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HomeMy WebLinkAboutWPO202100045 Plan - VSMP 2021-12-06CRUTCHF1 LD CORPORATION 1. 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) Property is located within Airport Impact Area Overlay and Steep Slopes Overlay 4. Existing Zoning: LI (Light Industrial) Rezoned to Ll 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 VSMP/WPO PLAN # WP0202100045 RIO MAGISTERIAL DISTRICT I'..� 48 2036 t _ L cRUTCHFI' LD - _ _45 _z 4 f i I �ILC TMP 32-10, Charlottesville Airport Authority Deed Book 1568, p 553 Current Use: Ground Lease to Rental Car Companies 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 (horizontal: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). K. Accessible parking spaces, access isles, and accessible routes shall be installed in accordance with ICC ANSI Al 17.1-09 and the 2015 Virginia Construction Code. L. All roof drains shall discharge in a manner not to cause a public nuisance and not over sidewalks. M. A Knox Box will be required with this plan. Please coordinate the location of the required Knox Box with the Fire Marshal's office. N. Fire Flow and sprinkler system design will be provided to meet the requirements of NFPA 13. O. The Contractor shall refer to the Geotechnical Engineering Report by Underhill Engineering, dated June 14, 2021, for site geology information. 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.) Biofilter #1 will treat a net impervious suface area equivalent to the majority of improvements for phase 1. Stormwater treated by Biofilter # 1 will convey into the existing extended detention basin which will be expanded during phase 1 of work. ii.) Stormwater from the new parking area will be treated by two biofilters. Biofilter #2A and biofilter #2B both ultimately convey into the existing extended detention basin which will be expanded during phase 1. iii.) Stormwater from phase 2 improvements will be included in the net impervious surface treated by phase 1 stormwater management improvements. No additional stormwater management improvements are proposed with phase 2. 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: Commercial/Office Industrial/Warehouse Pre -Construction Post -Construction 19,323 sq. ft. 19,323 sq. ft. 84,872 sq. ft. 145,841 sq. ft. 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 1.) 238 regular spaces ii.) 7 HC accessible spaces 17. Construction Phasing See plan sheet C3.1 for proposed improvements for each proposed phase of development 18. Fire Flow Data A. Fire Flow and sprinkler system design shall meet the requirements of NFPA 13 B. ACSA Available Fire Flow: 4,376 gal. 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 ® n O \QUO 0 Ali / o SITE ti 0- p0 Z0 �� o o a�lo a �� o %o •o � o d o p nt 10 • //�� j-� S o0 0 � � II Q n �G p°,r�O o0o 0000a v O oo i 000ao o' �0000 OO ,��\ 0°� pJ IJ ph+ Oy C 1 0 0 �S SCALE., 1 " = 1000' SHEET INDEX Im 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 i 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 ❑ S1.0 Structural Details ❑ SL1.0 Photometric Lighting Plan M 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 LM 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 22901 P: (434) 817-1000 VSMP/WPO PLAN Z O F_ Q </ Z 0^ `� ry > LJJ 0 ^� Q 10� < U a) Lu C)j CIO J O _ LL W U O F_U 1� U COVER SHEET Job Number: 20040 XP VR OF ,3` Itr U ERIC A. WOOLLEY 9 LIC. NO. 37088 a O 12-2-2021 k+ J ��ss! O NAL S Date: August 9, 2021 Revision: Scale: As Noted Sheet No.: C1.0 copyright © 2021 by Woolley Engineering 1 of 22 v es LEGEND O = MANHOLE BW = BAY WINDOW -& = UTILITY POLE CO = CLEAN -OUT o = YARD OR POST LIGHT CONC. = CONCRETE ® = STORM DRAINAGE GRATE DB = DEED BOOK O = PATIO DRAIN EQUIP. = EQUIPMENT B8 = GAS METER FFE = FINISHED FLOOR ELEVATION b = SPIGOT HDPE = HIGH DENSITY POLYETHYLENE PIPE ®y = DOWNSPOUT WAC = HEATING, AIR CONDITIONING EB WATER METER JB = JUNCTION BOX m = WATER VALVE PVC = POLYVINYL CHLORIDE PIPE x )E- = FENCE RCP = REINFORCED CONCRETE PIPE e 9 = RA�l1NG TW = TOP OF WALL a = SIIGN�POST UGE = UNDERGROUND ELECTRIC LINE O = POST or BOLLARD UGT = UNDERGROUND TELEPHONE LINE x = SPOT ELEVATION VCP = VITRIFIED CLAY PIPE 0 = TREE OR BUSH WL = WAT% LINE..... WM = WATER'METER WV = WATER VALVE ? = UNKNOWN 07RIFIED LOCATION 2 CENTB Aoo � DB 1( , r 1 v � ry p h� 2 20' A.C.S.A. WATERLINE _ EASEMENT 6B 2749-652 `x \ DB 1908-476 X IRON END. - / 0 / 'V '4 CO / / ASPHALT / 20' ENT DE. WATERLINE EASEMENT DB 274E-652 IRON END. / FF - , a0/ - ti , m ER / DB i 08-4 8 / CENTEL -605 i C DB 1094 SMr. / o 7AWNAUE e EASEMENT DB 05-711 S 3837'34° W 320.18' /TMP 32-17B TMP 32-1782 TMP 32-1783CHFIELD TMP 32-17B4 CORPORATION N/F THOMAS MORGAN & SHERRARD HILL HOWEN N/F THOMAS MORGAN & SHERRARD HILL HGWEN N/F THOMAS MORGW SHERRAD HILL HOWEN DB 1028-107 DB 5070-36 DB 1033-373 DB 5070-36 / 6B 91-340 PLAT DB 413-136 PLAT DB 413-136 PLAT I a ttl11ES 1.) THE MERIDIAN IS BASED UPON PUT RECORED IN DB 863-4 PUT. ELEVATION IS BASED ON BENCH FOUND SHOWN ON TOPOGRAPHIC SURVEY DATED 1999 PREPARED BY WIUTAM S. ROUDABUSH, INC. 2.) THE LOCATIONS OF DUSTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. NO UNDERGROUND INVESTIGATION OF UPUTIES WAS PERFORMED. THE CONTRACTOR SHILL DETERMINE THE \ / EXACT LOCATION OF ALL EXISTING UTIUTIES BEFORE COMMENCING WORK. THE CONTRACTOR AGREES TO /X\ BE FULLY RESPONSIBLE OR 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 LIES WITHIN FLOOD ZONE °X°, AREAS OUTSIDE OF THE 100 YEAR FLOOD PLAIN, AS DETERMINED BY FEMA 4.) SURVEY PREPARED FOR: CRUTCHFIELD CORP. 5.) QUIET ACRES LANE IS A PRIVATE RIGHT OF WAY ALONG THE TRAVELWAY AS SHOWN HEREON. QUIET 26' W.O. o ' S84 U ILY WOODEDARU9N - /� 7U / 0574.6 \ y \ MwxD E prop=s]i ]' 01 �� AYAT lour I\ / / tnmL Pro. s Sao \ \\/ \fitOS E$AI'� RCN_ I1%DNOG FIBER OPTIC �I I I _ - is a ( ,.�, VAN 11111 FFE=594.62' 5 ,wzo n W 2uu.n \ u uQ IRON MD. SET IN MON. ) GRAM _ TMP 32-19E L( CRUTCHFIELD CORPORATION ' DB 913-330, 340 PLAT I S TITLE SOURCE TMP 32-9C CRUTCHFIELD CORPORATION DB 814-350 DB 863-1, 4 PLAT DB 1944-541, 545 PLAT I OWN TMP 32-9C �L CRUTCHFIELD CORPORATION �N Q #1 CRUTCHFIELD PARK 9 �6� CHARLOTTESVILLE, VA 22901 0 TMP 32-1 55MH RYM5624' CHARLOTTESVILLE-ALBEMARLE AIRPORT RY=584.5' IN=553.9" (8' PrL XAUTHORITY Ix•s]9.9' /(6' P,C)) aU1=553.r (e• P�) 9 0 H ELEC./ TELEM DB 3524-622 0 H ELEC.1 1ELE. \ 558 ----� / 8'PIC ER `---- 05 IRON MD. N 27'40'39° E 875.40' POE I --5�65�5�&,9BSS (/ 1 DIR.552.Y (W P3C> \\\ ■ "'\ 571.1 O0M=65J9' ` \ WOODS I /TI 1r1=560.YY 241COT RCP \ \ IN= ` ASPN4T 1 MM=568.)' 4" RCP -%l.0' \\\y\� P I I 821- 2' EPEE SOM1 \\_ '3P -1 \\ \ / 1&1 12" RCP 6° PVC fsl=5P.3' \_ \ � IN= 6.1' 24' RCP \ \\ c. DROP SSMH \ 5 15' RCP \ T M•s]5.0' \ �. IN•574.6' =565JE 6 DROP `•y? d`hl' 5 . ASRMLT CONCRETE E i0R mrr I ✓i \ \ \ J I TMP 32-19B N/F COMMONWEALTH OF VIRGINIA \/ \ BM#1 I DEPARTMENT OF TRANSPORATION /\ \ \ ( DB 1904-639 DB 1726-55D PLAT Y 56 1LIN�.\K . - S 1 lI INJ( \\ 'WOODS RIM 4' TMP 32-9C 1 \ CRUTCHFIELD CORPORATION \ \ \\ #1540 QUIET ACRES LANE lKODS� C \ $HAM BASIN SHAM RISER (4'(NA CONCJ IN 564000 8'AL2 �f POND 1 OUT= 539.9 18• HPOE CONC. WALK ASFHALT \ �''^�' �NCE 26 pPl \\ \ I �� FASFM�r 183. 490� 52B1-1 \ SHAM/BMPAYEASEMENT DB 5138-\68,474 PAT 18HOPE MO \ \ TMP 32-19C1tfftOt WRB, LLC 8END 8 & L=6' �\ 1 \\ , DB 2944-158 -- P11N 20' DRAINAGE Nmx ]� \ `>n\\ DB 1664-328-329 PUT EASEMENT M 5138-,56, 4fi3 %a1------ = 10 HPDE --- RIP RAP NOOKS • ME --__ _ AC.SA WATERLINE }\ EASEMENT DB 1588-183 M 20' - S 30'24'11° W 329.41' IRON END.31'3817° W 372.56 o ER ' SET IN MOON. IRON END. TMP 32-91)1 TMP 32-6R N/F LUCILLE T. MILLER UNIVERSITY OF VIRGINIA FOUNDATION DB 2936-652 DB 2712-325 DB 913-338, 340 PLAT DB 2635-454 DB 4957-692 PLAT BENCH MARKS BM#1 NAIL & CAP SET ELEV. 557.33' BM#2 NAIL SET TOP CURB ELEV =578.01' 50 0 50 10 150 Scale: 1• CURVE TABLE NOE ANGLE 1 RADIUS ARC CHORD BEARING LENGTH C1 16'08'38° 1561.22 11158.13 S 2445'01° E 157.61 C2 I OT43'55° 1523.40 124.96 S 15'18'46° E 24.95 G.V. 7CIRX' HUGHES LTC. NO. 1458 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 8-05-2021; AND THAT THIS PLAT, MAP OR DIGITAL GEOSPATIAL DATA INCLUDING METADATA MEETS MINIMUM ACCURACY STANDARDS UNLESS OTHERWISE NOTED. TOPOGRAPHIC SURVEY CRUTCHFIELD CORPORATION 1540 QUIET ACRES LANE RIO MAGISTRIAL DISTRICT - ALBEMARLE CO., VIRGINIA APRIL 14, 2021 REV. 8-5-21 PREPARED FOR: CRUTCHFIELD CORPORATION KIRK HUGHES & ASSOCIATES LAND SURVEYORS & PLANNERS 220 EAST HIGH STREET CHARLOTTESVILLE, VA 22902 (434) 296-6942 EE 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 Z 0 F_ Q Z NQ 0LU �> 0 X J LL < U a) w Q j J O Vm/ \ 1L W Q) 0 _ Z U o � U U EXISTING CONDITIONS EXHIBIT Job Number: 20040 Date: August 9, 2021 Revision: Scale: 1 " = 50' Sheet No.: C200 copyright © 2021 by Woolley Engineering 2of22 HATCHED AREA DENOTES STEEP SLOPES OVERLAY - MANAGED SLOPES I SSMH \ I TMP 32-1 SSMH RIM=562.4' I CHARLOTTESVILLE-ALBEMARLE AIRPORT RIM-584.5' IN=553.s" (8" PVC) PROPERTY LINE AUTHORITY N=579.9' (6" PVC) o OUT=553.7' (8" PVC) OUT=579.7 (8" PVC) I I)) r I DB 3524-622 0 H ELEC.Z TELE. N O/H ELEC./ TELE. TV 7 _ - 5 / ��. I REMOVE EXISTING RIPRAP /i 5 -- \-�- -- --------------------- - - - \ `-�--__-------��/ / QV 8" PVC _-38$-_--_ _ _�__-__- - 38r- -----� l O//--�_�--_ ------------------------------�\ \ 1 I ___ __ _ I / s S84_ // / _ _ __ -- _-------------_--_-_ - --- ---� 27°40'39" E 875.40' / /�� --_ -- -- ---\ \ CLEAR TREES AND OTHER LANDSCAPE / \\ _ _ ___ ADJUST EDGE OF ----- --- ---- -- -------------- ---_ -$A-Cif-BH-E�fYRM-k.