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HomeMy WebLinkAboutWPO202100045 Plan - VSMP 2022-03-21CRUTCHF1 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 LI in accordance with ZMA198500034 (approved 2/19/1986) Property also subject to conditions of SP198500097 (approved 2/19/1986) 5. Minimum Yard Requirements: A. Adjacent to public streets: No portion of any structure, excluding signs, shall be erected closer than fifty (50) feet to any public street right-of-way. No off-street parking or loading space shall be located closer than ten (10) feet to any public street right-of-way. B. Adjacent to residential districts: No portion of any structure, excluding signs, shall be located closer than fifty (50) feet to any rural areas or residential district and no off-street parking space shall be closer than thirty (30) feet to any rural areas or residential district. 6. Planned Land Use: Two additions to the existing warehouse (60,969 sq. ft. = 10.6% of site) 7. Maximum Building Height: 65 feet 8. Adjacent Properties: TMP 32-17B, n/f Crutchfield Corporation Deed Book 1028, p 107; DB 91, p 340 Plat; L1 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; L1 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 P - 48 09fi _ 9. 9 LD 4 . HFI 1 ` , i CRutc Zak f 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 (ho(zontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. G. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. H. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. I. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. J. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). 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 # l 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 Indust(al/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 i.) 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 ® a n O \ \Q(z y,\1 � <l�� O G SITE ti QO� / 2 p Co (pPgRK o0 0 o` e ri 0 O$ 91 �Xov 1 a Rp o h o ° 00 °p C, 0 a J o/ *Si o \ o p 6I�j\� 9pOo Qo�/O61 ��� P�� �,pIX r C �O o ,p > o � 6'. O � O SCALE: 1 " = 1000' SHEET INDEX ® C1.0 Cover ® C2.0 Existing Conditions Exhibit ® C3.0 Critical Slope Exhibit & Demolition Plan ® C3.1 Construction Phasing Exhibit ® C4.0 Site Layout Plan • C4.1 Site Grading Plan - Phase I ® C4.2 Site Grading Plan - Phase 11 ® C5.0 Site Utilities Plan ® C5.1 Storm Drainage Profiles ❑ C5.2 Sanitary Sewer Plan & Profile ❑ C5.3 Waterline Plan & Profile • C6.0 Stormwater Management Plan • C6.1 Stormwater Management Details ® C7.0 General Details ❑ S1.0 Structural Details ❑ SL1.0 Photometric Lighting Plan ® L1.0 Landscape Plan E 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 M ES3.0 Erosion & Sediment Control Details Filled Box Indicates Drawing Included in Set L�� 0u WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22901 P: (434) 817-1000 VSMP/WPO PLAN Z O F_ Q Z ^Q 0 �' > LLJ Owe Ua) LLJ C)CIO J O J LLLL W U O F_U 1� U COVER SHEET Job Number: 20040 v OP r� U ERIC A. WOOLLEY Y LIC. NO. 37088 O 12-2-2021 k+ J ��ss! O NAL S Date: August 9, 2021 Revision: Scale: As Noted Sheet No.: C1.0 copyright 0 2021 by Woolley Engineering 1 of 22 LEGEND O = MANHOLE BW = BAY