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HomeMy WebLinkAboutWPO202100045 Plan - VSMP 2021-08-11CRUTCHF1 LD CORPORATION l . Owner/Developer: Crutchfield Corporation 1 Crutchfield Park Charlottesville, Virginia 22901 434.817.1000 2. Engineer: Woolley Engineering 210 5th Street NE Charlottesville Virginia 22902 434.973.0045 3. Parcel Information: TMP 32-9C, n/f Crutchfield Corporation (13.154 acres) Magisterial District: Rio Current Use: Industrial Warehouse Deed Book 814, Page 350; DB 863, Page 004 (Plat) 4. Existing Zoning: LI (Light Industrial) Rezoned to LI in accordance with ZMA198500034 (approved 2/19/1986) Property also subject to conditions of SP198500097 (approved 2/19/1986) 5. Minimum Yard Requirements: A. Adjacent to public streets: No portion of any structure, excluding signs, shall be erected closer than fifty (50) feet to any public street right-of-way. No off-street parking or loading space shall be located closer than ten (10) feet to any public street right-of-way. B. Adjacent to residential districts: No portion of any structure, excluding signs, shall be located closer than fifty (50) feet to any rural areas or residential district and no off-street parking space shall be closer than thirty (30) feet to any rural areas or residential district. 6. Planned Land Use: Two additions to the existing warehouse (60,969 sq. ft. = 10.6% of site) 7. Maximum Building Height: 65 feet 8. Adjacent Properties: TMP 32-17B, n/f Crutchfield Corporation Deed Book 1028, p 107; DB 91, p 340 Plat; Ll Current Use: Administrative Offices TMP 32-17B (2), n/f Robin Wilson Jones Deed Book 5411, p 487; Ll Current Use: Unoccupied TMP 32-17B (3), n/f Robin Wilson Jones Deed Book 5411, p 487; Ll Current Use: Unoccupied TMP 32-17B (4), n/f Robin Wilson Jones Deed Book 5411, p 487; Ll Current Use: Unoccupied TMP 32-9E, n/f Crutchfield Corporation Deed Book 913, p 338, p 340 Plat; Ll Current Use: Administrative Offices TMP 32-9D (1), n/f Lucille T. Miller Deed Book 2936, p 652; RA Current Use: Residential TMP 32-6A, n/f University of Virginia Foundation Deed Book 4957, p 692; PDIP Current Use: Office Park TMP 32-19C1, n/f WRB, LLC Airport Industrial Park Common Area Deed Book 2944, p 158; DB 1664, p 328-329 Plat; PDIP TMP 32-19B, Commonwealth of Virginia Department of Transportation Deed Book 1904, p 639; DB 1726, p 550 Plat; Ll TMP 32-10, Charlottesville Airport Authority Deed Book 1568, p 553 Current Use: Ground Lease to Rental Car Companies VSM P/WPO AMENDMENT # 1 RIO MAGISTERIAL DISTRICT State Route 606 - Dickerson Road Variable Width Right of Way 9. Datum and Benchmark Reference A. Kirk Hughes & Associates, 220 East High Street, Charlottesville, Virginia, 22902; Boundary, physical and topographic dated April 14, 2021. B. All elevations based on assumed elevation Benchmark: Northwest Corner of Loading Dock, Elev=582.00' 10. General Construction Notes: A. The abbreviation V.D.O.T. made hereafter refers to the Virginia Department of Transportation. The term County refers to the County of Albemarle, Virginia. B. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. C. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. D. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. E. All slopes and disturbed areas are to be fertilized, seeded and mulched. F. The maximum allowable slope is 2:1 (ho(zontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. G. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. H. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. I. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe -Class III. J. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). 11. General Water and Sewer Conditions (1) Work shall be subject to inspection by Albemarle County Service Authority (ACSA) inspectors. The Contractor will be responsible for notifying the proper Service Authority officials at the start of the work. (2) The location of existing utilities across the line of the proposed work are not necessarily shown on the plans, and where shown, are only approximately correct. The Contractor shall, on his own initiative, locate all underground lines and structures as necessary. (3) All materials and construction shall comply with the current edition of the General Water & Sewer Construction Specifications, as adopted by the Albemarle County Service Authority. (4) Datum for all elevations shown in National Geodetic Survey. (5) The Contractor shall be responsible for notifying Miss Utility (dial 811 or 1-800-552-7001). (6) All water and sewer pipes shall have a minimum of three and a half (3.5) feet of cover measured from the top of pipe over the centerline of pipe. This includes all fire hydrant lines, service laterals, and water lines, etc. (7) All water and sewer appurtenances are to be located outside of roadside ditches. (8) Valves on dead-end lines shall be rodded to provide adequate restraint for the valve during a future extension of the line. 12. Stormwater Management A. i.) A net impervious surface area for stormwater from phase 1 improvements will be treated by biofilter #1 which will convey into the expanded existing extended detention basin. ii.) Stormwater from the proposed parking area will be treated by biofilter #2A and biofilter #2B which will ultimately convey into the extended detention basin which will be expanded during phase 1. iii.) Stormwater from phase 2 improvements will be counted in the net impervious surface treated by phase 1 stormwater management improvements. No additional stormwater management improvements are proposed with this phase. B. A small portion of the site in the south east corner does not drain to the extended detention basin and will be treated by the existing "Filterra" precast biofilters located in the parking lot. C. The site does not lie within a reservoir watershed. The stormwater from the site flows northeastward to the North Fork of the Rivanna River. 13. Maximum square footage for commercial and industrial uses: Pre -Construction Commercial/Office 19,323 sq. ff. Industrial/Warehouse 84,872 sq. ff. 14. Maximum number of employees: 230 15. Maximum proposed height of all structures: 31'-6" 16. Parking A. Existing Parking 1.) 180 regular spaces ii.) 6 HC accessible spaces B. Proposed Parking (Phase III improvements) i.) 59 additional regular spaces ii.) 1 additional HC accessible space C. Total Proposed Parking i.) 238 regular spaces ii.) 7 HC accessible spaces Post -Construction 19,323 sq. ft. 145,841 sq. ft. 17. Construction Phasing See plan sheet C3.1 for proposed improvements for each proposed phase of development SIGNATURE PANEL Albemarle Co. Dept. of Community Development - Planning Division Date Albemarle Co. Dept. of Community Development - Engineering Division Date Albemarle Co. Dept. of Community Development - Zoning Division Date Albemarle County Division of Fire and Rescue Date Albemarle County Building Inspections Date Albemarle County Service Authority Date VICINITY MAP ® a n O \ \QUO y,\V G SITE ti QO� V 0� tV O$ /����• o O o CIII❑ a2 �/ a /�O O I p O O \\o O 40 o � L000 0 4. °.DOD. pO "op��Q6300 �c,Q�® C o ,p O o � 6'. O SCALE: 1 " = 1000' SHEET INDEX C1.0 Cover C2.0 Existing Conditions Exhibit C3.0 Critical Slope Exhibit & Demolition Plan C3.1 Construction Phasing Exhibit C4.0 Site Layout Plan C4.1 Site Grading Plan - Phase I C4.2 Site Grading Plan - Phase 11 C5.0 Site Utilities Plan C5.1 Storm Drainage Profiles C5.2 Sanitary Sewer Plan & Profile C5.3 Waterline Plan & Profile C6.0 Stormwater Management Plan C6.1 Stormwater Management Details C7.0 General Details SL1.0 Photometric Lighting Plan L1.0 Landscape Plan ES1.0 Erosion & Sediment Control Narrative ES2.0 Erosion & Sediment Control Plan - Phase I ES2.1 Erosion & Sediment Control Plan - Phase 11 ES2.2 Erosion & Sediment