--Z6-NiNF= _- - --- - _� REMOVE EX-ISTING CURBING. MILL AND REPAVE/ _ F PAVEI MENT - - - - - - - __ 5 0F EXISTING EDGE 0 --- LI�HtLY WOODED/BRUSHY-1 I I I I I I I dTEL ESM'T. 1094-605 arnp\ A��---- j / QUIET ACRES) LANE CITY -'CAS \ DEPTH 3 " 2 42 t C- 26" W.O. 0 =E >_" HOPE 5" HOPE 24" HOPE CONC. CONC. Wax J JA 15�� S 30'24'11" W 200. fH=39 "t -------_ - ------------sRAs+NU_s _------------ $ I APPROX. PROPOSED TREELINE REMOVE EXISTING TREE I / \ \ \\ � \ - - --_-------� X- /--<---- I---�- ----1- --- J -----f /----- / - ---------------\ \ II MANHOLE / ACCESS EASEMENT (SEE SHEET C5.0 FOR \ \ \ \ \ \ \ I I I I ` TOP-5777 / I --/ REMOVE EXISTING DI-1 AN \ \ \ \ \ \ NEW PROPOSED EASEMENT LOCATION) \ \ 1 \ I I 1 IN=56&G.24" HPDE/ DI-7 I I / / --' \ \\\ \\ \ \ \\\ \\ �_> / 11 1 1 \I I I I I\ 11 `� \ SSMH OU 66 5-24"HDP / ♦ ` \ \ \ \ / I ` \ \ \ \ I I I I / I II \ \ \ I IN-5558.9 � /g TOP-576.1 ' / / / -� § \ \ \ \ \ \ 1N=565.9' 4" HPDE / / / \ \ \ \ \ \ \ I IN=552.9' 8( �� /// / 24" I / / \ \ \ \------ / / I \ I 9UT-552.7 (8' "°PE OUT=56581--24" HDPE / , 1 I \\ \\ \ \� h\\\ \ \ \ \ \\\ \ % WOODS REMOVE AND RE-ROUTE SANITARY SEWER // I I 111 I (SEE SHEET C5.2 FOR PROPOSED SEWER) t - - morR�� -_\ EXIT-, J� � � \ POP. / � � ._ CP 1 \\ 1 1 I I II II I I IIIIII II� II 1 II I II 11I I IImoREMOVE PORTION OF EXISTING SANITARY SEWER LINE AND }RE-ROUTE SEWER (SEE SHEET C50) 4 --- I I �,IN=56 �Ir PVC) DI-313, L=6' \ \ \ \ \ \ \\ \ \ I I IIII I TOP=581.5T \ \ \ \ MFT IN=578.1' 4" PVC \ ` \ \ =568 1' D 24" z = FD76.8' 12' HOPE ASPHALT 1 \ \ \ \ OUT-55 . CP C v / p '�■ \I \\ I I I1 -----------_---/-f24"RCPHCP DI-7 �'1�Np G TOP=579.24' e. IN=576.8' 12" HPDE SDMH24" W.O. IN=5769' 6" HPDE RIM COW.OU=12" RCP 6' PVC =577.3' IN 1 24-RCP_ 26" W. I I -3B, L-6' P=590.72' SMH fl-57510 I / / -\ 6% 29RCP __\ \\_ \ \\\ � �� `� \\_�/ \✓ � I i 11 II \ I I I I II I i I T=585.5' 12" HOPE M -ss ssco WM574 64 \ 6 .0°PV R0� =s82 22' OUT=574.6 6 9 P C \ \Np )� 18" .0. �1P�N ou 57s7i.2' M T 5 519 gg(6 PV \ \ \ \ \ c I 9 R x R 18" W.O.µ o CONCRETE I I IIII I I I I / PH4LT, \��\ x \ i I CONCRETE 1 \ \\ \\ REMOVE EXISTING RIPRAP 7 ASPHALT + ufp ASPHALT \ REMOVE AND RE-ROUTE STORMWATER \� I �0 ESM'L GE ERATOR I III I I 1 \ \ \S��o \ \ ��\ \ \��R� I / / /,/ / ) I I Th Dg 1133, I I I I I I 1 \ \ \ CONVEYANCE (SEE SHEET C5.0) I / / / / I I N/F COMMO 24"x14' POP. 222 /'\1 \\'I'9'. \ \ \ - \ �� \\���\J / l l l I III / III r_-� \ \ \ I \ \ \ / \ ��� DEPARTMENT - CONC I I I I I / I I I I I \ \ \ \ 1�,.,� I DB ssco DB - - - \ I /-T\ \ \ \ \ / \ \ pae-woos \\ \ - \ \\ ♦ I / / 1 �I I / / � o I \ I 1 < m m� < 1 �56.0' 12° HDPE 1 - - m OURCE UNK.)? �\ V INV�952.0' 24" RCP m mm `c m ox z o INV( SURCE UNK.PDE� \ \\ \\\\� \\� WOODS \ \ \ I J RIM I 1 \ \ \� \ \\�\ \ =\\ \ �_ _y60 \ I I RIM 55.1} I '� N o ABANDON PORTION OF EXISTING DRAINAGE EASEMENT�� % \ \ \\ \\ \ \\ \ \\ �_� \ \ T- I�� IN- 51.51 d! (SEE SHEET C5.0 FOR NEW PROPOSED LOCATION) o \ \ \ \ \ \ \ �\\ \ \\\\ \ I I OUT 551.E \ OUTTI551.4 \� l�v CL \ \ I SEE ARCHITECTURAL PLANS FOR RE-ROUTING TMP 32-9C ABANDON EXISTING STORMWATER MANAGEMENT EASEMENT \ ) OF EXISTING ROOF DRAIN LEADERS CRUTCHFIELD CORPORATION (SEE SHEET C5.0 FOR NEW PROPOSED LOCATION) #1540 QUIET ACRES LANE \ ( I I \\ \ \ \ \\ \ \\ `�\`\ \' 1 ��_ �-A ABANDON PORTION OF EXISTING DRAINAGE EASEMENT (SEE SHEET C5.0 FOR NEW PROPOSED LOCATION) \\ I\ \ \\ \ I\ 1\ \ woods ; I j I I I I I I / 4 \ \ \ \\ \ \ \ \ I \/ I 111� I I I 1 1 I I 1 1 1 / WM BASI \ / Sy SWM RISER (4' DIA. CONC.) NOTE: \ 1 \ \ \ \ \ \ \ M✓ / \I llll 1 1 1 /// //// I / s TOR 546.07'' (4-2'x0.5') -FFE=594.62' SEE PHASING EXHIBIT ON C3.1 / I / / / / IN= 540.0' 8" PVC FROM POND FOR ORDER OF IMPROVEMENTS \I I \\ \\ \ \\ \ \ \ \ \ I I I I I III I OUT= 539.9 18" HPDE 111 lll AF j/ / 0 - �,1 eia =5 . 9' . WATERLINE WM 1 DB 905-711 CONC. WM CONC. WALK FDc \\DC ICIT5g5 - ouurAPPROX. PROPOSED TREELINE POD �ENCE ° H P � 18° HD \ I I J `\ \ \--� \ \ I \ \ \ \ \ TMP 32-19C1 INV. 582 \ I \ \ , \ \ \ \ \ \ 8 23L-6 I \ \ _ \ _� , DI \ \ \ \\ \ \ \ \ \ I I \ \ \ \ e\ \ \ \ \ \ \ \ \ WRB, LLC N \__ `- ` \ 45 DB 2944-158 - _ PERMANENT 20' DRAINAGE __ _ OP 89.56'_ _ _ ---- -�- a -� \ \ \ \ \ \ \ I I \ \ \\ \\ \ \ \ \ \ 1 \ \ \` DB 1664-328-329 PLAT EASEMENT DB 5138-456, 463 PLAT IN=58 3' )8" HPDE / 1 \\ RIP-W \ \ \ \ \ \ 1 \ \ \ -- OUT=55 .2' 18' -HPDE-1- -- ---- \ --`-- +---- - \ \ \ \ ` - ---�- - \ - - \ \ \ \ ODDS \ I - -- W - / / 7-- \ --- \ -- \ \ -- \ --- - \-------\---\- \--\ -- --- \ --- --��-- --\ 1 \ I �- +_ � I- A -\ \ M M 20' A.C.S.A. WATERLINE V� / / I \ \ \ 1 \ \ \ \ \ \ \---�---� ---) rt N. A -----\--- \ EASEMENT DB 1588-183 S 30'24'11" W 329.41' I� s IIRON FND. SFT IN MON 0 30 I I SCALE: 1" = 30' EE 0 VUOOLLEY 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 Z 0 F_ Q Q O ,,z V 0��� W 0 (1 W U a) w QCIO J O � Q ILL w Q) 0 Z U o � U U DEMO PLAN Job Number: 20040 OF RIC A. WOOLLEY LIC. NO. 3703✓5 12-2-2021 � tiJ �IDNAL �/ Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: CIO copyright © 2021 by Woolley Engineering S 31°38'17" W inn�i rain 3of22 v 15 PHASE 1 - FOR EXHIBIT ONLY SCALE: N.T.S. 14 - ----------------- 7 PROPERTY BOUNDARY 7 DLJACC 1- 16 1. PRELIMINARY GRADING FOR ALL PHASES 2. NEW WAREHOUSE BUILDING ADDITION (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 ASPHALT 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 #2B (695 SF) 17. FINISH GRADE FOR PARKING AREA 18. INSTALL LATERAL AND WATER LINE EXTENSION. STUB OUT AND CAP EACH END 0 --------------- 10 0 4 PHASE 2 - FOR EXHIBIT ONLY SCALE: N.T.S. 21 e - '-'- -'� 0 PROPERTY BOUNDARY C3 0 19 20 19 ------ 22 I I I lm I I I I I I a q PHASE 2 : (PROPOSED IMPROVEMENTS SHOWN FOR BOTH PHASES) 18. NEW WAREHOUSE BUILDING ADDITION (38,657 SF) 19. NEW FIRE HYDRANT AND FDC 20. FIRE ACCESS DRIVE (20' WIDTH) 21. NEW 6" WATERLINE 22. FINISH GRADE AROUND PHASE 3 IMPROVEMENTS EE 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 Z O F_ Q Q Z 41 O 'O � � LI.J O ^� X � L.L U a) L Lu Q �, � m _j J O � Q LL W O 0 _ z U o � U 1� U PHASING EXHIBIT Job Number: 20040 OF uc. No. 37088 12-2-2021 Z1kI0 NAL '6% Date: August 9, 2021 Revision: Scale: As Noted Sheet No.: C3* 1 copyright © 2021 by Woolley Engineering 4of22 ®� TRANSITION FROM CG-3 TO CG-6 (PHASE 1) STOP S 30'24'11"' W 200. 