WINDOW -& = UTILITY POLE CO = CLEAN -OUT 0 = YARD OR POST LIGHT \/ CONC. = CONCRETE ® = STORM DRAINAGE GRATE DB = DEED BOOK 0 = PATIO DRAIN EQUIP. = EQUIPMENT a = GAS METER FFE = FINISHED FLOOR ELEVATION b = SPIGOT HDPE = HIGH DENSITY POLYETHYLENE PIPE ®y = DOWNSPOUT WATER METER WAC = HEATING, AIR CONDITIONING EB JB = JUNCTION BOX P4 = WATER VALVE PVC = POLYVINYL CHLORIDE PIPE x x = FENCE RCP = REINFORCED CONCRETE PIPE Is I RA�l1NG TW =TOP OF WALL a _ - SIIGGN�POST UGE = UNDERGROUND ELECTRIC LINE m = POST or BOLLARD UGT = UNDERGROUND TELEPHONE UNE x = SPOT ELEVATION VCP = VITRIFIED CLAY PIPE 0 = TREE OR BUSH WL = WAT% LINE WM = WATE�METER WV = WATER VALVE ? = UNKNOWN OR UNVERIFIED LOCATION CENIE DB 1( a , 3 w p 20' A.C.S.A. WATERUNE _ EASEMENT DB 2749-652 r / o VEPCO ESMT. \ DB 1908-478 IRON END. — 1 D roOtit ti / oa 's. — " K7 p20'Y C / ASPHALT / 20' A. OF 274E-6NE EASEMENT DB 2749R65E IRON END. FF — 00/ — ER M•` ' DB 1 08-4 8— / F CENTEL ESMT. DB 1094-605 / o EASEMENT DB 05-711 S 3('37'34' W 320.18' TMP 32-17B TMP 32-1782 TMP 32-1783 \%\/ TMP 32-17B4 CRUTCHFlELD CORPORATION N/F THOMAS MORGAN & SHERRARD HILL HOWEN N/F THOMAS MORGAN & SHERRARD HILL HOWEN N/F THOMAS MORGAN SHERRAD HILL HOWEN DB 1028-107 DB 5070-36 DB 1033-373 DB 1070-11 / DB 91-340 PLAT DB 413-136 PUT DB 413-136 PLAT 11M 1.) THE MERIDIAN IS BASED UPON PUT REOORED IN DB 663-4 PUT. ELEVATION IS BASED ON BENCH FOUND SHOWN ON TOPOGRAPHIC SURVEY DATED 1999 PREPARED BY WIWAI4 S. ROUDABUSH, INC. 2.) THE LOCATIONS OF EXISTING UNDERGROUND UNLRIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. NO UNDERGROUND INVESTIGATION OF UDLNIES WAS PERFORMED. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO DXnY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. 3.) THIS SURVEY ILES WITHIN FLOOD ZONE 'X', AREAS OUTSIDE OF THE 100 YEAR ROOD 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. 0 WET 26' W.O. f v \ U ILY W'OOOFDARUSITY — y \ NxDlr �TwaP=s7>;7' Ix= z I\/ / J {IRWLE POP. +5880 ` \ �\J ILN— — *06k.7iN0GM�EDBORR4gDEPD 1 UN DEPOF•o^•* ni m i s 021 I Ell 01 ■1 .� 1 ®ll u --FFE=594.62' VD, IRON END. 5 Suzan W zuu.n i �` _ Iu.W SET IN MON. ) GR IITIIX GRAVEL ORA,E _ TMP 32-19E II( CRUTCHFlELD CORPORATION ' DB 913-330, 340 PUT I 0 c� 7 T TITLE SOURCE TMP 32-9C CRUTCHFlELD CORPORATION DB 814-350 DB 863-1, 4 PLAT DB 1944-541, 545 PLAT OWNk TMP 32-9C �t CRUTCHFlELD CORPORATION N Q #1 CRUTCHFlELD PARK CHARLOTTESVILLE, VA 22901 0 I TMP 32-1 SSMI RYM5624' CHARLOTIESVIUE-ALBEMARUE AIRPORT AUTHORITY RM=584.5' IN=553.9" (8• PrD 0Ui=553.Y (8' oe 352a-s22 our-sn.>S (e• P3C) 0 EUEC. TELE. � / 0 H EIEC. TELL. 558 ` ` — — — — 85 N 2T40'39' E 875.40' � IRON END. `\ ASPHALT DI--57g5,9 I ` \ \ \ \ �� 1 ` I \ _ WrP5651Zr-2CPD 565 — —67(� �\ \ 'IyLy' \ SS -UN ( ) NYC 571.1 \' \ \ \\ \ WOODS LN-3B, 73L b' Z560.YY "KP RCP \�� \ \ I I I I z,. I I \ \ mlli�' INW- 'DES NM=56 _ \ V. INV. 564.0' AWH41T 1 aRCP I 821Y HPoE 658.12'PoRCP SDMI 6' PVC RM=5A.3' \_` IN= 6.1' 24' RCP \ \\ 4, \ I 11 D WP5755M01H6 I \\\ 1 T s5.15 KP \ \ \S'� 5 1=565.9' €6 ) OAS CONCRETE WixW* i l +565.8 CONCRETE +565.7 \ eg�y\� \ `- \ ` \ \ \ I I TMP 32-19B I I BM11 N/F COMMONWEALTH OF VIRGINIA ( \ / DEPARTMENT OF TRANSPORANON \ I OF 1904-639 BOOM \ \ Ror I DB 1726-550 PLAT VK 1z 11 I!N(Y CE U1MWOODSSW \ 551.6\ ��II OIR 551.4. 