Control Plan - Phase III ES3.0 Erosion & Sediment Control Details ® Filled Box Indicates Drawing Included in Set L�� 0u WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22901 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z O F_ Q Q Z ry Lu O w Ua) LLJ C)CIO J O LLLL W U D O � U 1� U COVER SHEET Job Number: 20040 v OP ecP r� U ERIC W. WOOLLEY Y LIC. NO. 37088 O 8-0-2021 k+ ss! O NAL S1��� Date: August 9, 2021 Revision: Scale: As Noted Sheet No.: C1.0 1 of 21 copyright 0 2021 by Woolley Engineering LEGEND O = MANHOLE BW = BAY WINDOW -& = UTILITY POLE CO = CLEAN -OUT 0 = YARD OR POST LIGHT CONC. = CONCRETE ® = STORM DRAINAGE GRATE DB = DEED BOOK O = PATIO DRAIN EQUIP. = EQUIPMENT a = GAS METER FFE = FINISHED FLOOR ELEVATION b = SPIGOT HDPE = HIGH DENSITY POLYETHYLENE PIPE ®y = DOWNSPOUT WATER METER WAC = HEATING, AIR CONDITIONING EB JB = JUNCTION BOX oa = WATER VALVE PVC = POLYVINYL CHLORIDE PIPE x x = FENCE RCP = REINFORCED CONCRETE PIPE Is I RA�l1NG TW =TOP OF WALL . _ - SIIGGN�POST UGE = UNDERGROUND ELECTRIC LINE m = POST or BOLLARD UGT = UNDERGROUND TELEPHONE UNE x = SPOT ELEVATION VCP = VITRIFIED CLAY PIPE 0 = TREE OR BUSH WL = WAT% LINE WM = WATE�METER WV = WATER VALVE ? = UNKNOWN OR UNVERIFIED LOCATION CENIE DB 1( I 3 w s N J 2V A.C.S.A. WATERUNE _ J EASEMENT DB 2749-652 \ DB 1908-478 IRON END. - roOtit ti / oa 's. - '4 CJj p20'Y O / 20' A. OF 274E-6NE EASEMENT DB 2749R65E J IRON END. FF - 00/ - ER M•` DB 1 08-4 8- / F CENTEL ESM7. DB 1094-605 / ) o � Ir EASEMENT DB 05-711 S J('3T34' W 30.18Do rk D. IRON MD. SE IN /TMP 32-17B TMP 32-1782 \%\/ TMP 32-17B4 CORPORATION CDB N/F THOMAS MORGAN & SHERRARD HILL HOWEN N/TMP 32-1783 F THOMAS MORGAN & SHERRARD HILL HOWEN N/F THOMAS MORGAN SHERRAD HILL HOWEN 10 DB 1028-107 DB 5070-36 DB 1070-31 / DB 91-340 PLAT DB 413-136 PUT DB 1033-373 DB 413-136 PLAT NM 1.) THE MERIDIAN IS BASED UPON PUT REOORED IN DB 663-4 PUT. ELEVATION IS BASED ON BENCH FOUND SHOWN ON TOPOGRAPHIC SURVEY DATED 1999 PREPARED BY VALUAM S. ROUDABUSH, INC. 2.) THE LOCATIONS OF EXISTING UNDERGROUND UTIUFES ARE SHOWN IN AN APPROXIMATE WAY ONLY. NO UNDERGROUND INVESTIGATION OF UDLNIES WAS PERFORMED. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. 3.) THIS SURVEY ILES WITHIN FLOOD ZONE 'I AREAS OUTSIDE OF THE 100 YEAR ROOD PLAIN, AS DETERMINED BY FEMA 4.) TITLE SOURCE 5.) SURVEY PREPARED FOR: CRUTCHFIELD CORP. 0 f it \ IU)N LV W7100FDARUSITY - T/71.2 0574.6 X \\ y \ NxDlr �Twa7=s7>;7' Ix= z J {IMRE P9P. \ f \\J M OUIEi + .4 AWE 261 TMP 32-19E CRUTCHFlELD CORPORATION DB 913-330, 340 PUT I' W.O. 12' HOPE I. W O.8•Wv 5i7 _ 12 --FFE=594.62' TITLE SOURCE TMP 32-9C CRUTCHFlELD CORPORATION DB 814-350 DB 863-1, 4 PLAT DB 1944-541, 545 PLAT OWNk TMP 32-9C �t CRUTCHFlELD CORPORATION N Q #1 CRUTCHFlELD PARK CHARLOTTESVILLE, VA 22901 0 I qpP SSMH TMP 32-1 SSMI RMM562I' CHARLOTTESVIUE-ALBEMARUE AIRPORT AUTHORITY RM=584.5' IN=553.9" (6' Prc 0Ui=553.Y (8' De 352a-s22 our-sn.71 Ie• P3C) 0 EUEC. TELE. � / 0 H EIEC. TELL. 558 ` 85 N 2T40'39- E 875.40' � IRON END. DI--7�5,9 \ _ WrP 5651 24HPD �_570 �\ \ 'IyLy' SSMI ( ) NourYC ]'8(j>I P ��� +571.1 \ \\ WOODS DI-3B, \ 73A' \�\� "KP 111=5fi0.YY 'SiS-- T \ z,. \ I\ v NM I 1 NM=568.)' \ -564.0' APHLLT 1 4•P \BOUT. P x E' 24•py\_` I 821Y HPoE 65.12' KP SOMI 6- PVC fa•.1=5P.3' `\` IN= 6.1' 24' RCP \ \\ \ I 11 M-575.0' 1 \\� i 55 .1524 M-574S =566T 6 IX-SA.B'5 =5fi6.0' 6 MOP4? M011r-5746 5fi5.9' 6 \ \ \ \_ . ASNVLT CONCRETE ' I I +565.8 CONMEIE +565.7 \ \ eg�\\ _ E iM AVERT Siy \ \ \ I TMP 32-19B / I N/F COMMONWEALTH OF 'VIRGINIA I �. CDxc _BM}1 II DEPARTMEB 9044-639PORARON DB 1726-550 PLAT 566.E 09912* RCP . WDaos \ \SSW IN 51514Ir' •\ \ \ S \ \ 0 551.6 \ v II TMP 32-9C I 1 CRUTCHFlELD CORPORATION \ /1540 QUIET ACRES LANE RAP 12 "W'S _\ I SWAP BASIN $MAP RISER )4' NA CON..) C\ \ TOP-546.0] IINN--RWO 8' AL2 �F POND 1 OUT= 539.9 18' HPM CON.. WALK I � W 20' AC.SA WAT-ERLINE EASEMENT DB 15BB-183 TMP 32-9D1 N/F LUCILLE T. MILLER OB 2936-652 DB 913-338, 340 PLAT BENCH MARKS BM#1 NAIL & CAP SET ELEV. 557.33' BM#2 NAIL SET TOP CURB ELEV. 578.01' 50 0 50 100 150 Scale: 1' = W CURVE TABLE ND. ANGUE 1 RADIUS ARC CHORD BEARING LENGTH C1 16'08'38' 1561.22 11158.13 S 24.45'01' E 157.61 C2 02'43'55' 1523.40 124.96 S 15.18'46' E 24.95 FFOC SI. ' NCE I Son, RIP RAP WIDTH ]4 IRON END. SET IN MON. OO 20 II 528�I� R1Ai - ` \ SWM/BMP�(ACILTIY EASEMENT \ \ \ \\ DB 5T 38-k681 74 PLAT \ \ NaODS 1 W 372.56 ER IRON END. TMP 32-6R UNNERSTTY OF VIRGINIA FOUNDATION DB 2712-325 DB 2635-454 DB 4957-692 PLAT G.V. "KIRK' HUGHES MC. NO. 1458 4-14-21 _ / SURVEYOR'S CERTIFICATION THIS TOPOGRAPHIC SURVEY WAS COMPLETED UNDER THE DIRECT AND RESPONSIBLE CHARGE OF, KIRK HUGHES, L.S. FROM AN ACTUAL GROUND SURVEY MADE UNDER MY SUPERVISION; THAT THE ORIGINAL DATA WAS OBTAINED ON 2-12-2021 THRU 4-11-2021; AND THAT THIS PLAT, MAP OR DIGITAL GEOSPATIAL DATA INCLUDING MERDATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. TMP 32-19C1 WRB, LLC DB 2944-158 DB 1664-328-329 PUT TOPOGRAPHIC SURVEY CRUTCHFlELD CORPORATION 1540 QUIET ACRES LANE RIO MAGISTRIAL DISTRICT - ALBEMARLE CO., VIRGINIA APRIL 14, 2021 PREPARED FOR: CRUTCHFlELD CORPORATION KIRK HUGHES & ASSOCIATES LAND SURVEYORS & PLANNERS 220 EAST HIGH STREET CHARLOTTESVILLE, VA 22902 (434) 296-6942 I Z WooLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z O F_ Q 7 NQ O LU � Owe Q J � U a) w ® J O V_/ \ LL W� Ql U i 7� Z U o � U 0 U EXISTING CONDITIONS EXHIBIT Job Number: 20040 Date: August 9, 2021 Revision: Scale: 1"=50' Sheet No.: C200 2of21 copyright © 2021 by Woolley Engineering IN=553.9 O OUT=553.7' (B" PVC) h� III / HATCHED AREA DENOTES STEEP SLOPES OVERLAY MANAGED SLOPES SSMH - RIM-584 5' I 1 1 s / I I 1 u, OUT 7567937 6(8P PVC) I ( I I I 32-1 'N I I I / IRON FND. 0 WOOLLEY ENGINEERING --/ B1A\ CHARLOTTESVILLE-ALBEMARLE AIRPORT p H ELEC.TELE. C I��1I \ \ I I Consulting Civil Engineers AUTHORITY - // I I I DB 3524-622\\\\ I \\T\\\\I\ I I I \ I\ \ \ II 1III 210 5th Street NE Charlottesville= Virginia 22902 434 973.0045 PROPERTY LINE \ www.WooBe -En . com _- 5 ��_-_---- ----- --- ----- - ---E 875.40' 1II _ CLEAR TREES AND OTHER LANDSCAPE 1`L�4039' Owner: ------ � - REMOVE EXIS \I � Crutchfield Corp. j _ ALTER EDGE OF PA I 1 Crutchfield Park nia/�-____ Charlottesville, Virgi ---_-- DURING PHASE 1 GRA T APPROX. PROPOSED TREELINE Ca 22911 P: (434) 817-1000 ho \ --� REMOVE EXISTING CURBING. MILL AND REPAVE �� / �� ha0 \ \�\��_��= / - ---- _-----_ ----- �`✓ yF�� _--- ASPHALT WITHIN 15OF EXISTING EDGE OF PAVEMENT VSMP/WPO RIM558.9 ' ' �8PVC)IN=552.9 L�IHILY WOODED/BRLIS= OUT=552.7 (g' PVC) I PLAN18 REMOVE / I ____--__--- II EXISTING TR-EE-\1 AMENDMENT ---------- 73.6 -7II 1-----/\ I II I! ----f/ I WOODS fRyA�F20' � \ ABANDN E XISTING STORMWATER _I-------/ MANHOLE Ogg OR - - - ACCESS EASEMENT (SEE SHEET C5.OI FOR II I 5 N56PT --9----NEW PROPOSED EASEMENT LOCATION) I OD66.5 24gHDP/E 58�4" HPDE GRATE-567.' 1 \ 4"HDE �2\ \ IOUT=55\ II I iuuii OZ - HDPE - I II III ` I Q RCREMOVE AND RE-ROUTE SANITARY SEWER --- (SEE SHEET CS 2 FOR PROPOSE SEWER) 1RIPLE REMOVE PORTION OF EXISTING SANITARY SEWER L - -POP- _- LINE AND RE-ROUTE SEWER (SEE SHEET C5.0) �`�1 \ / ' \ II 11 1 1\ �s \\\\ --�`- � - i\ \ '� \ P l i� Y � \ \ \ \\ �II � � STOP - -- o \\ - \ T \\ \ \ \�\\ \ I l-T , ` �� \ \\ \\ / / I I I I I I \ I 1 \ \ I I 1 III L.0 DEPTH, ,t \\i j �III \ �10'�T6L0S ES9 rD� � 0-17 o24 l/ QUIET - CP ACRES LANE \ \ \ \ / OUi-55 . 2a" -- - / \ V GRAT I I. "RCP -�LU �s v / I I \\\ \ \\ I1QMNSsa.1' GROUND O \ TOP=581.5T ASPHALT -_ \ `\\ \/ � I �I I / / - - -- N 92 f5" \ \ \ \ \ \ c p� /� I I� LUMOSWIR IN=578.1' 4" PVC \ \ \ I - \ \ \\ � m -1 = 76.8' 12' HDPE -\ TE=588.04' 1i _ _ -5 .04 \ - \ \ I / / \\\ I,, \\\\ \\ \� �� `� ` �� I O ® IN= HDPE DI-7 SDMH i� ���- \ - 1 \Il CITY GAS =5 .0' 15" HOPE TOP=579.24' / / , \\\ � ill I i II TMP 3' " - "= `` - \ FDC Top=5.8' HPDE RIM=577.3' p P SOMHI \ \\ \\ � ��� \��� � �_ -� I I I I Q HDPE a. EPTH 32"- G - 12 42 t ■ IN=576.9' fi HPDE g" PVC I - 12 RCP = 6 .3 ( \ �- \\\ \\ ���� �� / I N/F COMMONW G �" �RO� \ / I RT MEDNB 0 �E� J LL 26" W.O. 