3 RIP RAP R 138' PHASE 1: PRE-TREATMENT CELL FOR EXTENDED DETENTION BASIN (SEE SHEET C6.0 FOR DETAILS) R5' 18' TYP 9' TYP �II I SPACES 0 50' BUILDIP PHASE 1: BIOFILTER #2A - 728 SF LEVEL 2 (SEE SHEET C6.0 FOR DETAILS) N 27'40'39" E 875.40' 13" GUM UM USE BUFFER / 30' PARKING SETBACK NEW CG-2 (PHASE 1) NEW CG-b (PHASE 1) LR CONCRETE DRAINAGE FLUM€(PHASE 1) 91 I I I 26 SPACES 60.3' NEW CG-6 (PHASE 1) 135' R25' 18' TYP 9' TYP -------- I Qf3M#2 15 SPACESyl TRANSITION FROM CG-3 3 TO CG-6 (PHASE 1) CG R5' IRS'DELIVERIES NEW CG-2 (PHASE 1) NEW CG-6 (PHASE 1) p 8 IEW CG-3 (PHASE 1) R250' ASPHALT AFDC HP CG 2 TO BE REMOVED AND REPLACED FOR DI INSTALLATION 0 24" W.O. ■ 26" W.CIO .axc. w,u O 6" PVC pm m II Ir+ o CONCRETE b FDC SIGN m ASPHALT 1 24" R.O. a 5Z I %GV EXISTING ISTRATIVE A[ ✓E EXISTING ox+c. wnix MAINTENANCE BUILDING- 1,200SF (PHASE 1 EXISTING CRUTCHFIELD WAREHOUSE S 30*24'11" W 329.41' NEW FIRE HYDRANT (PHASE 1) PHASE 1: NEW ASPHALT PARKING AREA SETBACK PHASE 1: BIOFILTER #2B - 695 SF LEVEL (SEE SHEET C6.0 FOR DETAILS) TRANSITION FROM CG76 P� TO CG-3 (1) R4\ R55' O Y3 i 1 10 72' 18' TlYP GG3 CG-2 g TYP 8 SPACES J 44' ►I R5' R4' 4" WIDTH CURB (PHASE 1) GRAVEL ACCESS DRIVE R25' 91 NEW FIRE HYDRANT (PHASE 2)1 NEW SANITARY SEWER MANHOLE (PHASE 1) �\ 7NEW LE (PHASE 1) NEW STORM SEWER MANHOLE (PHASE 1) ORM SEWER MANHOLE (PHASE 1) NEW GRAVEL FIRE A ESS DkCHASE fl— NEW FDC (PHASE 2)CONCRETE LANDING (PHASE 2) NEW CG-3 (PHASE 1) CONCRETE DRAINAGE FLUME (PHASE 1) 10.6' 73.04' 60' 5 TRANSITION FROM CG-6 173.80' TO CG-3 (PHASE 1) 69' APPROXIMATE LIMITS FOR CONTRACTOR NEW CONCRETE LO DING 58.5' TO MILL AND REPAVE EXISTING ASPHALT DOCK AREA (PHASE 1) 12.67' INEW RAMP WITH LANDING (PHASE 1) ASPHALT (PHASE 1) CONCRETE 40' NEW RAMP WITH LANDING (PHASE 1) SEE ARCHITECTURAL PLAN SHEET A8.21 20' \\\\\\\\\\ NEW WAREHOUSE EXPANSION (PHASE 2) 38,657 SF FFE = 569.89 IIIII� ```• �' •• • • • • •• NEW WAREHOUSE EXPANSION (PHASE 1) 22,312 SF FFE = 569. NO MAN DOORS ALONG AFDC SIGN INEW FDC (PHASE 11) THIS BUILDING FACE PHASE 1: BIOFILTER PRE-TREATMENT SHEET PM FENCE CELL (SEE SHEET C6.0 FOR DETAILS) PPD ACCESS PATH (PHASE 1) 413V — --- ,--— — — — —-- S 31'38'17" 372.56' LPHASEOFILTER #1 - 2,640SF LEVEL 2 PHASE 1: EXPANDED EXTENDED DETENTION BASIN - LEVEL 1 N W FIRE HYDRANT (PHASE 1) SEE SHEET C6.0 FOR DETAILS) HATCHED AREA DENOTES LIMITS OF NEW BASIN (SEE SHEET C6.0 FOR DETAILS) 1 NO MAN DOORS ALONG THIS BUILDING FACE U LL U z 9 M m U z O 0 O 0 Z Q O z C O O O a. mow° r�r RIP w Oh SEGMENTAL BLOCK RETAINING WALL TOW = 550.50 BOW = 547.00 EE L. 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 Z O Q Z /� LL � O •O �; LLJ Ow< X � Ua) LLJ C jILL J o - W U o � U ry U LAYOUT PLAN Job Number: 20040 zx of Pf� ERIC W. wLLE LIC. No. 8708✓� �O 12-2-2021 19SIONAL Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: C400 5 of 22 copyright © 2021 by Woolley Engineering s o S� o o � 4 0 H ELEC. TELE. I i 58 O H ELEC. TELE. 5 ss- �. a° \vc ____=-- -----_____�JS`r_ — — — __�------------ — — — ------ ----- 584, / \— 1\ I I I I I I I I I ( I I I I I I I I I I IhI ---------------#2%'Vn75.41Y--_ — — — — — — ---�\_ / BLOCK WALL TO BEINSTALLEDDURING I I I I I I I I I I I I I \ \ \ IIII 1 1 1GtiAr--------- _ ------------�� ��� �� PHASE I TO BE PART OF BUILDING WALL 1 I I I I I I I I I I I I I \\I \ICJ ------------------- �8B ----- ------ __��� �\ -----/ FOR PHASE 2WAREHOUSE EXPANSION \\ \ — — — — ------3&---US--EB-H—zFFW--/---30'-R_—A_R—M— G--SE—T_—BA�—rK-- PHASE 1:PRE-TREATMEN— --- —_--_---_---__---- -----_------ —�—� — EXTENDED DETENTION BASIN 582 r CELL FOR (SEE SHEET C6.0 FOR DETAILS) I \ I \ \ 44_Z-, �_ �0 \\ \ \\569\ 00 5$%//i' /� % �1 Caw \ 569 I I I I I / /// STOP \L—\ I I \ — -0 b — �=— — �� \� -- —�-- 5880 \ \ ss S 00 \8� + s%s �\ I I // j / —' / \ \� \ � ��� \�—/ 568. \565sZ+ INSTALL WATERLINE LATERAL AND MAIN IN 26" W.O. J j 24" W.O. II I I v + 565.8 CONCRETE + 565.7 l 11 I'll I IIII HATCHED AREA DENOTES APPROXIMATE LIMITS FOR CONTRACTOR TO OVER -FILL DURING PHASE 1 GRADING PHASE 1 WAREHOUSE EXPANSION EXISTING CRUTCHFIELD WAREHOUSE HATCHED AREA DENOTES APPROXIMATE LIMITS FOR CONTRACTOR TO OVER -EXCAVATE DURING PHASE 1 GRADING tol S 30'24'11" W 200.77' 3 L 569 \ GRADING INSET ��t1 ��l..1"i,�svtii��.L�!■ T, LF%rffu Ll CONCRETE S 30'24'11" W 329.41 IAPPROX. LIMITS OF DISTURBANCE (TYP)I \565�t II O 2 140 57 . / 56 . I \ I \ \ 565 7+ h� kSPH&T \ \ \ \ \ ASPH4LT 1-565.8 CONCRETE + 565.7 I \ \ \ \ CONC EXISTING CRUTCHFIELD WAREHOUSE \\ EXTENSION UNDER NEW CONCRETE LOADING \ \ \ DOCK DURING PHASE 1. STUB OUT AND CAP \\\\\ \\ BOTH ENDS FOR COMPLETION DURING PHASE 2. \ \ \ APPROXIMATE LOCATION OF FOUNDATION DRAIN TO BE II I I I I I I I \ INSTALLED DURING PHASE 1. (SEE ARCHITECTURAL 1 I I I I \ \ \ PLANS FOR BACKFILL AND DRAIN DETAILS) I I I I I — I Tj LLI — — \ \ / v o n d� 56510 \ 00 — \ NEW WAREHOUSE EXPANSION (PHASE 1) 22,312 SF FFE = 569.89 HATCHED AREA DENOTES LIMITS OF GEOGRID STABILIZED SLOPES (2:1 MAX SLOPE) 7 IN,\ \\ \ \ \ \ \ \ ouMPS PQ \ P� C\ENCE \ \ \ \ \ \ -- ds o �s S 31.38'1 REPLACE RIP RAP PHASE 1: BIOFILTER #1 - 2,640 SF LEVEL 2 (SEE SHEET C6.0 FOR DETAILS) M0, TT - _I \ \ \ PHASE l: EXPANDED EXTENDED DETENTION BASIN - LEVEL 1 \ \ HATCHED AREA DENOTES LIMITS OF NEW BASIN SSS (SEE SHEET C6.0 FOR DETAILSI I r /I / I I I I \ I IIII � I I/I I I 714\P TN�\ PPROX. LIMITS OF DISTURBANCE (TYP) 0 EE 0 VUOOLLEY 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 Z O F_ Q Z ^Q 0 `� > LU O w U a) < w QCIO J O � Q LL w 0 Z U o � U 1� U GRADING PLAN PHASE I Job Number: 20040 OF Rlc A. WOOLLEY LIC. NO. 370ft5 12-2-2021 �Y �IONAL Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: C401 copyright © 2021 by Woolley Engineering 6of22 4 0 H ELEC. TELE. 1 h 0 H ELEC.Z TELE. N oyq 5 PHASE 3: BIOFILTER #2B - 695 SF LEVEL PHASE 3: BIOFILTER #2A - 728 SF LEVEL 2 = _ _ — — — — — — _ (SEE SHEET C6.0 FOR DETAILS) (SEE SHEET C6.0 FOR DETAILS) — — — — — — — — — — — — — /o_ _ _ — — — — ��/� / �j �o s�o �58�� -- ///� N2'4�'3J°EH754O`—------- —\ — \ ----- ////// 480 ---------- ------ ---- — \ \\\\ —------- 30'4U$EH BFFW/-3O'�ARKHG-SETBAeK= PHASE 1: PRE-TREATMENT CELL FOR _ — — _ — — — — — �✓75— EXTENDED DETENTION BASIN — — — — — —_ _ — — — —_ (SEE SHEET C6.0 FOR DETAILS) \ — �� r — — _ — _ — _ i �� \\\ \ \\\\ 582 580 - �w w w� w - w w �-w-, W- w w w — w =ter- - ----- ///////i/ii// 10 / / /� ` , / \ / / — — _ , s74s I 1 \ sit s7, 575 574 573 570 -569 568 hb \ \ STOP 24" W.O. 26" W.qo Q ILE S 30'24'11" W 200. 3 1115 b FDC SIGN R.O. wu 0 k1 1 I`17 \ \ A D L \ \ ASPHALT \ \ \ \ II Y HCP - �56s�i o --465 �s6s —o� kSPHALT µ o CONCRETE N I I\ \ w I I + ASPHALT AS 565.8 CONCRETE + 565.7 GENERATOR PN4Lt \ EXISTING ISTRATIVE A[ ✓E EXISTING EXISTING CRUTCHFIELD WAREHOUSE ox+c. wnix DUNG. WALK <--LU12 C \ wP \IVNCE IIR II III 9 S 30'24'11" W 329.41 IAPPROX. LIMITS OF DISTURBANCE (TYP)I LIMITS OF DISTURBANCE (TY APPROX. OF DISTURBANCE (TYP) 1 �1 8- TVC I IIIIIIIIII I I I I II I I I I III1�1�-. s69 I I I I I I III I\I l i/� i IIII 1 _ e568 / 1567 I I �"V566 \ I I I I^ / \\\ I I I I I I I I I 'ROXIMATE LOCATION OF FOUNDATION \\ I I I I `I. I I UN TO BE INSTALLED DURING PHASE 2. I I ( I I ARCHITECTURAL PLANS FOR DETAILS) I I II I I I I I I II IIII II i,l i i I� I I/ NEW WAREHOUSE EXPANSION 0/ KA 77 DRAIN TO BE INSTALLED DURING PHASE 2. W, (SEE ARCHITECTURAL PLANS FOR DETAILS) i 1 WA /•• •E INSTALLED DURING PHASE 2.,.� •I TECTURAL PLANS FOR DETAILS) ' I I 44W 1` 11 `� ���� �• S 31'38'17" PHASE 1: BIOFILTER #1 - 2,640 SF LEVEL 2 (SEE SHEET C6.0 FOR DETAILS) N YW,4 TAL 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) ssI EE 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 Z O F— Q Q Z 0 V) LU O w U a) < w Q j CIO J O Q IL W Q) 0 i Z U o � U U GRADING PLAN PHASE 2 Job Number: 20040 OF RIC A. WOOLLEY LIC. NO. 370Bt/ 12-2-2021 �Y 1 rib,IONAI, -/ Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: C402 copyright © 2021 by Woolley Engineering 7of22 EX STORM MH 12 EX STORM MH DI-7 DI-7 (TOP TO BE ADJUSTED) (TOP TO BE ADJUSTED) TOP=576.19' TOP = 579.00 TOP = 576.50 IN=565.9' 24" HPDE OUT=565.8' 24" HOPE INV OUT = 566.5 24" HDPE INV OUT = 565.8 24" HDPE INV IN = 568.0 24" HDPE INV IN = 565.9 24" HDPE 0 H ELEC. TELE PROPOSED 29 WIDTH PUBI PROPOSED NEW STORMWATER MANAGEMENT EASEMENT SEES E C5.3 F R CATION OF WATERLINE TIE-IN \ � 13' GUM 1N 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) SS MH 4 NEW STRUCTURE #10 WITH Rim = 568.80 PROPOSED 40' WIDTH PUB IC AIN GE EASE ENT STORM DI10 124"GMAIL TOP DROP INLET INV OUT = 559.90 Rim = 568-.50 INV IN = 560.00 SS MH 3 lg \ \ / AISE TOP OF EXISTING 30' USE BUFFER / 30' PARKING SETBACK Rim = 564.00 INV OUT - 565.00 \ MANHOLE # 12 TO 597' INV OUT =7= \ NEW FIRE HYDRANT TO BE CONSTRUCTED DURING PHASE 2 INV IN = 557.7.70 - - - - - - _'\ S 1 \ - - - - / \ 9P 5, \ CORPORATION STOP AND 3/4" WATER METER WIIH-%RVICE LATERAL MU<573.6' V.=571.2' R\ CP\ / W r W _ W W _ W yy _ W _ W yy yy - yy yy w - w - w w \ �\ ARCHITECTURAL PLAZ FOR LATERAL CONTINUATION) \ \ 24" / - /MANHOLE - - - - r_�- ��-��\ \ TOP=577.7' 7 1 STORM DI 9 SEE SHEET C3.1 AND C4.1 FOR PORTION OF WATERLINE EXTENSION / ( 1 3) / / \ N=568.0 2-�HPDE (� 1� NEW STRUCTURE #9 WITH Rim = 569.00 \ \ 4 / TO BE BUILT DURING PHASE 1 TO BE STUBBED OUT AND CAPPED 3 7 UT=566.5' 24"HDPE `_� ROUND DI-1 GRATETOP INV OUT = 563.80 PE 10 / 98' \ \ DI-7 INV IN = 563.90 �O \ 225' 6" PVC TOP= 76.1 I 15 \ S S S S S S �� 44 IN=5 .9' 206- 36"HDPE 9 �_\ 24" HOPE \ O 1 �\ 4 ---------------- 3 I I INV.