8. TMP 32-9C \ 1 CRUTCHFlELD CORPORATION 11540 QUIET ACRES LANE 12 SWM BASIN 5WM RISER )4' NA CONCJ C\ \ TOP=546.07 IN RWO 8' AL2 � Q J5i POND 1 M= 539.9 18• HPOE / ,IW. 5 CONK. WALK �W 20' AC.SA WATERLINE EASEMENT EASEMENT DB 15BB-183 TMP 32-9D1 N/F LUCILLE T. MILLER OB 2936-652 DB 913-338, 340 PLAT BENCH MARKS BM#1 NAIL & CAP SET ELEV. 557.33' BM#2 NAIL SET TOP CURB ELEV. 578.01' 50 0 50 100 150 WIN BE Will Style: 1' CURVE TABLE ND. ANGUE 1 RADIUS ARC CHORD BEARING LENGTH C1 16'08'38' 1561.22 11158.13 S 24.45'01' E 157.61 C2 02-43.55' 1523.40 124.96 S 15.18.46- E 24.95 _ FFDC SIC �NCE J 18' HOPE WN 5820' �. M1e2B L=6', M MOTH ]4 RIP RAP IRON END. SET IN MON. 39 20' OFAWAOE \ \ \ 1 I1 528�490 AAi SWM/BMP(ACILIIY EASEMENT \ \ \ \\ DB ST 38-k681 74 PLAT \ \ NDODS 1 W 372.56 ER IRON END. TMP 32-6R UNIVERSITY OF VIRGINIA FOUNDATION DB 2712-325 DB 2635-454 DB 4957-692 PLAT G.V. "KIRK' HUGHES MC. 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. TMP 32-19C1 WRB, LLC DB 2944-158 DB 1664-328-329 PUT TOPOGRAPHIC SURVEY CRUTCHFlELD CORPORATION 1540 QUIET ACRES LANE RIO MAGISTRIAL DISTRICT - ALBEMARLE CO., VIRGINIA APRIL 14, 2021 REV. 8-5-21 PREPARED FOR: CRUTCHFlELD CORPORATION KIRK HUGHES & ASSOCIATES LAND SURVEYORS & PLANNERS 220 EAST HIGH STREET CHARLOTTESVILLE, VA 22902 (434) 296-6942 I Z WooLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN Z O F_ Q 7 NQ O LU � Owe Q J � U a) w ® I O Vm/ \ LL W Q) 0 � TI� i 7� L U o � U U EXISTING CONDITIONS EXHIBIT Job Number: 20040 Date: August 9, 2021 Revision: Scale: 1"=50' Sheet No.: C200 2 of 22 copyright © 2021 by Woolley Engineering HATCHED AREA DENOTES STEEP SLOPES OVERLAY - MANAGED SLOPES I SSMH \ I TMP 32-1 SSMH RIM=562.4' I CHARLOTTESVILITE -ALBEMARLE AIRPORT RIM=584.5' IN=553.9" (8" PVC) PROPERTY LINE AUTHORITY OUT 979'7S6(BPVC) ^ o OUT=5531 (8" PVC) Is DB 3524-622 O H ELEC.Z TELE. N O/H ELEC./ TELE./TV __ __-- _ __ _ _ _ 5 / 1 / ��. ' REMOVE EXISTING RIPRAP / 5 \ \ ---- ---- - - - - -_-------- - _ - - - - \ / - ----�/ / cv v i / \ \��--------------- - _ 8" PVC -- Q h -------------5� � -------------- --��-40'3-9"_E 875.40CLEAR TREES AND OTHER LANDSCAPE ____--- W_it-_------ -- --- --_- ---5gee-39-6RA91N-�-SET-$AC-iE D-UE--_R- f- -c--Z�NtN-0 - \\ _ III I I 1 11I 11 \ 1 1\ \ 1 \I 1I 1 I I I I I II II II I III III I I I I I �/I I\` A/X ---------- -- -- DT \ REMOVE EXISTING CURBING. Ic? -- ---------------_--------- DURING PHASE 1 GRADING ASPHALT WITHIN 15OEXITING EDGE OFAVEMENT _- --- - - - - ------_ YH�LY WOODED/BR'USHY=- < - � I \ II I \ \\ ---_-s- - - -_ 6 7�t224, 4TEL ESM'T. APPROX. PPROX. PROPOSED I TIR� EELINJ EU 1094-605 REMOVE EXISTING TREE eNTQe T?p. /------------------- - - - - f------ /-----------------`---___ l \ ABANDON EXISTING STORMWATER MANHOLE / % I ' / / -/T / -- / \ \ \\ \ -� \ ACCESS EASEMENT (SEE SHEET C5.0 FOR g TOP=577 7 --- REMOVE EXISTING DI-1 AN . NEW PROPOSED EASEMENT LOCATION) 24 HPDE/ DI-7 0P�-566` Z4H/D/- _TOP 576-\\\ \ RSISUMMT=-H5 55582..97' 24"iN=565.94HPDE IN 552.9, �8„ MUPE OUT 56524" HOPE_---� /(8' WOODS / I REMOVE AND RE-ROUTE