00 l{00 2+00 Notes.. l) Storm sewer pipes shown on the profile are represented by their inner diameter dimension, and do not Include wall thicknesses. 2) Only existing Utilities, at the time of the survey, are shown on the Storm Sewer Pipe Profiles. These profiles do not reflect either planned re -location of Utilities or proposed Utilities. The Contractor is also directed to any Utility Plans that may exist as part of this plan assembly. 3) Not all Utilities are shown on the Storm Sewer Profiles, only those Utilities listed on the Utility Test Hole Data Sheet with the addition of Sanitary Sewer line crossings. 4) All Utility locations are approximate, and are based on information from the projects Test Hole Data Sheet. Utility Information shown is specific to Its corresponding Utility Test Hole location. 5) Utility Test Hole Information Is located on Sheet IJ. 6) Utility clearance dimensions shown assume the use of concrete pipe and corresponding pipe thicknesses (worst case scenario). PROPOSED GRADE — — EXISTING GROUND 3.00 4,00 Ln HORIZ : l" r 25' 5+00 a Ln o c6 Q N Ln LQ �I Ln 0:- 0 c� Q � Ln N L �mW V Req'd. E DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE DEPARTMENT STORY 4-5 TO EX. 4 5751-----------------------I Ln N LniZ�occo o CO Q o fJp Ln �L�n 565 ....... o •; � N I- o o Q O L L 3-/0 TO 4-1 560-- . 558.8.0 0 1.25 0 4-1 T 0 4-2 555 Lr)0 § .`.`.'.._.._. �...Ln....� 554.9.0 /.50 6,86 L.F. /5„ Con r% I e Reg °° Z97 % 550 .................13 L.F. Co�cre fe : Q 3.0,3 �Ae f�eq d L v V o 545 ....Q. (,o _,i..... ...... cj_0v �L9L� # t ) —/a-�u 540 v o ct W Q� v 535 0 No vw CO L' Zt W V�vm 530 0'.00 0,37 .......-- .---------- -- 10/26/2020 d105806006(5).dgn 9:03:49 PM Plotted By: Jonathon.011ver STORM 5-2 TO 5-3 550 RTM 540 535 530 525 520 5/5 0 Cn < � -j � r< Ln --- r ---•---•--...... r p N� O �_ N o .............. ...............00-. �o,- Ln (,6: 47.67 L.F. 30' Concrete Req'd; P/pe24 n r- 0+00 0,5/ Notes: 5-3 to 5-3 (OUT) 526.00 3.50 lJ Storm sewer pipes shown on the profile are represented by their Inner diameter dimension, and do not Include wall thicknesses. 2) Only existing Utilities, at the time of the survey, are shown on the Storm Sewer Pipe Profiles. These profiles do not reflect either planned re-locatlon of Utilities or proposed Utilities. The Contractor is also directed to any Utility Plans that may exist as part of this plan assembly. 3) Not all Utilities are shown on the Storm Sewer Profiles, only those Utilities listed on the Utility Test Hole Data Sheet with the addition of Sanitary Sewer line crossings. 4) All Utility locations are approximate, and are based on Information from the project-s Test Hole Data Sheet. Utility Information shown Is specific to Its corresponding Utility Test Hole location. 5) Utility Test Hole Information Is located on Sheet 1J. 6) Utility clearance dimensions shown assume the use of concrete pipe and corresponding pipe thicknesses (worst case scenario). �n �L HORI Z : l" i= 25' PROPOSED GRADE EXISTING GROUND DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED NECESSARY BY THE DEPARTMENT