=581 \ / W / SSMH 2 RIM=558.9' \ „�OQ W r - I I IN=552.9' �8" PVC) OUT=552.7 (8" PVC) STORM MH 7 W / � - b m M#2 IN- S 0.7 2 RP DI-36, L=6' Q IN=s o.T 4" H P (EX STIR WITH NEW IN o C, OUT=560.7' 24' RCP Rim = 573.80 SS MH 5 1 4 INV OUT = 560.70 Rim = 565.70 �b o T DELIVERIES CONVERT EXISTING DI-3B `ry INV IN = 560.70 (24') INV OUT = 561.05 h I I n 1 PROPOSED NEW STORMWATER -1 MANAGEMENT EASEMENT ® TE=5 jV -42_t N=5 3.0 15" HDPE �^ 29' 24" HDPE 26W.O. J / " ti• T#--`--�L_ \ 3" KEY OSanitary Sewer Structure 3� Storm Structure O B 'E- New Light Fixtures Boundary Easements Electric E Fiber Optic F.O. Gas G W Telephone T A Waterline W 0 BP = Break Point s i N Conic. = 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 MW PA S 30'24'11" W 200.77' 3 IS; OP OF EXISTING DI 7 T RM STRUCTURE #11 N REPLACETOP V IT I ROUND DI-1 TOP j 24" W.O. 26" We L 6' 590.72' 585.5' 12" HDPE 0 16" W.O. 1� b FOL`$IGN \ f EXISTING ISTRATIVE AD ✓E EXISTING E M.w UI-JC, L-b TOP=581.57' N=578.1' 4" PVC OUL576.8' 12' F TO A STORM MANHOLE b �P. INV IN = 570.00 (12") INV IN = 561.15 6" INV IN = 563.50 (15") INV IN = 562.20 4" NEW WAREHOUSE EXPANSION I o 8 NEW DI-313 STORM INLET, L = 4' STORM DIB 8 ASPHALT 577.00 DI-7 INV OUT = 571.00 TOP=579.24' IN=576.8' 12" HPDE SDMH IN=576.9' 6" HPDE RIM=577.3' OUT=576 5' 12" RCP 6" PVC SMH �s N w ASPHALT m l' CONCRETE EXISTING CRUTCHFIELD BUILDING S 30"24' 11 " W 329.41' )POSED NEW FIRE HYDRANT WITH 20' WIDTH EASEMENT TO BE BUILT WITH PHASE 1 IMPROVEMENTS SD INV IN = 563.70 (6) O RIy= 568.1' IN--0' 2�RCP `_ _ OUT=558.9' 24 RCP / 624" RCP \ = ; \ U) No - J EX STORM M11-6 Rim = 568.10 / Vr S INV OUT - 558.90 ( 5 ) / 4558 < INV IN = 559.00 _ 7 �` 566 `- DROP S 565_ CUT EXISTING SEWER LINE Rim ) AND ADD A NEW MANHOLE INV 77I (SEE SHEET C3.0) !NV F IA PW1LT CONCRETE I NOTES: . SEE SHEET C5.1 FOR STORM DRAINAGE PROFILES SEE SHEET C5.2 FOR SANITARY SEWER PLAN AND PROFILE SEE SHEET C5.3 FOR WATERLINE PLAN AND PROFILE PROPOSED NEW FDC TO BE BUILT WITH PHASE 1 IMPROVEMENTS NEW WAREHOUSE EXPANSION (PHASE 1) 22,312 SF FFE = 569.89 RJR CL bo 20)\ v N \ 4-3 SSI RIM-MH MM 555.4' \ IN=551.5' �6" PV) OUT=551.6 8" PVC OUT=551.4' �8" PVC; Outfall 1 Rim = 550.00 INV OUT = 547.00 ----- - - ---- CI 1 RIPRAP 9' WIDTH AT 547' ELEV 11' WIDTH AT 540' ELEV EX STRUCTURE (TO REMAINCONC.� SWM RISER (4' IA. TOP=546.01' WEIR=545.54' (4-2'x0.5') IN= 540.0' 8" PVC FROM POND OUT= 539.9 18" HPDE u RIP 3' WIDTH AT 547' ELEV 16 6' WIDTH AT 540' ELEV I /�FDC SIGN PROPOSED NEW FIRE HYDRANT WITH 20' WIDTH EASEMENT TO BE BUILT I i 78' WITH PHASE 1 IMPROVEMENTS 81' - - NpPE SBR _ --- 2 -12' Outfall 14 P P� FENCE - Rim - 548.00 PIV INV OUT = 547.00 ES-L / / INV.=582.0 _ --- / / JIF HDPE _ =_ I------1 TOP=589.56' - - N=583.3 18"HPDE----------\ i eH1=583.2� HPB-- / v- ------ =- =- = =- --- - - - S 31'38'17" W 372.56' SEGMENTAL BLOCK PROPOSED NEW 10' WIDTH PROPOSED NEW STORMWATER RETAINING WALL STORMWATER ACCESS EASEMENT MANAGEMENT EASEMENT PROPOSED NEW STORMWATER TOW = 550.50 ROOF DRAIN LEADER (SEE MANAGEMENT EASEMENT BOW = 547.00 ARCHITECTURAL PLANS FOR LOCATION) EE 0 VUOOLLEY 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 Z 0 F_ Q Q z O ,, V ^ / O (1 W _J U a) w Q jILL m J o ) Q LJJ 0 U I- U 0 F_U �i U UTILITIES PLAN Job Number: 20040 NTH OF RIC W. WOOLLEY LIC. NO. 370ft5 12-2-2021 Is �IONAL S�Y/ Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: C5e0 8 of 22 copyright © 2021 by Woolley Engineering LM 0 WooLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 _---\ \- -- '- - copyright ©2021 by Woolley Engineering coop4000 ' I I / PHASE 1: BIOFILTER #2B - 695 SF LEVEL 2 I PHASE 1: BIOFILTER #2A - 728 SF LEVEL 2 (SEE SHEET C4.1 FOR PROPOSED GRADING) / (SEE SHEET C4.1 FOR PROPOSED GRADING) PROPOSED BIOFILTER #2B DRAINAGE AREA: I PROPOSED BIOFILTER #2A DRAINAGE AREA: TOTAL DRAINAGE AREA = 0.48 AC 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 I50'BUILDINGS ACK 4 DTAL DRAINAGE AREA = 20.15 AC ON -SITE = 10.62 AC OFF -SITE = 9.53 AC APERVIOUS SURFACE = 7.84 AC ON -SITE = 5.10 AC OFF -SITE = 2.74 AC ERVIOUS SURFACE = 12.31 AC ON -SITE = 5.52 AC OFF -SITE = 6.79 AC OST-CONSTRUCTION: DTAL DRAINAGE AREA = 20.15 AC ON -SITE = 10.62 AC OFF -SITE = 9.53 AC APERVIOUS SURFACE = 9.92 AC ON -SITE = 7.18 AC OFF -SITE = 2.74 AC ERVIOUS SURFACE = 10.23 AC ON -SITE = 3.44 AC OFF -SITE = 6.79 AC own nomm 30 USE BUFF R/3U'PARKING SETBACK- � - ` - - son" 10 ® 3 0 0, ` 9 _' -- �4 TOTAL DRAINAGE AREA = 0.89 AC IMPERVIOUS = 0.42 AC PERVIOUS = 0.47 AC r E-/ 4 TOTAL DRAINAGE AREA = 2.13 AC IMPERVIOUS = 1.10 AC PERVIOUS = 1.03 AC (PHASE 2) ■ SON MAINTENANCE BUILDING - 1,200 SF WITH ACCESS PATH (PHASE 2) i EXI TIN CRUTCHFIELD WAREHOUSE I I I I I I B, W 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 GRADING) EXPANSION (PHASE 1) 22,312 SF :Fr- = SA9 RC 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 Filterro 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: Outfall #1 - Stormwater flowing through the existing Filterra BMPs will remain unchanged since this area is located outside of the scope for the project. The stormwater quality treatment load remains the some as pre -construction conditions. Outfall #2 - 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. The existing standpipe and existing dam embankment are proposed to remain. In order to retain the flows the top of the existing dam embankment will be raised 1' and the new top will be 549'. A pre-treatment forebay is being proposed in the west corner of the site near the entrance to pre -treat runoff prior to it entering the proposed pipe conveyance system. 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. Stormwater flowing into biofilter #1 will convey through leaf screens as part of the roof drainage conveyance system and then through a pre-treatment cell prior to entering the biofilter. Stormwater flowing into biofilter #2A and #2B will convey through a gravel diaphragm and then a pre-treatment cell prior to entering the respective biofilter. Forebays will capture over 20% of the overall flow prior to entering the expanded extended detention area. These forebays include the pre-treatment cells for the biofilters as well as an additional forebay near the entrance of the site to capture water conveying from the existing parking lot. There are no additional stormwater quality measures being proposed with phase 2 improvements 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 channel just down -stream of 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 stormwater exiting the basin via the existing standpipe and the existing emergency spillway since it is the point where all drainage conveying through the basin 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 outfoll tabulation chart. Summary: The energy balance at the point of interest for the 1-YR, 24-hr storm is being met which satifies VSMP regulations under Part II B, Water Quantity (9VAC25-870-66.B.3). 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. BIOFILTER #1 PLAN ALTERED RIPRAP CONVEYANCE CHANNEL 1 = 20 F PRE-TREATMENT CELL = 681 CF r BF JP JP JP JP CW VF BF VF JP JP JP II �; BF P JP JP JP I ��' II JP JPP a CW II JP JP J II CW II VF gF II SCH 40 PVC PERFORATED UNDERDRAIN NETWORK TO TIE-IN TO BF BF NEW STORM STRUCTURE PLANTING LEGEND: NEW STORM STRUCTURE WITH - - - - (3) CW = ILEX VERTICILLATTA (COMMON WINTERBERRY) ATRIUM GRATE STANDPIPE (3) VF = ITEA VIRGINICA (VIRGINIA SWEETSPIRE) TOP (SEE C5.0 FOR INVERTS) (23) JP = EUPATORIUM PURPUREUM (JOE PYE WEED) _ - - _ _ _ _ _ _ _ _ (11) BF = IRIS VERSICOLOR (BLUE FLAG) NEW FENCE EE 0 VUOOLLEY 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 Z O F_ Q Z /-Q O L1J O X W � UQ) < LLJ C)jLL CIO J O Q W 0 U 0 � U Wi U STORM WATER MANAGEMENT PLAN Job Number: 20040 OF RIC A. WOOLLEY LIC. NO. 370ft5 12-2-2021 �Y i1 elONAL �/ Date: August 9, 2021 Revision: Scale: As Noted 110' WIDTH BMP ACCESS PATH (PHASE I JP 3' Sheet No.: PHASE 1: EXPANDED EXTENDED DETENTION BASIN - LEVEL 1 HATCHED AREA DENOTES LIMITS OF NEW BASIN BOTTOM FOOTPRINT = 4,784 SF GAVEL IAPHRAGM EXISITNG STANDPIPE (TO REMAIN) C NCRErE DR INAGE FLUM C600 RAISE EXISTING DAM 1' FROM ELEV = 548' TO ELEV = 549' PLANTING LEGEND: (3) VF = ITEA VIRGINICA (VIRGINIA SWEETSPIRE) POINT OF INTEREST (22) JP = EUPATORIUM PURPUREUM (JOE PYE WEED) 12of22 copyright © 2021 by Woolley Engineering COUNTY OF ALBEMARLE - • Department of Community Development ��HCINIr Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. VSMP AS -BUILT REQUIREMENTS N.T.S. Maintenance and Inspection Schedule: 1. The biofilter 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 of 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. TOP OF STRUCTURE = 566.00 I�Iq�71_\[nl�gl�r� 4'- 2" STRUCTURE INV IN (8" RDL) = 562.78 O (2) INV IN (6" LID) _ 561.25 INV OUT (12") =5usn ATRIUM GRATE TOP 2.5' x 2.5' 1 U PONDING DEPTH BIOFILTER # 1 - LEVEL 