SANITARY SEWER �I I \ ` \ \ _ \ (SEE SHEET C5.2 FOR PROPOSED SEWER) I I II I I I TRIPLE POP. / �`---� 7 \� J RCP 2_ \\ \\ \ \ \ - -----_ :�----- 7- I III I I I I 1 1� //CIY3pGA-/42I "t QUIGET RACRES DEpi REMOVE EMOVE PiORTION /O/F EXISTING SANITARY /NIT/ARY SEWER IIIj 1II II1I1 I i II I II II I i it i1I I I�II I�j 10' LINE AND RE-ROUTE SEWER (SEE SHEET C5.0) ClOs ° �s 0'Ir pLANE l-as cRORIM wo-,,IN=Ss �s.PV) E=588.04' DI-3BL=6' TOP=581.5T3.M DEPTIN=8.1' 4" PVC MH56�05HDPE ' . 24" 612HDPE ASPHALT 24" HOPE /or55 CFDC u- P 26W.O. IT 24" RCP / III / 1/ I / / h �� 2Hoq G TOP=579.24 I 1 1 I I /_. 3 _ IIN=576.8' 12" HPDE SDM=H24" W.O. N=576.9' 6" HPDE 1 I \ \6 0 cBB. OUT=576.5' 12° RCP 6" PVC RIM573IN 124 RCP -3B, L=6' SSH9.2 15' RCP P=590.72' SMH VI 7510' =556.0' 24' RC FIBER OPTIC 0 T_585.5' 12" HDPE RIM= PVCOMCo 578.4 8z'zz ssc6 P C16" W.O. OUT574.Ei37Ts3P 957z.z' \�� \ II I I I I IIII �, II I I I I I I III I / �\ITI I / o ns�T• ... e 3 ti°A� t - zpB„ u_w-os sµ l_zy xCO' 1$ �`c33,mo2f2S2^zM�j ERATOR x rz zo o NcaII IIII IIiIIIIIIIIjiI 1I/ iI I II /I III I jII I / p"o (/ PH4LTI 8" W.O. N \6\EM\O\\VE \�EXIS-III T_I`NGjII R-�I�PR/ARP NTE/OX X CONCRETE CONCRETE SFS _ ASPHALT ASPHALT REMOVE AND RE-ROUTE STORMWATER / I / /V II \I 1 1 TN s1c CONVEYANCE (SEE SHEETC5.0) N/F COMMO T 24s1PODEPARTMEUDBoNc DEPTH=3DRt 1 556.0' 12' HDPE I_5520 28 M�M� URCE UNK. ? ( U4UN..mm m -HB 5E E ABANDON PORTION OF EXISTING DRAINAGE EASEMENT 1.' . (SEE SHEET C5.0 FOR NEW PROPOSED LOCATION) OU550U551.4 I I a A A l I \vv, v v vvv 15,51 A \ \ I SEE ARCHITECTURAL PLANS FOR RE-ROUTING \\ \ \ \ / L TMP 32-9C ABANDON EXISTING STORMWATER MANAGEMENT EASEMENT \ ) I OF EXISTING ROOF DRAIN LEADERS +r CRUTCHFIELD CORPORATION (SEE SHEET C5.0 FOR NEW PROPOSED LOCATION) \ / I \ \ \ \ \ \' \ \ \\,\� `\ � �_ -�-�-L+��Jn.�w#,(ti,t �/�•�.+� N ^ #1540 QUIET ACRES LANE \ I I I \\ \ \\\\ \\\\ \\�i/L� _ � /j//� Lr CONC. nixCZ I��7/ ABANDON PORTION OF EXISTING DRAINAGE EASEMENT /// // �// hi/, //// m I (SEE SHEET C5.0 FOR NEW PROPOSED LOCATION)/''/l m \ \ \ \ \ \ WOODS 1 I III L/ // I \ i \ \ \ \ \ \ \ \ \ \ \ � I I I I ( I I I Jill I I /SWM BASI i - Sy SWM RISER (4 DIA. CONC.) NOTE: \ \ \ \ \\\ \ \ \\ \ M- ��I� 1I III III ///',/ / I / �� S TOP=546.07' -FFE=594.62' SEE PHASING EXHIBIT ON C3.1 \ 1 \ \ \ \ \ \ \ 1 r \ III IIII I I NLJT= 5 9.9 1(PVC FROM POND FOR ORDER OF IMPROVEMENTS O1T= 539.9 18" HPDE m n - o 9�'0 I\ �\ \\ \\\\ \\ \\\\\ \\\IIIIIII\\\ ,\"//l��l� J/ l� _5 590 r c AC.S.A. WATERLINE WM i.FDC M'T. DB 905-711 CONC. Wu CONC. WALK i / �i �/ /i / \ \\\ \\ j \\ \\ \\\ \ \ \\ \\\ \ \ \\, �\ \ \\ �C" c \ IG \ \ (33 BBBBsrBa \ \ \ \ \ �_ - �-'`� \ \ \ I APPROX. PROPOSED TREELINE P� �ENCE \ \ \ \\\ \ \\ \ \ \ \ \ _-- 1 �___-2\\- \\\\\�\ \ I 1 1 1 \ PERMANENT - �EMENi R 581_ \ I \SWVr1 P AC TY $ASEgkl - ----- - - - _ __- - -- \DB\51�8�68, 474\PLq \ \ . HQPFn 18" HD \ I I \ \ TMP 32-19C1 -c \ \ \ \ i \ \ \ \ \ \ WRB, LLC -__ __- \ D \ \ \ I \ \ \ \ \ \ \ \ 2B, L=6' \\\ __ _ - \ \ \ \ \ \ 45 DB 2944-158 PERMANENT 20' DRAINAGE _ _ OP 89.56 _ _ / -- - �- - _ N \ \ \ \ \ \ I I 1 \ \\ \\ \ \ �� \ \ 1 1 \ \ \� DB 1664-328-329 PLAT o EASEMENT DB 5138-456, 463 PLAT - -- IN 58 3' 18 HPDE / I RIP AP \ \ \ \ 1 1 1 \ \ --- -w-- - - - _ ----/ --I- _ _ - \ \ -\ \ \ \ \ 1 1 1 \ \ \ 1 1 I - OUT-5 .2` 18" HPBE - \ --- -- I - \ \ \ \ \ \ OODS \ \ \ mW " M 20' A.C.S.A. WATERLINE V \ 1 \ \ \ ----\--- -- 1 I \ \ \ M / I \ \ \ \------�-- --- t--1------ - I---�-- - - >\ 0 o EASEMENT DB 1588-183 0 \ \ \ \ \ \ W \ \ \ 1 1 I I \ \ \ P -- --- \�� \ �� 30 -� \ S 30`24'11" W 200.77' S 30°24'11" W 329.41' r n \ 1 I I \ \ \\ \ \ 11 S 31`38'17" W 372.56 '�So SCALE: 1"=30' \ SS I I IRON FND. \ \ \ SFT IN MON c nnni rein L E 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville° Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN z O F_ Q Q z � O � LU L®L C1 w _j U O w Q jLL CIO J O _ W U O � U �i U DEMO PLAN Job Number: 20040 OF RIC W. WOOLLEY LIC. NO. 3708e 12-2-2021 $ �1 � IONAL Date: August 9, 2021 Revision: Scale: I" = 30' Sheet No.: CIO 3of22 copyright 0 2021 by Woolley Engineering I IL Z 10 16 15 17 C 4 >o --------------- ---------------- p 1� 1MONO�f �18 dt I 3 I� 8 114 7 PROPERTY BOUNDARY 7 PHASE 1 - FOR EXHIBIT ONLY SCALE: N.T.S. PHAC1= 1 1. PRELIMINARY GRADING FOR ALL PHASES 2. NEW WAREHOUSE BUILDING ADDITION (22,312 SF) 3. LOADING DOCK (13,352 SF) 4. RE-ROUTE EXISITNG SANITARY SEWER 5. RE-ROUTE STORMWATER CONVEYANCE 6. NEW FDC 7. NEW FIRE HYDRANTS (2) 8. INSTALL LATERAL AND PRIVATELY OWNED PORTION OF WATER LINE EXTENSION. STUB OUT AND CAP EACH END (BOTH LINES PRIVATELY OWNED) 9. EXPAND EXISTING EXTENDED DETENTION BASIN 10. PRE-TREATMENT CELL FOR EXTENDED DETENTION BASIN 11. NEW LEVEL II BIOFILTER #1 (2,640 SF) 12. NEW MAINTENANCE BUILDING (1,200 SF) 13. NEW ASPHALT PATH TO MAINTENANCE BUILDING 14. FINISH GRADE FOR MAINTENANCE BUILDING 15. NEW PARKING AREA (59 SPACES + 1 HC SPACE) 16. NEW LEVEL II BIOFILTER #2A (728 SF) 17. NEW LEVEL II BIOFILTER #2B (695 SF) 18. FINISH GRADE FOR PARKING AREA 0 b PHASE 2 - FOR EXHIBIT ONLY SCALE: N.T.S. 22 n PROPERTY BOUNDARY 20 PHASE 2: (PROPOSED IMPROVEMENTS SHOWN FOR BOTH PHASES) 19. NEW WAREHOUSE BUILDING ADDITION (38,657 SF) 20. NEW FIRE HYDRANT AND FDC 21. FIRE ACCESS DRIVE (20' WIDTH) 22. NEW 6" WATERLINE 23. FINISH GRADE AROUND PHASE 3 IMPROVEMENTS 21 :3 19 IN 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 Q Z � o � w 0 W Q U a� w QJ �m J W IL p Q) Z U o � U U PHASING EXHIBIT Job Number: 20040 OF LIC. NO. 37088 N1O0 1-24-2022 ��SSrONAL �% Date: August 9, 2021 Revision: I Scale: As Noted Sheet No.: C3e I copyright © 2021 by Woolley Engineering 4of22 ®� TRANSITION FROM CG-3 TO CG-6 (PHASE 1) STOP S 30'24'11" W 200. PHASE 1: NEW ASPHALT PARKING AREA L Z I 0 WOOLLEY ENGINEERING 50' BUILDING SETBACK ¢ Consulting Civil Engineers PHASE 1: BIOFILTER #2B - 695 SF LEVEL 2 PHASE 1: BIOFILTER #2A - 728 SF LEVEL 2 (SEE SHEET C6.0 FOR DETAILS) 2105th Street NE (SEE SHEET C6.0 FOR DETAILS) Charlottesville= Virginia 22902 (434) 973,0045 N 27'40'39" E 875.40' NEW FIRE HYDRANT (PHASE 2) NEW SANITARY SEWER MANHOLE (PHASE 1) www.WooBey-Eng.com 13° GUM TNEWSJANITARYEWER MANHOLE (PHASE 1) NEW STORM SEWER MANHOLE (PHASE 1) Owner: 30' USE BUFFER / 30' PARKING SETBACK TRANSITION FROM CG-6 Crutchfield Corp. PHASE 1: PRE-TREATMENT CELL FOR TO CG-3 Pal NEW STORM SEWER MANHOLE PHASE 1 NEW