'z OUIN=576.8.5 p I / \ \ REMOVE AND RE-ROUTE STORMW R -- '!$ '`T - c. w 1 fW.)) ONVEY E S T CS ATE ` `` \ �`` DEP N c/y y° f D 24" W0. \ \II 65 9I9 ��6,PVa j \ pub \ �_\\� C ANCE (SE HEE I I I I A _ SMH -�.� / /, / \���� w (�� 0 I i// .0) -_ \��� I DR 172 RIM=578.4' I I I 1 \ IN=574.6 II �I \\� -3B, L=6 SSCO I I I I I I I /' ° P=590.72' M -ss BOUT=574.6 I T=585.5' 12" HOPE To=sezzz' I I CONC E = v IN 579.3' ou =57 coMc�� 16" W.O. 2.2' N 1 I I \ \ ---- ✓ / OPTIC, .11P� `n� m \---------.--_. FIBER 18' 8 0 � � CONCRETE 'PHPLT URCEUNK.)?-5J�V.15a4 REMOVE -, PASPHALT INM WOOD = _ 555155.51.� 15' VEP51551 ER OV\\ E EXISTIN\GIIII (olJff UK. 'E NN .4 DB 133-222 -04 - -,- COSES 1 -..9 LL T \ -07 -- - woos " o \ \\ \\ \ ♦ �\\\ \ \ I A I r U DEPTH-=39"t de rn ItAOI ABANDON EXISTING DRAINAGE EASEMENT (SEE ,y I co m SHEET C5.0 FOR NEW PROPOSED LOCATION) az� \ \) I \\\\\ \ \\� ��-=�-�- /`,1 _ 1 1 \ \ \ \ \ \ \\\\\\ \� \\ j \� ------ L' DEMO I _f h` SEE ARCHITECTURAL PLANS FOR RE-ROUTING \ \\` y -�- - ===/ PLAN OF EXISTING ROOF DRAIN LEADERS o \ I I \ \ - TMP 32-9C I \\ N11 CRUTCHFIELD CORPORATION #1540 QUIET ACRES LANE ABANDON EXISTING STORMWATER MANAGEMENT EASEMENT \\ I i I \\ \\\1f Illl /�i \ \ ^` �� \\ I / / Job Number: //i �� \ \ 11 I\l , \ (SEE SHEET C5.0 FOR NEW PROPOSED LOCATION) \ \ I I i L / %�/ 20040 S swM RISER II, I III 07(4 DIA. CONC.) .� TOP=546 / WM BASIy 'I IN= 540.0' 8" PVC FROM') WEIR=545.54' (4-2'x0.5 WO �� I III I / / OUT= 539.9 18" HPDE OF Dj I' (�IVI / \\ I IU /B4 \\ \\ \\ ,I I I \ �, ERIC A. WOOLLEY Lrc. No. 37088 I ABANDON PORTION OF EXISTING DRAINAGE EASEMENT \ / I I WALKF I �;� C-- � \\ \\\ \ \\ I i i 111 1I I II � aF \\ I 1 I I / (SEE SHEET C5.0 FOR NEW PROPOSED LOCATION) \ \ \ \ \ \ \\ \`/ \ III, I I I 1 \', \ 5 0 J , o e-s-zozl k N v \ \ A \ A \ V AV 1 7 I A \ V -FFE=594.62' N 1 \ \ \ -� \ \ \ \ \ \ \ � \\ \ 11 � \\ \\\/ 1 \I 11 Date: August 9, 2021 \ 1 -- - - --- Revision: eel APPROX. PROPOSED TREELINE CONC. WALK _ �� - �� _ TMP WE. wwc yy \\ �� -�\ \\ \\ \ \ A �74\\LAQ\ \\\ \ \\ \ \\ � - W M - - - - \ 5 p - - - pg\ �8�68, - 9 _ _ � WATERLINE _ \\\\� -- - -� 5281 \\ \ AC.S.A. ,, \ 4 905-711 \ \ \ \ \ \ \ \ \\ \\ \\ 45 DB 2 o \ \ \ \ \ \ \ \ \ \ \\ = \ \ \ \\,C\ \ \ \ \ DB 166 - 0 �ENCE \ \ \ ` �-�-.�\ \ \\ I 1 ) \ Scale: PIV DI CH _ \ 18' HD _ ODDS - \ \, Sheet No.: / / - \ TOP- 89 56' \ 3 18" HPDE --\--- - O n �� ----- IN-58 (J \ IRON FND. m - PERMANENT 20' DRAINAGE _ - OUT=S �.2 18 HPDE / i \ \ \ \ \ \ \ \ 463 PLATIN EASEMENT DB 5138-456, V \ \ \ sus S 31'38'17° W 372.56'so " SSS \ CIO 20' A.CS.A. WATERLINE v 0 30 i EASEMENT DB 15BB-183 s� o I M s SCALE: 1" = 30' IRON FND. Exi or M 329.41' I SET I TMP 32-6R 3of21 copyright © 2021 by Woolley Engineering b Q�t O 863. 0. 0 16 C 9 15 14 I � / 000 Z4000"40*0 7 PROPERTY BOUNDARY PHASE 1 — FOR EXHIBIT ONLY SCALE: N.T.S. 7 PI-IACF I. 1. PRELIMINARY GRADING FOR ALL PHASES 2. NEW WAREHOUSE BUILDING (22,312 SF) 3. LOADING DOCK (13,352SF) 4. RE-ROUTE EXISITNG SANITARY SEWER 5. RE-ROUTE STORMWATER CONVEYANCE 6. NEW FDC 7. NEW FIRE HYDRANTS (2) 8. EXPAND EXISTING EXTENDED DETENTION BASIN 9. PRE-TREATMENT CELL FOR EXTENDED DETENTION BASIN 10. NEW LEVEL II BIOFILTER #1 (2,640 SF) 11. NEW MAINTENANCE BUILDING (1,200 SF) 12. NEW GRAVEL PATH TO MAINTENANCE BUILDING 13. FINISH GRADE FOR MAINTENANCE BUILDING 14. NEW PARKING AREA (59 SPACES + 1 HC SPACE) 15. NEW LEVEL II BIOFILTER #2A (728 SF) 16. NEW LEVEL II BIOFILTER #213 (695 SF) 17. FINISH GRADE FOR PARKING AREA -----coo - 0 10 a (91 �o\ O aC.Y h O 0 u PHASE 2 — FOR EXHIBIT ONLY SCALE: N.T.S. 2120 M PROPERTY BOUNDARY PI-IACF 7• .— \ I 18. NEW WAREHOUSE BUILDING (38,657 SF) 19. FIRE ACCESS DRIVE (20' WIDTH) 20. NEW FIRE HYDRANT AND FDC 21. NEW 6" WATERLINE 22. FINISH GRADE AROUND PHASE 3 IMPROVEMENTS 19 aC:: bTal FAM 0 IL Z WooLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z 0 F_ Q Q Z > LLJ O ^� X � U a) C Lu ® m J I O � Q LL w Q) 0 Z U o F_ U U PHASING EXHIBIT Job Number: 20040 `fH OF U ERIC W. WOOLLEY Y LIC. NO. 37088 a 0 8-9-2021 k A sSI O NAL Uj��S~ Date: August 9, 2021 Revision: I Scale: As Noted Sheet No.: C3. I copyright 0 2021 by Woolley Engineering 4of21 R138' ®� TRANSITION FROM CG-3 TO CG-6 (PHASE 1) STOP / R25' NEW CG-3 (PHASE 1) 26" W.O. Scale: 1" _ R5' 18' TYP DELIVERIES 24" W.O. 26" b FDC SIGN R.O. 10 SP PCES 9' TYP R R250' EXISTING ISTRATIVE AD ✓E EXISTING E mac. �� PHASE l: BIOFILTER #2A - 728 SF LEVEL 2 ,�`�, (SEE SHEET C6.0 FOR DETAILS) J (13' GUM N 27'40'39" E 875.40' NEW CG-2 (PHASE 1)I NEW CG-6 (PHASE 1) CONCRETE DRAINAGE FLUME (PHASE 1) 26 SPACES 260.3' — NEW CG-6 (PHASE 1) T 135' 18' TYP 15 SPACES 9' TYP L R5' 135' NEW CG-2 (PHASE 1) NEW CG-6 (PHASE 1) \ i p PVC UL 0 0 rn 8 PVC N m pm II µ N 0 ASPHALT m ASPHALT CG-2 TO BE REMOVED AND REPLACED FOR DI INSTALLATION CONCRETE IMAINTENANCE BUILDING- 1,200SF (PHASE 1)� EXISTING CRUTCHFIELD WAREHOUSE PHASE 1: NEW ASPHALT PARKING AREA I PHASE 1: BIOFILTER #2B - 695 SF LEVEL (SEE SHEET C6.0 FOR DETAILS) 72' 18' TlYP CG-2 ` gJ�:,T YP 8 SPACES J \ R5' 69' AFDC SIGN 12.67' TRANSITION FROM CG-6 TO CG-3 (PHASE 1) R55- R4' \ 4' WIDTH CURB (PHASE 1) GRAVEL ACCESS DRIVE INEW RAMP WITH LANDING (PHASE 1)I ASPHALT (PHASE 1) CONCRETE NEW RAMP WITH LANDING (PHASE 1) SEE ARCHITECTURAL PLANS FOR LANDING AND RAMP DETAILS INEW FDC (PHASE 1)I NEW FIRE HYDRANT (PHASE 2)I INEW SANITARY SEWER MANHOLE (PHASE 1) NEW SANITARY SEWER MANHOLE (PHASE ])I INEW STORM SEWER MANHOLE (PHASE 1) NEW STORM SEWER MANHOLE (PHASE 1) NEW GRAVEL FIRE ACCESS DRIVE (PHASE 116' ZX/ NEW FDCM�ANDING CONCRE(PHASE 2) NEW CG-3 (PHASE 1) CONCRETE DRAINAGE FLUME (PHASE 1) 73.19' 60' NEW WAREHOUSE EXPANSION (PHASE 2) 38,657 SF FFE = 569.89 TRANSITION FROM CG-6 173.80' TO CG-3 (PHASE 1) NEW CONCRETE LO DING DOCK AREA (PHASE 1) NEW WAREHOUSE EXPANSION (PHASE 1) 22,312 SF FFE = 569.89 BMP ACCESS PATH (PHASE 1) NO MAN DOORS ALONG THIS BUILDING FACE DASHED LINE ILLUSTRATES CORNER OF PHASE 1 WAREHOUSE EXPANSION TO BE EXPANDED WITH PHASE 2 IMPROVEMENTS NO MAN DOORS ALONG THIS BUILDING FACE .D C C L Z 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z O Q Z O M 0 < U a) w Q Lnm � J J O ILLW U o � U rV U Job Number: 20040 V OP r� U ERIC W. WOOLLEY Y LIC. NO. 37088 �O'4 8-9-2021 �4� �SSIONAL SIt Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: C4e0 Sof21 copyright 0 2021 by Woolley Engineering 0o� ---- -----------_ _ O H Eil LEC. TELE. N / /� / 1 1 1 \ 0 H ELEC. TELE. N 58 5 —\\\ _-- ---------___---- 8° V \ - - - - - - - - - - - - - - - - 5g4— ---- ---_— _---------_\ ------------- ��°9�E8750'------------ _�\ \_ ----- / BLOCK WALL TO BE INSTALLED DURING I I I I I I I I I I I I I 1 \ \ IIII I\ cdtr——— — — — — —— —_ - - - - - - --- 58g— \ \\\ -- �� PHASE 1 TO BE PART OF BUILDING WALL — — — — — —— �_ \_\ — / FOR /PHASE-2WAREHOUSE I EXPANSION ------------------------- — —————— — — — — —— ——— _—— — — —\ \-- PHASE I: PRE-TREATMENT CELL FOR ---------575------------- - EXTENDED DETENTION BASIN ----- —— ——— — — — — — -- __--—_---------- 58e580(SEE SHEET C6.0 FOR DETAILS) W WyW�"� W— W W_W —W WsW I / \ 01 10 \ \\•.\ \\ \------ 5�0 / I III IIII 111 \ \ \ 'I I I I 00 01 \ / / s77 s75 574 573 ` 2 571 570 569 s68 \ \ 5Q I W \ I 1 / (\\\ \\�•� �%/ \ .� � /i s0 �$ ,.�5�5'' � i' \\ \\ \ \ \\\ I I I III I I I I _W� \ s eYz \\ \ \\ 7 \\\ \ \ III\ IIII I I I I —"— '• \sus �,\\ \ \ �\ \ �\ 56a .s-�-- \ \ I \ +59p.a \ \\ \� I � � \ / ♦ �� \ \\\ \\\ \ \\ \\ \\— I III I I III I I I I I I l l / 24" W.O. 2,6° w.qo s o. 1��pN ' 9 S 30'24'11" W 200. 