2 CONTRIBUTING DRAINAGE AREA (ACRES) 2.13 SIZING (FT'): DESIGN SURFACE AREA 2,640 STORAGE DEPTH (FT): A: MEDIA DEPTH 3 B: GRAVEL DEPTH 1 C: SURFACE PONDING 1 EQUIVALENT TOTAL DESIGN STORAGE DEPTH 2.15 ELEVATIONS (FT): SOIL MEDIA - TOP 565.0 SOIL MEDIA - BOTTOM 562.0 GRAVEL LAYER - TOP 562.0 GRAVEL LAYER - BOTTOM 561.0 TARGET REQUIRED TREATMENT VOLUME Tv (FT') 4,541 BIOFILTER #2A - LEVEL 2 CONTRIBUTING DRAINAGE AREA (ACRES) 0.50 SIZING (FT'): DESIGN SURFACE AREA 72g STORAGE DEPTH (FT): A: MEDIA DEPTH 3 B: GRAVEL DEPTH 1 C: SURFACE PONDING 1 EQUIVALENT TOTAL DESIGN STORAGE DEPTH 2.15 ELEVATIONS (FT): SOIL MEDIA - TOP 575.5 SOIL MEDIA - BOTTOM 572.5 GRAVEL LAYER - TOP 572.5 GRAVEL LAYER - BOTTOM 571.5 TARGET REQUIRED TREATMENT VOLUME Tv (FT') 1,252 BIOFILTER #2B - LEVEL 2 CONTRIBUTING DRAINAGE AREA (ACRES) 0.48 SIZING (FT'): DESIGN SURFACE AREA 695 STORAGE DEPTH (FTi: A: MEDIA DEPTH 3 B: GRAVEL DEPTH 1 C: SURFACE PONDING 1 EQUIVALENT TOTAL DESIGN STORAGE DEPTH 2.15 ELEVATIONS (FT): SOIL MEDIA - TOP 568.0 SOIL MEDIA - BOTTOM 565.0 GRAVEL LAYER - TOP 565.0 GRAVEL LAYER - BOTTOM 564.0 TARGET REQUIRED TREATMENT VOLUME Tv (FT') 1,195 TOP OF BANK = rA7 36" - MEDIA LAYER 3" - #8 STONE LAYER 9" - #57 AGGREGATE LAYER NON -WOVEN GEOTEXTILE FABRIC WITH A FLOW RATE OF > 110 GAL/MIN/SQ FT. 62' _ 12„ FIDP (GEOTEX 351 OR EQUIVALENT) -15.4% ?.•I S/OFS�OpF CONCRETE CURBING � F� ASPHALT PAVEMENT 4' WIDTH CONCRETE DRAINAGE FLUME - VARIABLE LENGTH (SEE PLAN) 1:1 SIDE SLOPES FILTER FABRIC #57 AGGREGATE (OFF-WHITE COLOR) TYPICAL GRAVEL DIAPHRAGM DETAIL N.T.S. 36" BIORETENTION SOIL MEDIA 1 9" WASHED #57 AGGREGATE NON -WOVEN GEOTEXTILE FABRIC WITH A FLOW RATE OF> 110 GAL/MIN/SQ FT (GEOTEX 351 OR EQUIVALENT) TYPICAL BIOFILTER CROSS-SECTION N.T.S. I� 7 RIVER ROCK 2"-4' (MATCH #57 AGGREGATE COLOR) (SEE PLAN) BIOFILTER SIDE SLOPE 3" WASHED #8 AGGREGATE SIDE SLOPE EXCAVATION NEED NOT BE VERTICAL 6" SCHEDULE 40 PVC PERFORATED UNDERDRAIN PIPE NOTE: SCH 40 PVC PIPE PREFORATIONS SHALL BE 3/8" PERFORATIONS AT b" O.C. KlnC V1 ATDII IAA Oni VI CCIAI 6" NON -PERFORATED SCHEDULE 40 PVC PIPE. TO DAYLIGHT EE 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 Z O Q Z O� W 0 x 10� < U a) w C)_J t/) m I O ILL LU Wn�\ LL Z U o � U 1� U STORMWATER MANAGEMENT DETAILS Job Number: 20040 OP Ric A. 1r00LLEY Lrc. NO. 370ea; TYPICAL BIOFILTER PROFILE DETAIL °' iz-z-zort N.T.S. &'ONAL Date: August 9, 2021 TOP OF WALL = Revision: 550.50 Dece 2' 4' BENCH Q 2% SLOPE INV OUT = 547.00 37 S/OFS/OpF Scale: BOTTOM OF EXTENDED DETENTION BASIN = 540.00 As Noted Sheet No.: C601 SECTION FOR BIOFILTER # 1 N.T.S. copyright © 2021 by Woolley Engineering 13of22 2016 ROAD & BRIDGE STANDARDS 1 \S BAS \ B- C-C M. BARS 8 or C-C TYP. 111 T__T TT TTTTTT7 I _FTT. PLAN STRUCTUREWALL THICKNESS ANDPLMI VARIES iP CLASS A3 CONCRETE CLASS A3 CONCRETE •: SECTION A -A NDTs: SECTION B-B L THE STANDARD SAFETY SLAB (SL-D 15 TO BE USED ONLY WHEN SPECIFIED N THE PLANS ON THE DRAINAGE SUMMARY SHEET A DIOR THE DRAINAGE DESCRIPTION. FOR MANHDLES JUNCTION BOLES AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET THE SPALIRG OF ADJACENT SA'ErY SLABS SHILL BE B' TO 12' WITH NO SAFETY SLAB LOCATED wmm 6 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY INLET PPE OF 30" DIAMETER OR GREATER. 2. THE COST OF THE SL-1 IS INCLUDED N THE COST OF THE STRUCTURE SEE CAST N PLACE DRAWINGS FOR FURTHER DETAILS 3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORONGLY. • S BARS \ T C-C T7P. 4' �S A3(3000 PSI). PRECAST ACECONCRETE S TO BE CAST-IN-PLACE PSO. RENFORRCITE NNGBE G . STEEL TO BE IN ACCORDANCE WITH AASNTO M31. 5. ACCESS OPENINGS MAY BE 30" DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY 30" LONG). TYPICAL PRECAST UNIT ROAD LSRv=IDGESTTANDAR05 TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, SPECIFICATION SHEET 1 OF, REVISION DATE MANHOLES AND JUNCTION BOXES 302 08.74 VRfiIA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS GALVANIZED STEEL STEP ST-1 N4 GRADE 60. REIWORCNG ROO ENCASEDIN CORROSION RESISTANT RUBBER OR OTHER MATERIAL APPROVED BY THE ENGINEER. (DIMENSION MAY VARY WITH MANUFACTURER'S DESIGN) CORROSION RESISTANT YATRIA N4 REINFORCING ROD CAL SECTION N NOTES, STEPS WILL BE REWIRED IN ALL STRUCTURES WITH A DEPTH OF 4'-0. OR GREATER UNLESS OTIEPLANS.SE NOTED ON THE PLANS. N ALL STEPS SHALL PROTRUDE 4V," FROM INSIDE FACE OF i STRUCTURE WALL, MAXIMUM STEP SPACING TO BE 11" C-C. OF300 POUNDS WHEN AFN6MUI FORCEACE E%ENO D 4yi' FROM THE OF THE STEPS ARE TO BE VERTICALLY NAMED AND UNFORMALY SPACED FOR THE ENURE DEPTH OF MY STRUCTURE. N PRECAST UNITS STEPS MAY BE CAST N PLACE MORTARED INTO HOLES PROVIDED BY THE FABRICATOR, OR 5bVE1N. ♦ MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALSFROM THOSE SHOWN MAY ALSO BE USED PR0 CEO THEY MEET THE MINIMUM HEOUWJKXTS SHOWN HEREON AND THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH OETALS AND CERTIFIED TEST REPORTS OF THE PROPOSED SLR35TITUTE AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE J OF SUCH STEPS. ` ALL STEPS INSTALLED BALL BE PROVIDED WITH SLIP -RESISTANT q SURFACES AS NOT UMRED TO, CORRUGATED KNURLED. �SUCH ALUMINUM STEPS BALL 1E FABRICATED N ACCORDA'LE WRH ASTM 8221. ALLOY NM6-T5. THAT PORTION OF THE STEP ENCASED IN MASONRY SHLILL OE UNIFORMLYI•AFILLEDY 0R1LY COATED WITH A BITIOUS, SOLVENT TYPE ASBESTOS FED ALU MPIGMENTED COATING CONFORMING TO kEDERAL S.LfP SPECIFICATIONTC-C-0046BA ALUMINUM STEP $PEUTFICATION v=r REFERENCE STANDARD STEP ROAD PM BRIDGE STANDARDS VRGIA DEPARTMENT OF TRANSPORTATION REVISION DATE SHEET 1 OF 1 DLO\ 2016 ROAD & BRIDGE STANDARDS ONE TENSION WIRE CLIP EACH LINE TYPICAL SPACING BETWEEN ALL POST (NO. 6 GAUGE) LINE POSTS 10'-0" MAXIMUM 4' + 1- 10" AT END POST 8" AT INTERMEDIATES ELEVATION TYPICAL 4' HEIGHT CHAINLINK FENCE DETAIL N.T.S. 2016 ROAD & BRIDGE STANDARDS 01-1 /, SECTRN OAST IRON -�STEEL7 y, SECTION STEEL 1- NOTES 2' OAST T T-3 " L 2y," . 21/," . I/," L GERM OF INLET 00 TO BE SHOWN ON COLLAR , DI'-4- LONG PLAMARFOR DEPTH GRATER THAN 101 USE r D A A 2. THE "M' DIMENSION SHOWN ON THE STANDARDS AM SPECIFIED ON THE PLANS I WILL BE MEASURED FROM THE WERT OF % CAST GALV. OW WELDED THE OUTFALL PPE TO THE TOP OF THE - IRON STEEL JOINT STRUCTURE.PLAN "W DMENSIONS ARE i APPROXIMATE ONLY FOR ESTIMATING N OPTIONAL 66 a WELD ALL PURPOSES AD THE ACTUAL DIMENSIONS BRACE RRS 3 LBS I 43.8 LeMIE TaOCOLLAR �RACTORR TFROMFIFELLD CONDITIONS. INCLUDING �ONNEIDIM 3. WHEN NVERT 1155 TTOED ON THE PLANS THE BE SHAVED N ACCORDANCE CTOR WITH STANDARD IS-1, THE COST OF FURNISHING AND CINGSKA ILL MATERIALS ._7. INCIDENTAL TO THE $PRICY O TO L HE EBE NCLIDTU E. THE BD PRICE FOR THE '-' Al. th" . 4•'J I ''/i' • s•• srHDOT(XE. PLAN LUGS �,. 9/e" SC NESHEAR 4 N THE EVENT THE INVERT OF THE )GMT REMOVED) r "�'• •1 OUTALL PPE Is HIOH M THAN THE BOTTOM OF THE STRUCTURE. THE INVERT SEE OETIL A OF THE STRUCTURE BE SHAPED WITH CEMENT MORTMRTOOL PREVENT SECTION B-B STANDING OR ROWING OF WATER IN THE STRUCTURE. THE COST OF FURNISHING a a COLLAR DETAIL M BASED L€TTERNG TO INLET ALL IS TOMATERIALS BE MWLIIDMTED N THE BD PRICE FOR THE STRUCTURE. DIMENSIONS FOR DUMP NO WASTE GRANS TO WATERWAY $ s. STEPS ARE TO ER PROVDED WHEN H S FOR DETAILS SEE CAST IRON ONLY ST��GISTTATER. DETAIL B 6. THUS ITEM MAY IE PRECAST OR CAST- A D l IN-PLACE.DETAIL !'-2" 2'-6�. HARDWARET-3" SEE OETAL 7. 04 X B" SMOOTH DOWELS AT A4R0%MAYFLY tY C-C TO BE WIN II 7^T CLOTH PLACEDALL AREAS ADJACENT OM' DEPTH7B W F DOWEELSVENi SETTUEABUTTING I �t60, OR EMT .6. WIDTH N A 2"X4" NOTCH MAY BE PROVIDED. J, 4 FOR p. COLLAR 3" DIAMETER ALLLTERNA� DDEESRTAND.I ty• m� WEEP HOLE NOTE 8 �����������0�� ■ 0 8. 3" 06\E7ER WEEP HOLE 1 'MESH2"%12" GAALLV OR � STEELWIMIMMUM 12"-16"-A" OR 24" 1 SV rD pi, HARE DIAMETER4 MESH M i' FIRMLY Tra nn • -} TO THE OUTSIDE OF THE STRUCTURE BE. �������������� 9. TO CAST IN PLACE CONCRETE 6 TO BE A - D • 1 ULA55 L7000 PSI). ' 00 Pg. CONCRETE IS TO BE 4000 PSI. TE SECTION A -A ..R1I{1I.11L���� .HII{II.. �� �-A D' ING TH APPROVAL METHOT E GRAGE NEETBG THE a THE MEETING II II CONCRETE QUANTITIES FOR MIN. DEPTH SEE DETAL B IT� UTEDF ASTRENGINEER MAY BE SUBSTITUTED FOR THE CAST IRON LOOS AS SHOWN HEREON. ,2" CONCRETE PPE - L44C CU. YD. C04OWTE 18" CONCRETE PIPE - L528 CU. YD. CONCRETE MPRO%WTE WEIGHT p/�' �)'� • CAST IRON GRATE 3B3 � >e LBS R. OUP NO WASTE DRAM TO WATERWAY LETTERING S REQUIRED ON AL DI-1 I8" CONCRETE PPE - L620 CU. ID. CONIC E GRATES. LOCATION OF LETTERING MAY 24" CONCRETE PPE - L617 CV. YD. CONCRETE SECTION C-C SECTION D-D VARY BY MANUFACTURER. ADDITIONAAL FOOOT'OFEMDEPTH. GRATE DETAIL X-,T= STANDARD DROP INLET SPECIFICATION REFERENCE AND BRIDGE STANDARDS 12" - 24" PIPES MAXIMUM DEPTH (H) - 10' VRGNIA DEPARTMENT OF TRANSPORTATION 233 302 SHEET , OF 1 REYISION DATE NM.01 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 01-3A, 38. 