CG-2 (PHASE 1) NEW CG-b (PHASE 1) ( ) ( ) 1 Crutchfield Charlottesville, k RP � EXTENDED DETENTION BASIN _— Charlottesville, Virginia (SEE SHEET C6.0 FOR DETAILS) 22911 NEW GRAVEL FIRE A ESS DRI\V HASE P: (434) 817-1000 R5' CONCRETE DRAINAGE NEW FDC (PHASE 2) FLUMEIPHASE 1) R4' R55' %b CONCRETE LANDING (PHASE 2) 3 VSMP/WPO ZR5' 18'TYP I0SPPCEs 910 26SPACES 20' ® PLAN 260.3' O R138' 1 6 ----- -- R d '3 9' TYP R1 ------- %. ® ® INEW CG-6 (PHASE 1) R25' :L7 TYP TRANSITION FROM CG-3 3 TO CG-6 (PHASE 1) CO. R5' R5' DELIVERIES NEW CG-2 (PHASE 1) IEW CG-3 (PHASE 1) R250' / \ p 24" W.O. E 26° W. cwnu A PVC 0 ° 16" W.O. a PVC m pm II N µ 0 ASPHALT I' FDC SIGN 24" R.O. m EXISTING ISTRATIVE A[ ✓E EXISTING (Mc. wax ASPHALT CG-2 TO BE REMOVED AND REPLACED FOR DI INSTALLATION 11 CONCRETE MAINTENANCE BUILDING- 1,200SF (PHASE 1 EXISTING CRUTCHFIELD WAREHOUSE S 30'24'11" W 329.41' NEW FIRE HYDRANT (PHASE 1) 72' 18' TlYP GG3 CG-2 9, TYP 8 SPACES J 44' ,1 115' R4' 4" WIDTH CURB (PHASE 1) GRAVEL ACCESS DRIVE R25' NEW CG-3 (PHASE 1) CONCRETE DRAINAGE FLUME (PHASE 1) — 10.6' 73.04' 60' 0 ETRANSITION FROM CG-6 173.80' (PHASE 1) 69' APPROXIMATE LIMITS FOR CONTRACTOR NEW CONCRETE LOA DING ° TO MILL AND REPAVE EXISTING ASPHALT O 58.5 � DOCK AREA (PHASE 1) 12.67' NEW RAMP WITH LANDING (PHASE 1) ASPHALT (PHASE 4iSPHALT L_27 71'— CONCRETE 18, 40' 8' LF-2 8 } NEW RAMP WITH LANDING (PHASE 1) SEE ARCHITECTURAL PLAN SHEET A8.21 FOR LANDING AND RAMP DETAILS \\\\\\\\\\\ NEW WAREHOUSE EXPANSION (PHASE 2) 38,657 SF FFE = 569.89 NEW WAREHOUSE EXPANSION (PHASE 1) 22,312 SF FFE = 569. NO MAN DOORS ALONG AFDC SIGN INEW FDC (PHASE 1) THIS BUILDING FACE PHASE 1: BIOFILTER PRE-TREATMENT SHEET WMPs�R FENCE CELL (SEE SHEET C6.0 FOR DETAILS) POD _ SWM ACCESS PATH (PHASE 1) � / -- — t*GV _ N / S 31'38'17" 372.56' PHASE 1: BIOFILTER # 1 - 2,640 SF LEVEL 21 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) DASHED LINE ILLUSTRATES CORNER OF PHASE 1 WAREHOUSE EXPANSION TO BE EXPANDED WITH PHASE 2 IMPROVEMENTS NO MAN DOORS ALONG THIS BUILDING FACE ftw° rimer RIP LU SEGMENTAL BLOCK RETAINING WALL TOW = 550.50 BOW = 547.00 Z O F_ Q </ Z 0 V' > LU Ow< U a) w Q j CIO J O V_j LL W U O � U U LAYOUT PLAN Job Number: 20040 Tx OF t,, . E/ `_C `W. WOC/l� LIC. NO. 3708e �O 12-2-2021 Date: August 9, 2021 Revision: Scale: I" = 30' Sheet No.: C400 5 of 22 copyright 0 2021 by Woolley Engineering s 4r 0 H ELEC. -- T5-8LE--O H ELEC. TELE. 5 — �88-ILDINGSETBAEK—— — — — / I I 8. \PVC\ I I I I I I I III III II I III 1I I II It __ ------ — — — — __ — — — — — - \— 1 __ — _ —_—_—_a----�--- ---_—_--_—__--_--_---_---_ __ 584` / _--_— _—_- _ — — — — — — — — — — —D\ �3§<7540` — — — — — — BLOCK WALL TO —BE�INSTALLED \ DURING 13GUAt---------- PHASE 1TOBEPART OFBUILDING WALL ram -- — — — — _ FOR PHASE 2 WAREHOUSE EXPANSION —_ ___— — — — — — — — —K- - ————KE— — — — — — — — -- ----_ _ 7CELL FOR _____ EX NDED DETENTION BASIN _ ----- \l I\\� II \ __, (SEE SHEET C6.0 FOR DETAILS) _ - \ - �� — _ — — _ _ _ — —\\\\ \\\\ — 582 580 ICI I I �i'I I I I / I Seo ///// % 1---� /�-� ----� - -�----�--- I --___� 10 ���\ \\569\ \ \\� \ \ \ ® /,/ , ,� //j� 5---- 1 567 69 77 s:, IS I 574 573 572 571 Sbg I w I 575 0 569 w 