15 P FDC SIGN R.O. Wu rn 6 PVC N m pm II µ N 0 ASPHALT GENERATOR m EXISTING ISTRATIVE AD ✓E EXISTING E M. wax 6 ASPHALT 6" PVC CONCRETE EXISTING CRUTCHFIELD WAREHOUSE S 30'24'11" W 329.41 IAPPROX. LIMITS OF DISTURBANCE (TYP)I 111�\III / CONCRETE + 565.7 \\\\ \\\ \\ \ yb1\ \ \ \\ \\ 56�� I I I bs --L565 SIN � NEW WAREHOUSE EXPANSION (PHASE 1) 22,312 SF FFE = 569.89 \ \\\\ - - s64 -- / % 550 \ 7 �1 �INCE E\ \ \ \ \ \ \ \ \ 100, �S S 31'38'17' 372. PHASE 1: BIOFILTER # 1 - 2,640 SF LEVEL 2 (SEE SHEET C6.0 FOR DETAILS) s REPLACE RIP RAP PPROX. LIMITS OF DISTURBANCE (TYP) rn 1 I I \ \ \ \\ \ \ \\ S PHASE 1: EXPANDED EXTENDED DETENTION BASIN -LEVEL 1 \ \ \ SO HATCHED AREA DENOTES LIMITS OF NEW BASIN \ SSS (SEE SHEET C6.0 FOR DETAILS) L Z 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973 - 0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT CIILL O Z F_ Q Q � O (Z� V w o � W Q U a) w ® j GRADING PLAN PHASE I Job Number: 20040 TH OP r� U PsRIC W. WOOLLEY Y � LIC. NO. 37088 � o e-s-zort k� ss! O NAL S���� Date: August 9, 2021 Revision: Scale: I" Sheet No.: C4. I = 30' copyright 02021 by Woolley Engineering bof21 0 H ELEC. TELE. N 5 0 H ELEC. TELE. TV — — — — —_ PHASE 3: BIOFILTER #213 - 695 SF LEVEL 2 PHASE 3: BIOFILTER #2A - 728 SF LEVEL 2 = _ — — — — — — — — — — (SEE SHEET C6.0 FOR DETAILS) (SEESHEETC6.OFOR DETAILS) — — — — — — — — --— /// �� Q `P 58��-_-- ------ ------ _------ — ----- / / cUbr-------- Be ------ —_---_ i— _------------ _-- -- _—_—_ /// / \� \��� —�- ------------------- ------ ---- / ///-----------_—_------------- _--- ---- —— / PHASE I : PRE-TREATMENT CELL FOR _ — — — — — — — — _— _ — — —_� _� _� _ _ EXTENDEDDETENTIONBASIN—-------------------------- ----- — ���\\\�\\� 582_ (SEE SHEET C6.0 FOR DETAILS) �— oov ice -- w ` w 1w yw�w \ w yw �t"\—w _ w %� —wow —w� 575� / // / — —1 \ 570 �10 07 IIIIII �! � � � NE ,n PAP MEN — —. ww 16 �s ' . • wwwwwwww_ O +5a \ \ \ i � \ \ \ r_ / i \ \ � � � \ \ \ \ NEW WAREHOUSE EXPANSION )A \ I / �bb \ (PHASE 2) 38 657 SF FFE = 569 89 24" W.O. �\ 2j6" W.C1 . t 1 O �J 0011 9 115 b FDC SIGN R.O. Will EXISTING ISTRATIVE AD ✓E EXISTING E ASPHALT mc. weu ■ 6" PVC O , / I 57 . I I / 56 . m I n / /ISPHAIJ \ \ o ` ASPHALT CONCRETE I + 565.8 CONCRETE + 565.7 \ \ \ \ \ \ \ \ ASPHALT m CONCH j\ EXISTING CRUTCHFIELD WAREHOUSE NEW WAREHOUSE EXPANSION (PHASE 1) 22,312 SF FFE = 569.89 ox+c. wwc UUNG. WALK \\ \� - C i \ i �� i / ' ` - i ' / 'C i \ 'K Will P ENCE \ \ \ \ \\ I ) \\ \\ \\ ( IL n. I \ MW AllW W W S 30'24'11" W 200.77' S 30'24'11" W 329.41' u �„ APPROX. LIMITS OF DISTURBANCE (T ) o >s S 31'38'17" 372. APPROX. LIMITS OF DISTURBANCE (TYP) APPROX. LIMITS OF DISTURBANCE (TYP) PHASE 1: BIOFILTER # 1 - 2,640 SF LEVEL 2 (SEE SHEET C6.0 FOR DETAILS) I IIIII 1 1 I I// I 11 I I I I/ \ II I,II 'I IIIIIIII \ � I I II111111111 I , I II 11 'Il ii' I III �III� II I I I III I I I I I I� IIIII)II11 � 11 - A� \ \ l \�N' M / I ��w•7w�n:.•,www�w�., n: sww•��w�9i�n��:nn��ww www,�www••www•w wwwwww ��w � ��np� w•�w�.•. wwwwww�wwwwww �w� <�.wi � w�wr • nw�� w�'jnww•��'w,n�� ��'•n�w"ng$nAww•`wTw"w� w� ww"w�..�w.w• •w �.. JI w►'�n ww�'www w mow•: wow � � � ww� •w www•, www.•� � �w.w• wn ww w w w� w.. VAN ww wwwwww w •- _ L E 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z 0 F— Q Q z O ( V LU 0 � W -j Q U a) w ® CIO J 0 Q LL W Q) 0 Z U o � U Vf U GRADING PLAN PHASE 2 Job Number: 20040 VM OP 3� ' U ERIC W. WOOLLEY Y LIC. NO. 37088 O 8-9-2021 k+ ss! O NAL 4�1� Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: C4,12 copyright 0 2021 by Woolley Engineering 7of21 0 H ELEC.Z TELE. o �D 4 (�Cp� PROPOSED 20' WIDTH PUBLIC WA Z o O� PROPOSED NEW STORMWATER MANAGEMENT EASEMENT SEES E C5.3 F R CATION OF WATERLINE TIE-IN N 2T40'39' E 8 13° GUM STORM DI-10 RAISE TOP OF Rim = 568.50 INV OUT EXISTING MANHOLE zi_� - - - - - - - - - - - - - - - - - - - - - - tNV�573.6' MP V.'571. 22 4 RC� / W W -W -W -W -W -W W -W -W -W -W -W -W -W -W -W / MANHOLE ��\ 41, STORM DI 9 \ i� TOP-577.7' ( 1 1 ) / ( 1 3) / / \ N=568.0' 24" HPDE Rim = 569.00 \ / \ / \` _ UT=566.5' 24"HOPE _ INV OUT = 563.80 PE 10 DI - TOP 7 576.19' INV IN = 563.90 IN=565.9' 24" HPDE ^ '\a OUT-565.8' 24' HOPE /24'HOPE \ DI-1 ---1 l INV.=581 / (� ! GRATE-567.9' r - / OUT-562.3' L STORM MH 7- _ / _ - - TOP=P73.8' Rim - 573.80 2 w=56o.i' 2a" RCP INV OUT = 560.70 W tT5-560.7' 24" RCP INV IN = 560.70 (24") SS MH 5 R OP7A / a 26" W.O. t t 3 T KEY OSanitary Sewer Structure OStorm Structure New Light Fixtures Boundary Easements - Electric E Fiber Optic F.O. Gas 0 Telephone T Waterline -W - BP = Break Point Conc. = Concrete Cont. = Contractor EJB = Electric Junction Box Elev. = Elevation Ex. = Existing FDC = Fire Department Connection FH = Fire Hydrant GV = Gate Valve HDPE = High -Density Polyethylene Inv. = Invert LP = Existing Site Light MH = Manhole R.O.W. = Right of Way Sant. = Sanitary SS = Sanitary Sewer St. = Structure Typ. = Typical UGT = Underground Telephone -DELIVERIES 1` PROPOSED NEW STORMWATER 1 MANAGEMENT EASEMENT TE=5 3.1 12" HOPE 5 0' 15" HOPE 2.9' 24" HOPE IE 24" W.O. 26" W. 590.7272' 585.5' 12" HOPE 0 16" W.O. ` b FOC-SIGN \ f 9 o � - . l MW S 30'24'11" W 200.77' CONVERT EXISTING DI-3B \l TO A STORM MANHOLE b' P OF EXISTING M STRUCTURE NCE TOP WITH 8 iUND DI-1 TOP TOP=581.57' NEW DI-313 STORM INLET, L = 4' IN=578.1' 4" PVC STORM DI-3B 8 12' HOPE ASPHALT Rim = 577.00 HCP- D1-7 INV OUT = 571.00 ¢� TOP=579.24' a IN=576.8' 12" HPDE SDMH IN=576.9' 6" HPDE OUT=576.5' 12" RCP 6" PVC RIM=577.3' e SMH EXISTING ISTRATIVE AD ✓E EXISTING E Ny o�N ASPHALT CONCRETE EXISTING CRUTCHFIELD BUILDING PROPOSED NEW FIRE HYDRANT WITH 20' WIDTH EASEMENT TO BE BUILT WITH PHASE 1 IMPROVEMENTS - c- 1"' W 329.41 \ INV IN = 570.00 (12') Rim = 565.70 zQ \ INV IN = 563.50 (15") INV OUT = 561.05 INV IN = 561.15 EW ROUND DI-1 GRATE TOP O\ SDMH RIy� 5681' N-0' MCP SSMH RIM=584.5' IN=579.9' (6" PVC) OUT=579.7 (8 PVC) SSMH RIM=562.4' IN=553.9" (8" PVC) OUT=553.7' (8"PVC) GRATE TOP DROP INLET PROPOSED 40' WIDTH PUBLIC DRAIN) GE ASEI ENT SSMH4 SSMH3 \ \ Rim = 568.80 Rim = 564.00 INV OUT = 559.90 INV OUT = 557.50 INV IN = 560.00 INV IN = 557.70 \ \ NEW FIRE HYDRANT TO BE CONSTRUCTED DURING PHASE 2 4)RIM 5 8.9' ® VN=55 9' (8 PVC) 225' - 6" PVC I OUT=5 .7 (� PVC) S 206' - 36" RCP S S S ®� 44,�6 -- - - - - - - 4 �0 / I ��� ✓✓ I o h /✓ I n I NEW WAREHOUSE EXPANSION (PHASE 2) 38,657 SF FIFE = 569.89 I M I �~ N STORM MH 6'- . GRATE=564.3' Rim = 568.10 7 INV OUT = 558.90 ( ) IN=556.1' 24" RCP 5 =559.2 15" RCP �DROP INV IN = 559.00 ��OUT=5STOR6MH25 RCP I (6) 6" ROOF DRAIN TIE-INS. STUB IN 'v � CUT EXISTING SEWER LINE Rim = 564.32 I Ci NNECTION DURING PHASE 1 C) AND ADD A NEW MANHOLE INV IN = 556.1 (24") I I I (SEE SHEET C3.0) vHur INV IN = 559.2 (15") IISCONCRETE NOTES: 1. SEE SHEET C5.1 FOR STORM DRAINAGE PROFILES 2. SEE SHEET C5.2 FOR SANITARY SEWER PLAN AND PROFILE 3. SEE SHEET C5.3 FOR WATERLINE PLAN AND PROFILE yi��Ir'Y j"11'�il� 11II II1 ' IIIII III!IIlI IIfIfIjll �IIIIIIIIIIIIIIIIIIIIIIIpIIIII�I�iIIIIIIII11� IIIIIIIIIII,I+'llll�� IIIII+IIII,�II II\ail\ III , II IIIIIIIIIIII ,t IIVI/ IIII d'� d� d�l�� IIIIIIIIIIII �VI �IIIIIIIII � � e 1 IIIIII I IIIIIIIIII IIIIIIIIIIIIIIIIII�II III IIIII IIIIIIIIIIII III IIIIIIII I IIIIII�I I :ip'I I .. • .:�r V � I� � l��VI� 6�1I IIIIIIII161VI IIIIIII II„IIIIIII �/ ', uul uuu��yV���Iyl I� uV �VVI �IVuuul' ul a I� \\ \_ .. • m �8, = I yop N N _ I I I I \ I \I AFDC SIGN PROPOSED NEW FIRE HYDRANT WITH I I 20' WIDTH EASEMENT TO BE BUILT WITH PHASE 1 IMPROVEMENTS _ FENCE -'I e HDPR _ INV. 582.0' )P=589.56' --- _ -1I --- ----- \ / =5833 - 18"HPDE -----------------------�\ / f1=583.2�W' HPfi- - PROPOSED NEW 10' WIDTH STORMWATER ACCESS EASEMENT S 31'38'17" W 372.56' PROPOSED NEW STORMWATER MANAGEMENT EASEMENT RIP SWM RISER (4' DIA. CONC.) TOP=546.07' WEIR=545.54' (4-2'05) IN= 540.0' 8" PVC FROM POND OUT= 539.9 18" HPDE