3C EXPANSION KEYED -FOR DETAILS OF INLET JOINT CONST. BIBS r, APPROACH JWWTTqERNT p❑ BAR G OGTTEER A E BAR t2„ I - SUBBASE HARDWARE CLOTH z BARS F WEEP HOLE. o SEE NOTE 8 I No I I STEPS.'SE NOTE 5 I IS 8' 8" SECTION A -A KEYED CONST. JOINT L-VARIABLE - MAN. 20' WARPED T-O" 8" 2•_6•• N� 8" •• 2" GUTTER I I I B i FURS A �RTEER H A y. O BARB i BARS E �B W3" DIAMETER BARS E WEEP HOLE FRONT ELEVATION BARS F .. 1'-e'• 6" BARS B - - - _ - - (COTTER REMOVED) B, 5%'/4' BENT PLATE W \ SECTION B-B j N / TYPE A NOSE DETAIL SHALL BE USED WITH CC-3 & CG-7 STANDARDS. a LC12T�D I/i AL TYPE B NOSE DETAIL SHALL BE USED WITH CO-2 & CC-6 STANDARDS. TYPE A TYPE B I/i• X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 68.30' TO ANGLE IRON AT 2-C-C. CONNECTORS AND 6 TO BE ANCHORED WITH ''/i' % 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2'C-C, APPR. PAVEMENT DI-3A L DI-36 L DI-3C L T WARPED PAVEMENT I _ — — — FLOW FLOW I FLOW 1 DETAIL WHEN USED Fo FOR USE ON GRADES ADJACENT TO CURB FOR USE IN SAGS WITHOUT GUTTER BOTH SIDES TO BE SYMETRICAL \vooT STANDARD CURB DROP INLET sRE ROAD AND BRIDGE STANDARDS REFERENCE EN SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) - 8' 233 104.09 08/10 VRGNIA DEPARTMENT Of TRANSPORTATION 302 e-t NOTES: SHARING OF MANHOLE AND INLET INVERTS N ACCORDANCE WITH THIS DRAWING S TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PIPE IS ABOVE INVERT OF STRUCTURE. MANGLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. THE INVERT SAPNG AS DETAILED HEREON S TO CONSIST OF A 0.A55 1, EXCEPT THTLAND CEMENT AT 28XE OF MAWX NSE AGGREGATE ING TO MAY BE OR UP TO IN OLA ETER AD CONSIST OF STOW, BROKEN BRICK, BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE SHALL BE LEFT SMOOTH BY MEANS OF HIND TROWELLING. NON 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS SHAPE TO ELEVATION OF MD-PONT OF LARGEST POPE. TO CONE R OF WE I I I I I I SLOPE TO DRAIN TO INVERT SECTION A -A OF OUTLET WE METHOD OF TREATMENT IN DROP INLETS FIN SLOPE TO DRAIN TO INVERT OF OUTLET PIPE OF THE COARSL AGGREGATE SNAIL REMAIN EXPoSLD. A - DETAILS OF INVENT SHARING AS SHOWN HEEON ARE FOR EXAMPLE PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED ! — INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES VDOT STANDARD METHOD OF SHAPING 6PPF R A� RIGID A BRIDGE STAI SHEET 1 OFF 1 REVISION DATE DATE MANHOLE & INLET INVERTS 302 DB.OB VRCMA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS c I PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE _VE G AREA. NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 TID P SEAL 1/2" DEEP HOLE W/ MORTAR 91, SECTION PRE -CAST CONCRETE WHEEL STOP not to scale IRON LID THREADED PLUG CLEANOUT ADAPTOR — FINISHED GROUND (3" CONC. RING) ADJUSTABLE VALVE BOX VDOT NO. 21A STONE "Y" CLEAN OUT not to scale SECTION O PLAN 55 - 6" 1 '-0" I LEANOUT 1" COMPRESSION z 3/4" MALE PIPE COUPLING OR APPROVED EQUAL - TYPE •K• _ iOFT COPPER NOTE: NO SWEATED FITTINGS DUAL SERVICE SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. LOCKWING BALL YALVE \ NLET & OUTLET 36" MIN. 1/8 BEND COUPLING TEE H EE 0 VUOOLLEY ENGINEERING Consulting Civil Engineers FOR USE ON ATTACHED SINGLE FAMILY 210 5th Street NE RESIDENTIAL SERVICES OR DUAL RESIDENTIAL Charlottesville= Virginia 22902 AND IRRIGATION SERVICES. gml (434) 973,0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 2' 1 Crutchfield Park Charlottesville, Virginia FL22911 P: (434) 817-1000 1" ��MPRESSION z 3/4" MALE PIPE COUPLING ,PPROVED EQUAL FOR USE ON DETACHED SINGLE FAMILY RESIDENTIAL SERVICE WHERE AN IRRIGATION METER IS NOT PROVIDED. —CAST IRON LID _ FINISHED GRADE III- 12"-15" I - III_ — —L, METER BOX J \—CORPORATION STOP BRICK E•�,':T:;'�`;:BRICK AS -ti^N;""!`:%::::;:• NECESSARY SAND OR DUST UNDER '1��•:: �" ,��'�E6 LL; ;, 4" DIAMETER DRAIN PIPE, 12" BOX AND SETTER (2-INCH LONG STONE POCKET VDOT "^'a''''^'+"1'`SPEC. 203, N0. 57 AGGREGATE MINIMUM THICKNESS) :� Via':; :�,,,�:�:x:;-_'.!:'�,;: '.., HELL.,... TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) N TS FIG. W-6A TD-10 STANDARD CG-2 #4 REBAR MODIFIED CG-7 5" 2" (WHERE NO T% R2 4" R1 BACKFILL) 4„ 1 �4„ 1 . + , ,.. J_ Ln-2'-0"—I- �- PAVEMENT 7° NOTE: SEE CURRENT VDOT ROAD AND BRIDGE STANDARDS FOR 6NN` CONSTRUCTION » 3000 psi CONCRETE SPECIFICATIONS. CONCRETE CURBING not to scale = 4'-0" :1' SLOPE a'.. CONCRETE SIDEWALK not to scale LIGHT BROOM FINISH » 3/8" EXPANSION JOINT » SAW CUT CONTROL JOINTS, MAX 6 O.C. EXPANSION JOINTS, MAX 30' O.C. CONCRETE PATIO SCORE 30"X30" VSMP/WPC PLAN Z O Q </ Z LL O •O LU O I 1 1 U a) LU Q j CIO I O Q W Wn�\ Z U o � U Bi U GENERAL DETAILS Job Number: 20040 ,zx OF RIC A. WOO= LIC. NO. 370ft5 12-2-2021 � 1 1111h, IONAL Date: August 9, 2021 Revision: Scale: As Noted Sheet No.: CTO 14of22 copyright © 2021 by Woolley Engineering T T / 26" W.O. T (3) JAPANESE ZELKOVA 13" GUM (3) - JAPANESE ZELKOVA I I MEADOW MIX (SEE NOTES FOR MIX) 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) EE 0 VUOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: 30' USE BUFFER / 30' PARKING SETBACK Crutchfield Corp. / - Charlottesville,Park RIP RAP /�------------------------- ---- ----------� 5' + + • ` + + + + ` ` + + + + + 22911 ♦ . ♦ • + + ♦ ` ` + + + + + ` ` + + + + + ` ` ' + + T - P: (434) 817-1000 \ _ W _ W_ _ W W - W W - W - W - W - W - W - W - W W W - W - W -W /� " + + + + + + + + • + + + " + + \ /-------------------------------- - --------- �fr• �`++++++`+`+ /. W '-++.++`+`. •. `+++v +•�+_+.�,.,-•�+�++-+•-.�- \ �` VSMP/WPO PLAN DELIVERIES NEW WAREHOUSE EXPANSION \ O / (PHASE 2) 38,657 SF FIFE= 569.89 ASPHALT bFDc HCP- 24"RCP u 24" W.O. / G _ D ■ / CURL. M s° PVC t 26" W.rf o� DROP S MH / SMH / RIM=578.4' IN=568. ' 6"PV) J �1 -S IN=574.6' IN=566. ' 6"PV 3 DROP 16" W.O. T =5 2,22' s BOUT=574.6 IN=565. ' 6"PV 18r,hO• W Ou552.2' � o' OUT=56.9 (6" C)IIS\ _ o m P aLT CONCRETE P ASPHALT ASPHALT CONCRETE l3FW serl f MEADOW MIX (SEE NOTES FOR MIX) I I n CON C 0BM#1 pie -lusts SSW 1 m m � Ti, r r p TI I (T County of Albemarle Conservation Plan Checklist - To be placed on Landscape Plans „ o (Handbook, pp 111-284-111-297 for complete specifications) I. The following items shall be shown on the plan: / III / " • / ® Trees tobesaved; / NEW WAREHOUSE EXPANSION is Limitsofcleating(outsidedriplintrees lobe saved); I (PHASE 1) 22 312 SF FFE = 569.89 ++. ` ` ` • ++ +• ` ` • +++++ ` ` + ® Location and type of protective fencing; cing; I • • + + + + ♦ . ` + • � + ♦ + + % + ♦ 0 Grade changes requiring tree wells or walls; I + + ` + + + + + + + + + ` e ` + + • + • + ` + + + 0 Proposed trenching or tunneling beyond the limits of clearing. ` + + + + + ` + ` + ` + + ' + + + + ` + ` + + + + `Z ` 2. Markings: + • ` ` ` + + + + + ` ` ` + + + + ` " " + + ® All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. I ` + ' , + + + , + + + ` + ` ` + + + �e +/. �,,. `,+ + + z + ` / ` • ` + ` + + 0 No grading shall begin until the tree marking has been inspected and approved by a County Inspector. / I� I • + - - - � � - � � � + - - 3. Pre -Construction Conference: ® Tree preservation and protection measures shall be reviewed with the contractor on site, 4. Eauipment Operation and Storage: 0 Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of new to be saved. 5. Soil Erosion and Stormwater Detention Devices: ® Such devices shall not adversely affect trees to be saved. 6. Fires: ® Fires are not permitted within 100 feet of the dripline of trees lobe saved. 7. Toxic Materials: ® Toxic materials shall not be stored within 100 feet of the drpline of trees to be saved. 8. Protective Fencina: 63 Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. ® Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9. Tree Wells: 63 When the ground level must be raised within the driplinc of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. 10. Tree Walls: ® When the ground level must be lowered within the driplinc a tree to be saved a tree wall shall be provided; and a construction detail submitted for approval. 11. Trenching and Tunneling: 50 When trenching is required within the limits of clearing, it shall be done as faraway from the trunks of trees as possible. Tunneling under a large tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. 12. Cleanup' ® Protective fencing shall be the last items removed during the final cleanup. 