578 sroP 588.0 I III I �\•� /`' �,�� \� \\ �—�\ / I IIII 1 II I I I I I I I I I I � / �- T \ A I I / / vv v v / Sba I III I I I I I IIII I I I// \ — 585 ,565:97+ \ \ \ \ \ INSTALL WATERLINE LATERAL AND MAIN ® \ ` \ \ \ \ \EXTENSION UNDER NEW CONCRETE LOADING \ DOCK DURING PHASE 1 STTUB OUT AND CAP ❑ \ \ \ 1 \ II / / / ` / \ \ \ \ \ \ I \ \ \ \ \ \ \ \ BOTH ENDS FOR COMPLETION DURING PHASE 2. ASPHALT 26"W.O. FDC H \ 111 \ // \ � 0 - o 2a" w.o. ■ � \ ', I I' / / / ` / �` \s6 o — _ 2 s PVC III / �1®• > _ — \ I \ \ \ \ \ J / I I I I I I \I \ 1'Q0 \ \ \ \ I I 11 I I I + 565.8 CONCRETE + 565.7 \ \ \ \ \ \ \ \ \ \ 1 1 1 I I I I � b 569- \ \ 569.6 II x� \ \ \ HATCHED AREA DENOTES APPROXIMATE LIMITS FOR CONTRACTOR TO OVER -FILL DURING PHASE I GRADING PHASE 1 WAREHOUSE EXPANSION LOCATION EXISTING CRUTCHFIELD WAREHOUSE HATCHED AREA DENOTES APPROXIMATE LIMITS FOR CONTRACTOR TO OVER -EXCAVATE DURING NOTE: CONTRACTOR SHALL COORDINATEWITH \ \ GRADING INSET \ GEOTECHNICAL ENGINEER FOR TEST PITS \ I SCALE 1 = 30' \ \ DURING PHASE 1 CONSTRUCTION 101 S 30'24'11" W 200.77' / I _ \SS5 7+ \ \ \ APPROX 57 IMATE LOCATION OF FOUNDATION DRAIN TO BE I 1 I I I I I I I^ ^ ^II / 56 I \ \ \ \ \ \ INSTALLED DURING PHASE 1. (SEE ARCHITECTURAL I I 0"'^ I I I I / I \ \ \ \ \ \ PLANS FOR BACKFILL AND DRAIN DETAILS) I I III \ CONCRETE " I / PHALT \ \ \ S1.00 \ \ \ \ — — _ �� �� 566 \ J ) I I I + 565.8 CONCRETE 1- 565.7ASPRALT \ \\ \\ \ \ \ \ I 1 ENC �0. 569.6 1 L 00 565 7 I \ NEW WAREHOUSE EXPANSION \\� —� \ (PHASE 1) 22,312 SF FFE = 569.89 HATCHED AREA DENOTES LIMITS OF GEOGRID \ 555 STABILIZED SLOPES EXISTING CRUTCHFIELD \ 546 — WAREHOUSE \ \\ \ SEE GRADING INSET (TO LEFT) I tWM BA91 FOR EXCAVATION INFORMATION/_ I I CONC. WALK \ 7 III S 30*24' 11 " W 329.41 APPROX. LIMITS OF DISTURBANCE ( L Z 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN Z 0 F_ Q Q Z O LU � 0 Q w _j U a) � LL ® CIO J 0 � ILL w 0 II� _ Z U o � U 1� U GRADING PLAN PHASE I Job Number: 20040 OF RIC W. WOOLLEY LIC. NO. 3708e 1-24-2022 $ J1 �IONAL Date: August 9, 2021 Revision: DU 1 PSMR I \ \ \ \ \ 1 1 ii 1 �\ \ P� FENCE \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ � li Scale: Sheet No.: \ \ \ L _ _ _ / \ \ \ PPROX. LIMITS OF DISTURBANCE (TYP) r S 31'38'17" 372.56�� 1 1 I I \ \ \ \ \ \ \o rn \ \ /�G" AS S3- �V REPLACE RIP RAP PHE 1: BIOFILTER # 1 - 2,640 SF LEVEL 2 PHASE l: EXPANDED EXTENDED DETENTION BASIN -LEVEL 1 \ � \ C4,11 (SEE SHEET C6.0 FOR DETAILS) HATCHED AREA DENOTES LIMITS OF NEW BASIN SSS (SEE SHEET C6.0 FOR DETAILSI copyright 0 2021 by Woolley Engineering 6of22 0 H ELEC.Z TELE. TV w 0 H ELEC. TELE. N _ 58 5 — \ — — — — — _ — — — — ILDINC�S€FB 4EI�= — — — PHASE 3: BIOFILTER #2B - 695 SF LEVEL 2 — _ _ _ PHASE T. BIOFILTER #2A - 728 SF LEVEL 2 — _ — - _ — — — — — — _ (SEE SHEET C6.0 FOR DETAILS) — — — — / 1 (SEE SHEET C6.0 FOR DETAILS) — — — — — — — — — — — --- -- LP 584— �/� —------------ — — — — — — — — — — — ----- /�/� ------------N2°4D'3-FE875:40--— — — — — — — _--------------- — — _—_—__� i —_� _---------30-USEBUFFW/-30'RARK4G-SETSA-CK— --\�--- //// _PHASE I: PRE-TREATMENTCELLFOR ----------- �75—_===-- --- ---- —_� EXTENDED DETENTION BASIN —--- --- --- _ ----- -----—����\\\\�\__�-- 582 ](SEE SHEET C6.0 FOR DETAILS) — — — —— — mow= — —� w w w y w � w�— w _ w i�N — w w — w — 575 X- F> - //// 570 -- -- /---- _ 10 569 A _ 567 \ bg \ 674 S77 w — w I � 578 STO\BY�2 P / / + 59 .4 24" W.O. 26}�\ 16�"W (� ° W.q . t \o. �J 0611 S 30'24'11" W 200. 