L I WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT z O Q Q Z O O It c LLJ O w U a) Lw Q _j J O � W Q) 0 i 7� Z U o � U U UTILITIES PLAN Job Number: 20040 va OP XP r� U ERIC W. WOOLLEY Y LIC. NO. 37088 O 8-9-2021 4+ ss! O NAL Date: August 9, 2021 Revision: Scale: 1" = 30' Sheet No.: C590 copyright 0 2021 by Woolley Engineering MANAGEMENT EASEMENT 8of21 0E E WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 PMI I I3I i HDPE 2" II C Mu copyright 02021 by Woolley Engineering rKC-wNJI KUL; I IVN: � � TOTAL DRAINAGE AREA = 20.15 AC - � ON -SITE = 10.62 AC - ' OFF -SITE = 9.53 AC - MONO IMPERVIOUS SURFACE = 7.84 AC ON = 5.10 AC -SITE OFF -SITE = 2.74 AC PERVIOUS SURFACE = 12.31 AC p04y ON -SITE = 5.52 AC OFF -SITE = 6.79 AC / POST -CONSTRUCTION: ' TOTAL DRAINAGE AREA = 20.15 AC / ON -SITE = 10.62 AC OFF -SITE = 9.53 AC IMPERVIOUS SURFACE = 9.92 AC O= 7.18 AC I / OFF -SITE = 2.74 AC PERVIOUS SURFACE = 10.23 AC = AC OFF -SIT 6.7 OFF -SITE = 6.79 AC I PHASE 1: BIOFILTER #2B - 695 SF LEVEL 2 / PHASE 1: BIOFILTER #2A - 728 SF LEVEL 2 (SEE SHEET C4.1 FOR PROPOSED GRADING) I (SEE SHEET C4.1 FOR PROPOSED GRADING) / PROPOSED BIOFILTER #2B DRAINAGE ARE PROPOSED BIOFILTER #2A DRAINAGE ARE TOTAL DRAINAGE AREA = 0.48 AC I TOTAL DRAINAGE AREA = 0.50 AC IMPERVIOUS = 0.31 AC IMPERVIOUS = 0.33 AC PERVIOUS = 0.17 AC ' PERVIOUS = 0.17 AC I I PHASE 1: PRE-TREATMENT CELL FOR EXTENDED DETENTION BASIN I I I - TOTAL DRAINAGE AREA = 0.89 AC IMPERVIOUS = 0.42 AC PERVIOUS = 0.47 AC TOTAL DRAINAGE AREA = 2.13 AC IMPERVIOUS = 1.10 AC PERVIOUS = 1.03 AC a moo: 10 r- � cw� /MAINTENANCE BUILDING - 1,200 SF WITH ACCESS PATH (PHASE 2) 0 0 a EXISTING CRUTCHFIELD WAREHOUSE EXISTING RIPRAP CONVEYANCE CHANNEL - TO BE ALTERED PHASE 1: BIOFILTER PRE-TREATMENT CELL (SEE SHEET C4.1 FOR PROPOSED GRADING) VOLUME = 681 CIF PHASE 1: BIOFILTER # 1 - 2,640 SF LEVEL 2 (SEE SHEET C4.1 FOR PROPOSED GRADINGI 110' WIDTH BMP ACCESS PATH (PHASE 1)1 WAREHOUSI EXPANSION (PHASE 1) 22,312 SF PPP = SAQ RC PHASE 1: EXPANDED EXTENDED DETENTION BASIN - LEVEL 1 HATCHED AREA DENOTES LIMITS OF NEW BASIN BOTTOM FOOTPRINT = 4,784 SF IEXISITNG STANDPIPE (TO REMAIN)I r Stormwater Management Narrative: Water Quantity: Pre -Construction Site Conditions: The majority of the existing site flows to an existing stormwater extended detention basin on the north east portion of the property. The small portion of the site which does not enter the existing extended detention basin is treated with existing Filterras located within the south east portion of the site. Outfall # 1 - The stormwater flowing through the existing Filterra BMPs within the parking lot exit the site near the south east corner. This flow does not enter the existing extended detention basin. The existing Filterra BMPs treat a total of 0.89 acres of the site including 0.47 acres of pervious surface and 0.42 acres of impervious surface. Outfall #2 - The existing extended detention basin has a drainage area of 20.15 acres. The pre -construction drainage area consists of a mix of on -site and off -site flows. The on -site flow totals 10.62 acres and the off -site contributing drainage totals 9.53 acres. Post -Construction Site Conditions: The extended detention basin is proposed to be expanded with this plan in order to retain stormwater for both on -site and off -site flows. In order to retain the flows the dam will need to raise 1'. The existing standpipe is proposed to remain. A pre-treatment forebay is being proposed in the west corner of the site near the entrance. Biofilters will be utilized to treat on -site stormwater runoff prior to entering the extended detention basin. Biofilter # 1, located to the east of the proposed phase 1 warehouse expansion is 2,640 sf. Biofilter #2A is located within the proposed parking expansion for phase 1 and is 728 sf. Biofilter #2B is also located within the proposed parking area and is 695 sf. There are no stormwater quality measures being proposed with phase 2 since the net impervious will be able to be treated with the proposed BMPs to be installed with phase 1 improvements. Method of Analysis: The point of interest for our analysis was chosen as the existing extended detention basin in order to evaluate pre -construction vs. post -construction flow rates exiting the site. This point allows for the quantification of both overland flow and concentrated flow since it is the point where all drainage conveying through the site will converge. The extended detention basin was modeled using HydroCAD software. Adjacent property site plans were utilized to model the existing drainage conditions using HydroCAD software. The modelling software projected flow rates have been summarized in the pre -construction outfall tabulation chart located below the post -construction drainage area map. Summary: The peak flow rate for the 10-YR storm is shown to be reduced from pre -construction conditions at the point of interest with the proposed improvements. This reduction meets VSMP regulations under Part II B, Water Quantity (9VAC25-870-66 B). Water Quality: The biofilters and extended detention basin will be utilized to meet water quality requirements. Drainage values were inserted into the DEQ VRRM spreadsheet to determine water quality values. The VRRM summary can be found in the calculation booklet. L Z 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z 0 F_ Q </ Z O O w Ow< U a) w Q jILL m J O W 0 U 0 � U U STORM WATER MANAGEMENT PLAN Job Number: 20040 XP vaOF�j`' r� U ERIC W. WOOLLEY Y LIC. NO. 37088 O 8-9-2021 4+ ss! O NAL Date: August 9, 2021 Revision: Scale: I" = 60' Sheet No.: C6.0 copyright 0 2021 by Woolley Engineering RAISE DAM 1' FROM ELEV = 548' TO ELEV = 549' 12of21 36" BIORETENTION SOIL MEDIA 12" WASHED #57 AGGREGATE FILTER FABRIC (PLACED ON PEA GRAVEL OVER UNDERDRAIN ONLY, 1-2' TO EITHER SIDE) IF NEEDED TYPICAL BIOFILTER CROSS-SECTION N.T.S. TYPICAL BIOFILTER PROFILE DETAIL N.T.S. 3" PLANTING LAYER 3" MIN. PEA GRAVEL LAYER SIDE SLOPE EXCAVATION NEED NOT BE VERTICAL 6" SCHEDULE 40 PVC PERFORATED UNDERDRAIN PIPE kln4Z All ATDII IAA D(ll VI FPkl Maintenance and Inspection Schedule: 1. The rain garden side slopes, and embankment, shall be mowed at least twice a year. Bare areas shall be reseeded and woody growth removed. 2. Debris and trash shall be removed at least once every two months and at times when accumulation prevents the structure from properly functioning. 3. Sedimentation deposition shall be continually monitored in the forebay and the basin. Any accumulation of sediment shall be removed. Disposal of sediment shall comply with Virginia Department of Health and State Regulations. 4. Inspections of the basin shall occur at least once a year for the following items: Visual Settlement, Cracking, Misalignment, Erosion, Adequate Groundcover, Trees or Shrubs, Rodent Holes, Seepage, Debris, Undercutting, Scour, and General Functionality. Any problems shall be repaired immediately. 