13. Damaeed Trees: ® Damaged trees shall be treated immediately by pruning, fertilization or other methods recommended by a tree specialist. NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION REQUIREMENTS. (� ►/�` (1�� r �1J�v� ��� �11A�\�ili �A' \l \,C-7 C� (CI �, (DATE) CONTRACT PURCHASER SIGNATURE (DATE) 5/1106 Page 1 of 1 EXISTING CRUTCHFIELD WAREHOUSE Landscape Notes: 7. Tree Wells 1. Marking When the ground level must be raised within the drip -line of a Tree to be preserved and All trees to be preserved and protected shall be marked with paint or ribbon at a height protected, the plan shall show, identify, and provide a detail for a tree well. clearly visible To equipment operators. No land disturbing activity shall begin until the Tree 8, Tree Walls marking has been installed by the contractor and inspected and approved by the County When The ground level must be lowered within The drip -line of a tree To be preserved and Engineering Department. protected, the plan shall show, identify, and provide a detail for a tree wall. 2. Equipment Operation and Storage 9. Trenching &Tunneling Heavy equipment, vehicular traffic, and the storage of construction materials and soil shall When trenching for any kind of underground water, sewer, electrical, cable, telephone, or not be permitted within The outside d(p-line of Trees To be preserved and protected. other utility service is necessary within the limits of tree protection or beyond the limits of 3. Erosion Control Measures and Stormwater Management Facilities clearing, the separation from the trunks of trees shall maximized to the furthest extent Temporary erosion control measures and/or permanent stormwater management facilities possible. Tunneling shall be required when deemed, by the County Engineer, that locations shall be coordinated such that they shall not adversely affect trees to be trenching will significantly damage feeder roots of trees to be preserved and protected. preserved and protected. 10. Damaged Trees & Compacted Root Zones 4. Fires A. Any damage To the crown, trunk, or root system of any Tree to be preserved and Fires shall not be permitted within 100 feet of the outside drip -line of trees to be preserved protected shall be repaired immediately, in accordance with the practices in the Erosion and protected. & Sediment Control Handbook. Care for serious injuries shall be prescribed by a professional forester or tree specialist. 5. Toxic Materials B. Soils which have been compacted, over the root zones of trees to be preserved Toxic materials shall not be stored within 100 feet of the outside drip -line of trees to be and protected, shall be aerated by punching holes with an iron bar every 18" over the root preserved and protected. zone. The bar shall be driven 12" deep and moved back and forth in each hole until the soil is loosened. 6. Protective Fencing 11. Removal of Temporary Protective Measures Measures No land disturbing activity shall begin until the tree protective fencing has been installed Tree protective measures shall The last the Temporary erosion control plan measures by the contractor and inspected and approved by the County Engineering Department. removed during the final clean-up ♦ + + ♦ ♦ ♦ + + • ♦ + + ♦ • ♦ ♦ + ♦ ♦ NOTES: LANDSCAPE LEGEND ALL LANDSCAPING AND SCREENING SHALL BE MAINTAINED IN A HEALTHY CONDITION BY THE CURRENT OWNER OR PROPERTY OWNERS' ASSOCIATION AND REPLACED WHEN NECESSARY REPLACEMENT MATERIAL SHALL COMPLY WITH THE APPROVED LANDSCAPE PLAN. LANDSCAPE CONTRACTOR SHALL CALL MISS UTILITY AND CONFIRM LOCATION OF ALL UTILITY LINES TO ENSURE NO CONFLICT WITH TREE PLACEMENT. GROUNDCOVER SHALL BE GRASS OR MULCH UNDER OTHERWISE SPECIFIED VEGETATION. ALL DISTURBED AREAS SHALL BE SEEDED PER THE SPECIFICATION OF PERMANENT SEEDING STATED ON ES1.0 UNLESS OTHERWISE SPECIFIED. SEE C6.0 FOR STORMWATER MANAGEMENT BIOFILTER PLANTINGS ALL SLOPES GREATER THAN 3:1 SHALL BE STABILIZED WITH A MEADOW MIX RIP SSMH 2 RIM=558.9' IN=552.9' �8" PVC) OUT=552.7 (8 PVC) W SSMH 1 RIM=555.4' IN=551.5' �6" PV) OUT-551.6 (8" PVC) OUT=551.4' 8" PVC) Yv✓ SYMBOL QTY BOTANICAL COMMON SIZE 0t j 6 ZELKOVA SERRATA"GREEN VASE" JAPANESE ZELKOVA B&B, 11/2-13/4'Cal. TREE CANOPY CALCULATIONS 1Q 10 YRSI SPECIES HEIGHT AREA/PLANT AREA/SPECIES ZELKOVA SERRATA 20' 443 SQ. FT. 2,658 SQ. FT. TOTAL PROPOSED CANOPY 2,658 SQ. FT. (0.06 ACRES) EXISTING CANOPY 1.15 ACRES (1.15xl.25) TOTAL AREA COVERED 1.44 ACRES (10.9%) PARKING AREA LANDSCAPE CALCULATIONS PROPOSED PARKING SPACES 60 TREES REQ'D PER SPACE 1/10 TREES REQUIRED 6 TREES PROVIDED 6 LANDSCAPE LEGEND: BLDG = BUILDING DB = DEED BOOK EX. = EXISTING FFE = FINISHED FLOOR ELEVATION O.C.= ON CENTER POP. = POPLAR R.O. = RED OAK W.O. = WHITE OAK MEADOW MIX: 3LB. LITTLE-BLUESTEM (SCHIZACHYRIUM SCOPARIUM) 1 LB. BLACK-EYED SUSAN (RUDBECKIA FULGI )A'GOLDSTURM') 1 LB. WILD BURGAMOT (MONARDA FISTULOSA) 1 I.B. BLUE -STEM GOLDENROD (SOLIDAGO CAESIA) ADD FALL OR SPRING SEED TO MIX - DEPENDING ON TIME OF PLANTING FALL- ILB. LOLIUM MULIFLORUM & LOLIUM PERENNE SPRING - 1 LB. COREOPSIS TINCTORIA & RUDBECKIA HIRTA Z 0 F_ Q Q Z - 0V)> � � w � 0 Q w � U a) w Q j m ILL L.LJ U O F_ U �i U LANDSCAPE PLAN Job Number: 20040 OP RIC A. WOOLLEY LIC. NO. 370ft5 12-2-2021 �Y 1 t�1ONAL S/ Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet NO.: L 1 00 17of22 copyright © 2021 by Woolley Engineering 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. A Geotechnical Engineering Report was performed on the site by Underhill Engineering and is dated June 14, 2021 and should be used as an aid 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 natural) occurring soils at this site were found to be moderate) to Y 9 P Y 9 Y 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: Ashe Loam (413): This moderately deep, moderately steep (15-25%), somewhat excessively drained soil is on narrow, convex 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 (3613): 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 Y 9 () Y Y 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 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. 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. b). 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. dam. 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. 1L 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. 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. h� Temporary Sediment Trap (3.13) A temporary ponding 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. P PA P 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. j)_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. Temporary Seeding (3.31) The establishment of a temporary vegetative cover on disturbed areas by seeding with appropriate rapidly growing annual )ants. This protects slopes exposed during construction until permanent vegetative cover can be established. Temporary P P P P 9 P 9 P ry seedingwill apply to all areas on the site that will not be brought to final grade for periods of thirty 30 days to one year. PpY 9 9 P Y( ) Y Y 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 p pP P ry 9 PP P P P ry seeding shall be used on all fill slopes and diversions. I� 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. m).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% c) 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 112lbs. 