6" NON -PERFORATED SCHEDULE 40 PVC PIPE. TO DAYLIGHT I IL E WooLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z O F_ Q Q Z ry > M Owe ^� X � Ua) LLJ CIO® _J J O IL LWes\ W 0 Z U o � U 1V U STORM WATER MANAGEMENT DETAILS Job Number: 20040 Itr� U ERIC W. WOOLLEY Y LIC. NO. 37088 8-0-2021 c� TONAL S% Date: August 9, 2021 Revision: I Scale: As Noted Sheet No.: C6. I copyright 0 2021 by Woolley Engineering 13of21 EROSION AND SEDIMENT CONTROL NARRATIVE Crutchfield Corporation: Warehouse Expansion Major Site Plan Amendment: Erosion and Sediment Control Plan The County of Albemarle, Virginia PROJECT DESCRIPTION The scope of this E&S narrative and plan is for the purpose of developing soil in preparation for an addition to the existing Crutchfield Industrial Warehouse. The proposed project contains two phases. The first phase of construction includes a new warehouse expansion, a maintenance building, parking, select utility installation, stormwater management BMPs, and general site grading. The second phase of construction includes an addition onto the proposed warehouse expansion from phase one. A total of approximately 4.87 acres will be disturbed during construction. EXISTING SITE CONDITIONS The existing topography for the project area on the plan is hilly with vegetation throughout. The area abuts an existing asphalt paved warehouse bay area. ADJACENT AREAS The project site is located directly adjacent to existing industrial, airport and one residential property. These properties include: the Charlottesville -Albemarle Regional Airport, North Fork Research Park, currently undeveloped industrial parcels, and a residential parcel. Dickerson Road borders the subject property to the southwest. The entrance to the site is on Dickerson Road. Their eastern neighbors are primarily industrial parcels with the exception of the Miller residence. The North Fork Research Park occupies the property to the north. The western neighbor is Charlottesville -Albemarle Regional Airport property. The entire watershed for the project is a tributary to the Rivanna River. See sheet C1.0 and C2.0 for adjacent property information. OFF -SITE AREAS All land disturbing activities for this plan shall occur on -site and within the limits of disturbance shown on the plans. There are no off -site borrow and waste locations established. If applicable, separate erosion control plans will be required for off -site land disturbing activities. SOILS This site is located in a geologic area referred to as the Piedmont Physiographic Province. The soils in this geologic area are weathered from the underlying metamorphic bedrock. The naturally occurring soils at this site were found to be moderately to highly plastic silts weathered from the Catoctin formation which consists of basic lava flows, schist, and gneiss composed of chlorite, plagioclase, amphiobole, and epidote. The soils observed here appear to be weathered from metamorphosed sedimentary soils such as phyllite and schist. The map units on the detailed soil map depicted on the Erosion and Sediment Control Narrative, represent the soils in the survey area. The map unit descriptions, along with the soil maps, can be used to determine the suitability and potential of a soil for specific uses, and, precautionary erosion and sedimentation control measures which must be adhered to. They also can be used to plan for the management needed for those uses. The profile of the soil classifications follows: a Ashe Loam 4D : This moderate) deep, moderate) steep 15-25 /o somewhat excessively drained soil is on narrow, convex ( ) Y P� Y P ( )� Y ridge tops and on side slopes, on points of ridges, and on side slopes. Typically, the surface layer is dark brown and brown loam about ten (10) inches thick. The subsoil is strong brown loam about nine (9) inches thick. The substratum is multicolored brown, yellow, white, and black partially weathered bedrock that crushes to sandy loam. Permeability is moderately rapid and available water capacity is low. Shrink -swell potential is low. Runoff is rapid, and the hazard of erosion is severe. Bedrock is generally at a depth of about fifty (50) inches or more. Hayesville Loam (36B): This deep, gently sloping (2-7%), well -drained soil is on broad, convex ridge top. Typically, the surface layer is brown and strong brown loam about seven (7) inches thick. The subsoil is red clay and red clay loam about fifty-one (51) inches thick. The substratum is mostly multicolored sandy clay loam derived from strongly weathered granite gneiss. Permeability and available water capacity are moderate. Shrink -swell potential is low. Runoff is moderate, and the hazard of erosion is moderate. Bedrock is generally at a depth of five (5) feet or more. Hayesville Loam (36C): This deep, strongly sloping (7-15%), well -drained soil is on narrow, convex ridge tops and on side slopes. Typically, the surface layer is brown and strong brown loam about seven (7) inches thick. The subsoil is red clay and red clay loam about fifty-one (51) inches thick. The substratum is mostly multicolored sandy clay loam. Permeability and available water capacity are moderate. Shrink -swell potential is low. Runoff is rapid, and the hazard of erosion is severe. Bedrock is generally at a depth of five (5) feet or more. Fairview Sandy Loam (65B): This deep, gently sloping (2-7%), well drained soil is on narrow to broad, convex ridgetops. Typically, the surface layer of this soil is brown sandy loam about six (6) inches thick. The subsoil is yellowish red and red clay loam and clay about twenty-six (26) inches thick. The substratum is multicolored red, yellowish red, and strong brown sandy clay loam to a depth of sixty (60) inches. Permeability is moderate, and available water capacity is low. Surface runoff is moderate with moderate erosion hazard. Subsoil has low shrink -swell potential. Bedrock is generally at a depth of four (4) feet. Fairview Sandy Loam (65C): This deep, strongly sloping (7-15%), well drained soil is on narrow, convex ridgetops, and convex side slopes. Typically, the surface layer of this soil is brown sandy loam about six (6) inches thick. The subsoil is yellowish red and red clay loam and clay about twenty-six (26) inches thick. The substratum is multicolored red, yellowish red, and strong brown sandy clay loam to a depth of sixty (60) inches. Permeability is moderate, and available water capacity is low. Surface runoff is rapid with severe erosion hazard. Subsoil has low shrink -swell potential. Bedrock is generally at a depth of four (4) feet. CRITICAL AREAS There are a few areas of steep slopes on -site that are classified by the County of Albemarle as "Managed Steep Slopes." EROSION AND SEDIMENT CONTROL MEASURES The contractor shall provide, construct and maintain erosion and sediment control measures on the site, in accordance with the Virginia Department of Transportation and the County of Albemarle erosion and sediment control measures (refer to the Erosion and Sediment Control Plan sheet). All vegetative and structural erosion and sediment control practices shall be constructed and maintained according to minimum standards and specifications of the most current version of the Virginia Erosion and Sediment Control Handbook. Permanent or temporary soil stabilization shall be applied to denuded areas within seven (7) days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven (7) days to denuded areas that may not be at final grade but will remain dormant (undisturbed) for longer than 30 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. Soil stabilization refers to measures that protect soil from the erosive forces of raindrop impact and flowing water. Applicable P P P 9 PP practices include vegetative establishment, mulching, and the early application of gravel base on areas to be stone. Soil stabilization measures should be selected to be appropriate for the time of the year, site conditions, and estimated duration of use. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land -disturbing activity and shall be made functional before upslope land disturbance takes place. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation Where construction vehicle access routes intersect paved public roads, provisions shall be made to minimize the transport of sediment by vehicular tracking onto the paved surface. Where sediment is transported onto a public road surface, the road shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner This provision shall apply to individual subdivision lots as well as to larger land -disturbing activities. The following structural practices will be implemented according to the requirements set forth by the Virginia Erosion and Sediment Control. ah Safety Fence (3.01) A protective barrier consisting of polyethylene web secured to a conventional metal post driven into the ground a minimum of 18 inches. Posts should be spaced at 6-foot centers. Used to prevent undesirable use of an erosion control measure by the public. To prevent access to an erosion control measure. Specific Application: Safety fence will be used at areas where pedestrians may come into contact with the planned work Paved Construction Entrance (3.02) A seventy (70) feet paved entrance shall be placed at the point of vehicular ingress and egress on the construction site. This area shall be used for washing sediment from vehicles exiting the site. Where sediment is transported onto a public road surface, the road shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual subdivision lots as well as larger land disturbing activities. Construction Road Stabilization (3.03) Temporary stabilization with stone of access roads, subdivision streets, parking areas and other traffic areas immediately after grading to reduce erosion caused by vehicles during wet weather, and to prevent having to regrade permanent roadbeds between initial grading and final stabilization. Specific Application: Construction road stabilization shall be applied in areas which require stabilization after preliminary and fine grading. These areas include but may not be limited to the travelways. Silt Fence (3.05) A temporary sediment barrier consisting of synthetic filter fabric stretched across and attached to supporting posts and entrenched. Used to prevent sediment from leaving the site. To decrease the velocity of sheet flows. Specific Application: Silt fence will be used where shown on the plan. Inlet Protection (3.07) A temporary sediment filter around a storm inlet or curb inlet, in order to prevent sediment from entering storm drainage systems prior to permanent stabilization of the disturbed area. Specific Application: Inlet protection will be used around storm drainage inlets and curb inlets. 1.. Temporary Diversion Dike (3.09) A temporary ridge of compacted soil constructed at the top or base of a sloping disturbed area. Used to divert sediment -laden runoff from a disturbed area to a stabilized outlet. Specific Application: Diversion Dikes will be used to divert runoff to the traps. g)_ Diversion (3.12) A channel constructed across a slope with a supporting earthen ridge on the lower side. Used to reduce the slope length and to intercept and divert stormwater runoff to stabilized outlets at non -erosive velocities. Specific Application: Diversion will be used in phase 1 to divert water by the access route. ham. Temporary Sediment Trap (3.13) A temporary pending area formed by constructing an earthen embankment with a stone outlet. It is used to detain sediment -laden runoff from drainage areas less than three acres for enough time to allow most of the sediment solids to settle out. It can be constructed only where there is sufficient space and appropriate topography. Maximum effective life is 18 months. Specific Application: Sediment traps will be used to detain runoff on the site at the perimeter of the work area. Outlet Protection (3.18) Structurally lined aprons or other acceptable energy dissipating devices placed at the outlets of pipes or paved channel sections. To prevent scour at stormwater outlets and minimize downstream erosion. Specific Application: This form of protection shall be performed on all stormwater outlets by using rlprap jL Surface Roughening (3.29) This erosion and sedimentation control measure involves creating horizontal depressions on slopes or leaving slopes in a roughened condition by not fine -grading them. This is done to aid in the establishment of vegetative cover or seed, to reduce runoff velocity and increase infiltration, and to reduce erosion and provide for sediment trapping. Specific Application: This form of protection shall be performed on all slopes 3:1 or greater as shown on the accompanying E&S Plan. Slopes less steep than 3:1 should have the soil lightly roughened and loose to a depth of 24"prior to seeding. k .Tem ora Seeding 3.31 The establishment of a temporary vegetative cover on disturbed areas by seeding with appropriate rapidly growing annual plants. This protects slopes exposed during construction until permanent vegetative cover can be established. Temporary seeding will apply to all areas on the site that will not be brought to final grade for periods of thirty (30) days to one year. Selection of the appropriate seed mixture depends upon the time of year it is to be applied (See schedule on E&S details sheet.) Specific Application: Temporary seeding shall be applied to all denuded areas prior to permanent stabilization. Temporary seeding shall be used on all fill slopes and diversions. D. Permanent Seeding (3.32) Establishment of perennial vegetative cover by planting seed on rough -graded areas that will not be brought to final grade for a year or more or where permanent, long-lived vegetative cover is needed on fine -graded areas. Specific Application: Permanent seeding will be applied to all portions of disturbed area. 1m). Soil stabilization Blankets & Matting (3.36) Stabilizing disturbed areas of a steep slope, channel, or a shoreline by applying protective covering on a prepared area. The matting will protect the young vegetation and promote its establishment while increasing the permissible velocity of turf grass stands. Specific Application: Where concentrated stormwater flows overland to the existing basin. Where deemed necessary by the Responsible Land Disturber or County Inspector. n). Dust Control (3.39) Reducing surface air movement of dust during land disturbances, demolition or construction activities in areas subject to dust problems in order to prevent soil loss and reduce the presence of potentially harmful airborne substance. Specific Application: Dust control shall be applied as necessary. PERMANENT STABILIZATION All areas disturbed by construction will be stabilized with permanent seeding immediately following finish grading. All seeds will be approved by the "Virginia Crop Improvement Association," Blacksburg Virginia. All seeding, excluding the stormwater management basin will be done with the following: Two (2) parts Kentucky Bluegrass (Poa pratensis), by weight, minimum 98 % purity and 90% germination; maximum 1 % weed seed. Three (3) parts perennial Ryegrass (Labium perrene) by weight; minimum 85 % purity and 90% germination; maximum 1 % weed seed. Fifteen (15) parts Falcon Fescue; minimum 98% purity and 90% germination; maximum 1 % weed seed. Note: See the Stormwater Management Plan for special seeding of the basin. Permanently seeded areas shall be protected during establishment. Mulch shall consist of oat or wheat straw, free from weeds, foreign matter detrimental to plant life, and dry. Hay or chopped cornstalks will not be permitted. Mulch and/or lime shall be applied at a rate of two (2) tons per acre. Specifications for fertilizer are FS 0-F-241 C, Type 1, solid form; Grade A or B; recommended for grass, with one hundred (100) percent of the elements derived from organic sources of the following properties: a) Nitrogen 12.0% b) Phosphoric Acid 8.0% N Soluble Potash 8.0% With at least fifty (50) percent of the nitrogen from a non -water soluble organic source. The following measures shall be incorporated during fertilization Apply fertilizer at a rate of 1000lbs./acre. Apply after smooth raking of topsoil. Do not apply fertilizer at same time or with same machine as will be used to apply seed. Till fertilizer into upper two (2) inches of topsoil. Lightly water dry topsoil to depth of six (6) inches at least forty-eight (48) hours prior to seeding to obtain a loose friable seed bed and to aid in the dissipation of fertilizer. The following rates and practices will be adhered to for all seeding that occurs on -site: Apply seed a rate of 6-lbs.11000 sq. ft. evenly at right angles with a spreader or seeding machine. Rake in lightly, covering seed to depth of 118 inch. Do not seed area in excess of that which can be mulched on same day. Do not sow immediately following rain, when ground is too dry, or during windy periods. Roll seeded area with roller not exceeding 112 lbs. Immediately following seeding and compacting apply mulch to a thickness of one (1) inch. Maintain clear of shrubs and trees Apply water with a fine spray immediately after each area has been mulched. Saturate to six (6) inches of soil. MAINTENANCE All erosion and sediment control measures must be maintained and repaired immediately to insure continued performance of their intended functions as stated in the Virginia Erosion & Sediment Control Handbook, Third Edition 1992. In general, all erosion and sediment control measures will be checked weekly and after each runoff -producing rainfall event. All seeded and sodded areas will be checked regularly to ensure that a good stand is maintained. Areas will be fertilized, reseeded and resodded as needed. DISPOSITION OF TEMPORARY MEASURES All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization is achieved or after the temporary measures are no longer needed, unless otherwise authorized by the local program administrator. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. STORMWATER MANAGEMENT A. Stormwater management for the project will be implemented b expanding an existing stormwater extended detention basin 9 P 1 P Y P 9 9 located on -site adjacent to the North Fork Research Park. Biofilters are proposed to treat stormwater before it enters the extended detention basin. B. A small portion of the site in the western most corner does not drain to the basin. There are existing "Filterra" recast P 9 P biofilters located in the parking lot to treat stormwater for this portion of the site. W �1 u SOIL MAP SCALE: 1" = 300' two 4D ASHE LOAM 36B HAYESVILLE LOAM 36C HAYESVILLE LOAM 65B FAIRVIEW SANDY LOAM 65C FAIRVIEW SANDY LOAM W WATER L Z 0 NVOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woofey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z 0 F_ Q </ Z V , /-0 LL_ LLj 0 ^ X W J U a) w ® m J J O LLLL W 0 ��`''� _ Z U o � U 1� U EROSION & SEDIMENT CONTROL NARRATI VE Job Number: 20040 XP 1 P H OF ,3` r' vz U ERIC A. WOOLLEY Y LIC. NO. 37088 0 8-9-2021 4+ ss! 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I, h I I/ / / 56 \ \\ \06�L /ISPHALT CONCRETE 565.8 CONCRETE 1- 565.7 \ \ \ \ \ \ \ ASPHALT CONC I � I sseT EXISTING CRUTCHFIELD WAREHOUSE S 30'24'11" W 329.41 UM BLANKETS & MATTING CD ROCK CHECK DAM CE CONSTRUCTION ENTRANCE DC DUST CONTROL DD DIVERSION DIKE PS PERMANENT SEEDING SAF SAFETY FENCE SF SILT FENCE SR SURFACE ROUGHENING ST TEMPORARY SEDIMENT TRAP TP TREE PROTECTION TS TEMPORARY SEEDING lu � ���w.•��a..iysn��w�w���et�'•nw �+w � AF MII 0. � 11 �1 I IIIIIIIIII I I I I II I I I I I IIIhI�— II I I11\\\IIIII I I I I I I I I 1�\IIII � li SF I \\ \\ \ I I I \ \ \ \ \111 ► I I I III ► I � I I / I \ �\\ �\ IIIII III I\ICC I� 1 �/ 569 /I I III I I I I \ I111 II II I' SF I � I I I I I I I I III I I III I I I / II I IIII S IIIIIII 1 I II III IIIII II I � � I 565 I III I I I I /i /SI7p I I pqi w \ \ v — I - 1; o \ Lo SAF SR . co Ss, L E 0 NVOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z O F— Q Z ^Q/� LL � O •O i IV O w U a) w ® m I O Q 0 W n�\ W O Z U o � U U E&SC PLAN PHASE 3 Job Number: 20040 xp va OF '3 r� U ERIC W. WOOLLEY Y LIC. NO. 37088 O 8-9-2021 k+ ss! O NAL Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: ES2.2 copyright 0 2021 by Woolley Engineering 20of21 TP TREE PROTECTION I P BLOCK & GRAVEL CURB INLET CE O SEDIMENT FILTER SURFACE ROUGHENING RUNOFF WATER WITH OVERFLOW SEDIMENT FILTERED WATER SEDIMENT CURB INLET WIRE SCREEN 2" X 4" WOOD STUD SPECIAL APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. W �000 DOZER TREADS CREATE o o 0 O GROOVES PERPENDICULAR o o O O TO THE SLOPE 00000 D P SILT FENCE DROP INLET PROTECTION O O O 00� 0 0 O 00 O O O SO 000000000 O 00 DOD DO 2 x 4" WOOD FRAME S� 0000000 / 1.5' MAX. TRACKING DEBRIS FROM SLOPE ABOVE IS CAUGHT BY STEPS DRAINAGE 2-3' (DEPENDING ON MATERIAL) GREATER THAN VERTICAL CUT STEPS WITH DRAINAGE TO THE BACK. AVOID LOW SPOTS. STAIR STEPPING CUT SLOPES rim GROOVE BY CUTTING FURROWS ALONG THE CONTOUR. IRREGULARITIES IN THE SOIL SURFACE CATCH RAINWATER AND RETAIN LIME, FERTILIZER AND SEED. V OTAvr ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION ui:rul�nn AT CORNERS THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. EXISTING GROUND STONE CONSTRUCTION ENTRANCE SIDE ELEVATION PLAN VIEW SECTION A -A SILT FENCE EXTEND FILTER STAKE FABRIC INTO TRENCH Ill( / L!Y BACKFILL AND COMPACT THE EXCAVATED SOIL. EDGE OF EX. DRIVEWAY *ADD TO EXISTING GRAVEL AS DIRECTED BY COUNTY INSPECTOR A� B "�-1111�11 TllliiiiiillTllllli-,ll� SAF TEMPORARY SAFETY FENCE CONVENTIONAL METAL IT) OR (U) POSTS POLYETHYLENE FABRIC (ATTACH TO POSTS WITH METAL WIRES) 7 5-0" MIN 18" MIN —1 I ICI I I—III—III—III—III—III-1 I I —I I i tl i I I J.1� 6'-0" MAX � ■1 NOTE: CONTRACTOR MAY SUBSTITUTE TEMPORARY CHAIN -LINK FENCE WHERE APPROPRIATE. GATES AND OPENINGS SHALL BE FULLY COORDINATED WITH THE OWNER PRIOR TO INSTALLATION. ST) ORIGINAL GROUND ELEV. ' SEE TABLE BELOW TEMPORARY SEDIMENT TRAP �, VARIABLE r VARIABLE 1 ,.D 67 CU. YD. /ACRE VARIABLE 67 CU. YD. / ACRE n (EXCAVATED) .� FILTER CLOTH 4' MAX CLASS I RIPRAP Cross -Section COARSE AGGREGATE CLASS I RIPRAP ��6%9�Drolnage n feet) _ Area (in ac.) DIVERSION i DIKE COARSE AGGREGATE* A �EXCAVATEDf `' FILTER CLOTH f AREA J **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 Outlet (Perspective View) POINTS A SHOULD BE HIGHER THAN POINT B. GENERAL NOTES - SILT FENCE 1) The height of a silt fence will be a minimum of 16 inches and a maximum of 34 inches above ground elevation. 2) Extra strength filter fabric shall be a continuous roll. When joints are unavoidable, a splice may be made at a support post with a 6" overlap. 3) The excavated trench shall be 4 inches wide and 4 inches deep on the upslope side of the proposed location. 4) Support posts shall be a maximum of 10 feet apart where wire support is used, and no more than 6 feet apart where wire is not used. When placing silt fence across a ditch or Swale, the posts are to be set at a maximum 3' interval. 5) The trench shall be backfilled and the soil compacted over the filter fabric. 6) Silt fences shall be removed when the upslope area has been permanently stablized. MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) EXACAVTED AREA I 1-111-111— ORIGINAL (SEE CHART) -I I II III (— GROUND ELE The maximum allowable drainage area is 3 acres. Sediment should be removed from the basin when the volume is reduced by one—half. TEMPORARY SEDIMENT TRAP DATA STRUCTURE DRAINAGE (ACRES) EXCAVATED STORAGE (C.FT.) EX AREA ED (BOTTOM) EXCEPTHED FEET) DRY STORAGE (C.FT.) REQUIRED DESIGN IR LENGTH (FEET) HEIGIR HT (FEET) BERM HEIGHT (FEET) REQUIRED DESIGN 1 1.14 2,063 - 515 4 2,063 - 7 4 2 2 1.65 2,986 - 750 4 2,986 - 10 4 4 L Z I WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN AMENDMENT Z O Q Q Z O � ry O w 0 < Ua) LLJ ® (, � m J J O U_ WJQ Q) 0 LL � _ Z U o � U 1� U EROSION & SEDIMENT CONTROL DETAILS Job Number: 20040 va Op '>- rXP U ERIC A. WOOLLEY Y LIC. NO. 37088 %S��J'ONAL 8-9-2021 !+ ��� Date: August 9, 2021 Revision: Scale: As Noted Sheet No.: ES3.0 copyright © 2021 by Woolley Engineering 21 of 21