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 by expanding an existing stormwater extended detention basin 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. p _36B 36C 65C \h 5 B - SOIL MAP SCALE: 1" = 300' KEY 4D ASHE LOAM 36B HAYESVILLE LOAM 36C HAYESVILLE LOAM 65B FAIRVIEW SANDY LOAM 65C FAIRVIEW SANDY LOAM W WATER EE 0 N VOOLLEY 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 Z O Q </ Z 0 `) > W O W U a) < Lu QJ (/1) m J O Q Q W W 0 LL = z U o U 1� U EROSION& SEDIMENT CONTRO( NARRATI VE Job Number: 20040 OF RIC A. WOOLLEY LIC. No. 8708Q�5 12-2-2021 ZONAL Date: August 9, 2021 Revision: I Scale: As Noted Sheet No.: ES 1.0 Specific Application: A construction entrance shall be utilized where shown on plan. copyright © 2021 by Woolley Engineering 18of22 & Ss 4 O H ELEC. TELE. N ,o 7 1 1 I) r �� O H ELEC. N TELE. — I I I I II o� 5 — — — — — — — — �o 584` //�_ _------_ -- ----------- s -----_—_—_—_—_--_----_1�2�'3T_875:4c1a--=—_------- _ cdr_ ---- ------ — ------ --- _--_—_— ----__ LIMI�SefDISTURBANCE(TYf) h// _ --- — — — — — ——3a-u�t1BFFWi-3o'-RARN6-SETBACK— SF _-- _-- _----_—__—_—_—___ /RJR :— — SRI 1 PS I --- F � o \57y.1 I AF S \\\\I\ _ __ \ I \ \\I \ \I II II II II I I I I $IFSTOP I I I - F \ - 588.0 SAF \ \ I I 1 \ IIII I I I I I �\ OF / +59p.4 24" W.O. 26" W.qo Q N S 30'24'11" W 200.77' 1115 b FDC SIGN R.O. Wu 0 k1 PJC iaq o GENERATOR I J '1 m EXISTING ISTRATIVE A[ ✓E EXISTING M.w ASPHALT T... s m II µ o CONCRETE ASPHALT 9 /SAF \ z' 565 ,-- \ \\ \\\\\ \\ \\ \�` I / / I ► I I I I I I I I I I I I I o \ \ 1 I I I $ � SAF \1 577. I I I / / 56LO ^LnI "K Sf PHAII 565.8 CONCRETE + 565.7 CONc 6F 1 SAF I\ \ \� \ \\\ \\I 1 I F 569.E Uj EROSION CONTROL LEGEND r \ \ 1 \ \ Ow \ \�\ `�� \ \ ��\\ \ - - - - - -' /////i/ / / CN EROSION AND SEDIMENT CONTROL -PHASE 1 WORK BIM BLANKETS & MATTING (• ESTABLISH CONOSTRUCTION ENTRANCE CD ROCK CHECK DAM\— • INSTALL SAFETY FENCE • INSTALL SILT FENCE CE CONSTRUCTION ENTRANCE— • INSTALL INLET PROTECTION SSA • GRADE AND INSTALL FOREBAY NEAR ENTRANCE n 1 \ \ \ \ \ \ \ \ \ — \ \ —) / / / • GRADE AND INSTALL MAINTENANCE SHED DC DUST CONTROL • UTILITY INSTALLATION I \ \ \ \ \\\ \ \ \ �F SF / / % • APPLY SURFACE ROUGHENING AND PERMANENT DIVERSION DIKE I DD SEEDING (AS NECESSARY) r NOTE: I PS PERMANENT SEEDING \ I I I 1 \ > S �� SILT FENCE SHALL REMAIN IN PLACE UNTIL FULL STABILIZATION HAS BEEN ACHIEVED SAF SAFETY FENCE\� WITHIN THE CATCHMENT AREA EXISTING SF SILT FENCE CRUTCHFIELD \ II I I I I / / , / / WAREHOUSE SR SURFACE ROUGHENING \ \ I I 1 l 1 / /I \12 >I�/I IIIII I I I I II 11 �I l 111 llll / I \ 1 \ \ \ \ \ IIII ST TEMPORARY SEDIMENT TRAP \ \ \ \ \ \\ \ \\ \/ \.�6e 1 III I I I I I I I I �WM BASIr� \\ \ \ \ \ \ \\\ \\\\ \,IIIIII\\\� (IIIIIII I TP TREE PROTECTION \ I 1 \ \ \ \ \ \ \ 1 1 \ I I \ SF I I I I I T$ M TE PORARY SEEDING \ I I \ \ \ \ \ \ / I I III I I I I S 30*24'11" W 329.41 000, LIMITS OF DISTURBANCE o RI / No, ISF WMPSIER \ \ \ \ \ \ \ \ \ \ \ \ \ \ I \ \ 1 \ \ I / G RPD FENCE \ \ \ SSW BMP rACILI Y '_ EN \B 1J8— 8 47 P T� \ SAF \ /�\ \ \ �45 31'38'17" W 372.56 no EE 0 VUOOLLEY 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 z O F_ Q </ z LL 0 •O V) LU 0 wQ U a) w Q j CIO J O ILL W U O � U 1� U E&SC PLAN PHASE 1 Job Number: 20040 OF RIC A. WOOLLEY LIC. NO. 370ft5 12-2-2021 1111IONAL Date: August 9, 2021 Revision: Scale: 1" = 30' Sheet No.: ES2.0 copyright © 2021 by Woolley Engineering 19of22 4 O H ELEC.Z TELE. O H ELEC. TELE. 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Wu 0 k1 EXISTING ISTRATIVE A[ ✓E EXISTING ASPHALT 0 T... s m II µ o CONCRETE ASPHALT $ \ \ (SA OF Y \ / o P� 577. I L01 II / - 565.8 CONCRETE 1- 56`. ASPHALT I I SAF CONC EROSION AND SEDIMENT CONTROL - PHASE 2 WORK (ORDER IS APPROXIMATE): • INSTALL ADDITIONAL SAFETY FENCE • INSTALL ADDITIONAL SILT FENCE • INSTALL DIVERSION DIKES AND CHECK DAMS • INSTALL SEDIMENT TRAPS • ROUGH GRADING FOR THE ENTIRE SITE • INSTALL WAREHOUSE EXPANSION AND PROPOSED WALLS I • INSTALL HARDSCAPE I • APPLY SURFACE ROUGHENING AND PERMANENT SEEDING (AS NECESSARY) NOTE: I SILT FENCE SHALL REMAIN IN PLACE UNTIL I FULL STABILIZATION HAS BEEN ACHIEVED WITHIN THE CATCHMENT AREA EXISTING CRUTCHFIELD WAREHOUSE I I I EROSION CONTROL LEGEND \565.'SZ+ ® / �ac365 5�5— PRALr 7 I BIM 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 oe ..0/LIMITS OF DISTURBANCE ox+c. wnix DUNG. WALK o ✓ ,.�s�;ei e-► PAS �rrrr��W_ I I► \ \\\ \ \ SAF ; /<I WPC a FENCE \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ / I J 1 \ \ STI#2 I 1 _ n( ST \ T- I\\ o\\ \\ \ \ \ \ \ \1 I I 1 \ \ \ \ \ \ \SAF S 30'24'11" W 200.77' S 30*24'11" W 329.41' 1 \ \ S 31-38'17" W 372.56 S \ \ 30 0 30 60 90 00� i vrty r ss> EE 0 N VOOLLEY 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 z O F_ Q Q z O LU � 0 Q w _j U a) < w Q j CIO J `^� Q ILL W r 'Q 0 i 7� z U o � U U E&SC PLAN PHASE 2 Job Number: 20040 OF RIC A. WOOLLEY LIC. NO. 370ft5 12-2-2021 �Y 1 11111IONAL Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: ES2.1 copyright © 2021 by Woolley Engineering 20 of 22 4 0 H EUEC.Z TELE. N .24H ELEC. TELE. N o� c 5 —�� _— --�88===-- ILDINGS€FBRcEI�= — — — — I/ -- — -- —� / �o — — — — — ----------N2'4D'W—F875.40L—— — — — — — - /�// / \\\\ \\ // �— —GtlAF_ -- ---- ------ ---- ---- \\ ���\----------------_--_=_---3euBt1FFWR /�o�aR1NGSEiBaeK= ------__—_ ��5_—_—----_—____ ��\����\\ 582 -- 575 y 570 1U \\ \\\\569 / / //j % / — 7� 569 all F-1 574.S:a I I \ _ \ \ 569 SAF \ 8C0 \ 575 574 573 572 571 57 9 568 \\\\\�\—•�\'t!// � \ / �/ 5a� Via/"5g55" / � �/ F _ — �" I \\ \\ � \ STOP 588.0 \ S�\ — — _— ' BI7�2 24" W.O. zs" w.CIO A" PVC Q O /1115 rl b FDC SIGN GENERATOR R.O. EXISTING ISTRATIVE A[ ✓E EXISTING ASPHALT 0 T... s m II Ir+ o CONCRETE ASPHALT EROSION AND SEDIMENT CONTROL - PHASE 3 WORK \11 I I I 1 \ 577. I / 56. II / I ' I /kspHALT - 565.8 CONCRETE 1- 565.7 ASPMLT III 10 CONC fI I I LO L EROSION CONTROL LEGEND 11 �� I IIIIIIIIII I I I I II I I I I I IIII�I�-. I 11 1\ \IIIII I I I I I I I I I\� \IIII � I I I LA-\ \ \I 11-I 1 I, I SF / I� 11 1\\\\1111111I I ► I I / / I\\\\ �\ IIII III I ICI I 569 _ �568 / 1561 I I I I 566 \ I I S I I -_ \ I�I CLO/ I 1 \ \\-op t I1\�/ \ II II I �I\I II III QF I I I I I I I I I I I 11 111 1 I I I 1 1 1 1 I I/ \56s:8z+�/ NEW WAREHOUSE EXPANSION ? / (PHASE 2) 38 657 SF FFE = 569 89 I 65-87t S6S to — — \ 5\65..8,7�+ SAF \ \\ \\ \ NEW WAREHOUSE EXPANSION /(PHASE 1) 22,312 SF FFE = 569.89 \\\ — 5565 j\ \ 560, \ \ \ -546 —5405b9T- / / I I ItWM BASIL00 I IIII 50 \ \\ RI _ wu \ vv v I I 1 CONC. WALK —ffUr o \$�F\\\ \\ \\\\ h y65 W PMR FENCE \ \ \ \\ \ \ \ \ \ \ \\ \\ LO O. \I \ \EY�SE EN EOF I \SAF \ \ L - - S 30'24'11" W 200.77' S 30'24'11" W 329.41' d's o -s S 31'38'17" W 372.56 -�o \ \ \ \ \ S50 30 0 30 60 90 SAF \ sss (ORDER IS APPROXIMATE): • INSTALL SAFETY FENCE • INSTALL SILT FENCE • INSTALL INLET PROTECTION • INSTALL SILT FENCE AROUND BIOFILTERS • GRADE AND INSTALL WAREHOUSE EXPANSION • INSTALL HARDSCAPE • FINAL SITE GRADING • APPLY SURFACE ROUGHENING AND PERMANENT SEEDING (AS NECESSARY) NOTE: SILT FENCE SHALL REMAIN IN PLACE UNTIL FULL STABILIZATION HAS BEEN ACHIEVED WITHIN THE CATCHMENT AREA EXISTING CRUTCHFIELD WAREHOUSE I I I BIM 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 oe ..0/LIMITS OF DISTURBANCE EE 0 N VOOLLEY 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 Z O F— Q Q Z LU O W J U 'Q) :E w Q j CIO J `^� Q ILL W r 'Q) 0 _ Z U o � U U E&SC PLAN PHASE 3 Job Number: 20040 OF RIC A. WOOLLEY LIC. NO. 370ft5 12-2-2021 �Y 1 �IONAL Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: ES2.2 copyright © 2021 by Woolley Engineering 21 of 22 TP TREE PROTECTION I P BLOCK & GRAVEL CURB INLET CE O SEDIMENT FILTER SURFACE ROUGHENING •-GI��� i''• .liAIIIIIIIIter. sa- In "i�+�-• W Wj��Y Cr ' +�����1r ���'il 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. DOZER TREADS CREATE O 00 GROOVES PERPENDICULAR o 0 TO THE SLOPE 0 0 0 0 o P SILT FENCE DROP INLET O O O O O O PROTECTION O O O 0000 00 Oho �o o �o Q0 cpP 0000 �0 OOO QQQO OQ 2 x 4" WOOD FRAME S 00 o O OQ O QO " �O o QQO QQ0 �O OoQQQOQQQ QQQQ�Q00 / 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. CTAvr 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 @ / BACKFILL AND COMPACT THE EXCAVATED SOIL. A EDGE OF EX. DRIVEWAY *ADD TO EXISTING GRAVEL AS DIRECTED BY COUNTY INSPECTOR 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. SAF TEMPORARY SAFETY FENCE CONVENTIONAL METAL (T) OR (U) POSTS POLYETHYLENE FABRIC (ATTACH TO POSTS WITH METAL WIRES) 5'-0" MIN 18" MIN 6'-0" MAX � I 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* VARIABLE E _T,.D 67 CU. YD. / ACRE N. VARIABLE* n 67 CU. YD. / ACRE (EXCAVATED) .� FILTER CLOTH 4' MAX.* CLASS I RIPRAP Cross -Section COARSE AGGREGATE CLASS I RIPRAP Length (in feet) _ 6 x Drainage Area (in ac.) DIVERSION i DIKE COARSE AGGREGATE* A EXCAVATED ---'FILTER CLOTH AREA J **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 Outlet (Perspective View) MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) EXACAVTED AREA I I -I I —I ORIGINAL (SEE CHART) -I I II II I I— 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 AREA (ACRES) EXCAVATED STORAGE (C. FT.) EXCAVATED AREA (BOTTOM) EXCAVATED EPTH FEET) DRY STORAGE (C.FT.) REQUIRED DESIGN WEIR LENGTH (FEET) WEIR HEIGHT (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 EE 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 Z O Q Q Z � O� O M 0 W ry U a) < LU Q �, � m _J J O LL W�^ 0 Z U o � U 1111:: U EROSION& SEDIMENT CONTROL DETAILS Job Number: 20040 OF Rlc A. WOOLLEY Lrc. NO. 370ft5 12-2-2021 �Y ti 11111IONAL Date: August 9, 2021 Revision: Scale: As Noted Sheet No.: ES3.0 copyright © 2021 by Woolley Engineering 22 of 22