15 b FDC SIGN R.O. wu i rn 6 PVC N� o� m µ 0 ASPHALT GENERATOR m EXISTING ISTRATIVE A[ ✓E EXISTING ASPHALT 6" PVC CONCRETE EXISTING CRUTCHFIELD WAREHOUSE O 57. I^I III 4 I I + 565.8 ASPHALT CONCH I I I 8\\Pvc I I11\\111I I I I I I I I 1 1 1 1\\(III � I� 569 IIIII al I I I\I I i/( III e568 567 566 1 I I I I I I /CLO 'ROXIMATE LOCATION OF FOUNDATION \ I I I ) UN TO BE INSTALLED DURING PHASE 2. I I I I I I I ARCHITECTURAL PLANS FOR DETAILS) ii i l i I I I I I I I I I I I I I I � I I \565.87+ � 15z / / NEW WAREHOUSE EXPANSION �/�%i (PHASE 2) 38 657 SF FFE = 569 89 / --56 V t / 56. 1 1 I 1 \ 5665.87+ PHALT CONCRETE IL 565.7 \ \ I \ \ `ten NEW WAREHOUSE EXPANSION (PHASE 1) 22,312 SF FFE = 569.89 i APPROXIMATE LOCATION OF FOUNDATI DRAIN TO BE INSTALLED DURING PHASE 2. (SEE ARCHITECTURAL PLANS FOR DETAILS) ox+c. wwc UUNU. WALK \\ \� - C i \ i �� i / ' ` - i ' / 'C i \ 'K / 1 I� 6VIMP51[R \ \ ` ` \ \ \ \ \ \ \ \ \ \ \ \ 1 r iIi I Ililrl i l l i I/ I I III I I I IIIII 11 1 1 1 1 1 1 1 II I I' 11�\ 1 1 I III I IIA II 11 III II lil�l IIIII I� III / I I III I III I APPROXIMATE LOCATION OF FOUNDATION DRAIN TO BE INSTALLED DURING PHASE 2. (SEE ARCHITECTURAL PLANS FOR DETAILS) w Ln o10 ro I Ln Ln n I Fv • �GJ ..'mow//*' C \ I I I 4M BASI / // 0 565i l a/ lui J I i l 1 \�ii �1\�'Ij\\' \gyp\\ I A\\\ W Li W , 1 / / I \\ I I \ \ \\I \� 1 S 30*24'11" W 329.41' u 1 1 I I \ \ \ \ \ \ APPROX. LIMITS OF DISTURBANCE (T ) o >s S 31'38'17" 372.56� rn \ \ SSO PHASE 1: BIOFILTER # 1 - 2,640 SF LEVEL 2 PHASE 1: EXPANDED EXTENDED DETENTION BASIN - LEVEL 1 \ \ APPROX. LIMITS OF DISTURBANCE (TYP) APPROX. LIMITS OF DISTURBANCE (TYP) (SEE SHEET C6.0 FOR DETAILS) HATCHED AREA DENOTES LIMITS OF NEW BASIN S`sS (SEE SHEET C6.0 FOR DETAILS) Pen FENCE \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I ss� L Z 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville° Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN Z 0 F— Q Z ^Q LL � 0 •O LU 0 w J U a) � w Q j CIO J 0 Q LL W Q) 0 Z U o � U 1� U GRADING PLAN PHASE 2 Job Number: 20040 OF RIC W. WOOLLEY LIC. NO. 3708e 1-24-2022 $ �1 1111IONAL Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: C4,12 copyright © 2021 by Woolley Engineering 7of22 EX STORM MH 12 L576.50 RM MH DI-7 DI-7 (TOP TO BE ADJUSTED) BE ADJUSTED) TOP=576.19' TOP = 579.00 N=565.9' 24" HPDE OUT=565.8' 24" HOPE INV OUT = 566.5 24" HDPE = 565.8 24" HDPE INV IN = 568.0 24" HDPE = 565.9 24" HDPE 0 H ELEC.Z TELE ou PROPOSED 29 WIDTH PUBI 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) Qly IPROPOSED NEW STORMWATER MANAGEMENT EASEMENT SEES E C5.3 F R CATION OF WATERLINE TIE-IN N 27'40'39" E 875.40' SS MH 4 13° GUM NEW STRUCTURE #10 WITH Rim = 568.80 PROPOSED 40' WIDTH PU LIC RAI AGE EAS MENT STORM DI 565.0010 24" GRATE TOP DROP INLET INV OUT = 559.90 18 Rim 568.50 INV IN = 560.00 qq MH 3 \ \ CP / AISE TOP OF EXISTING 30' USE BUFFER / 30' PARKING SETBACK Rim = 564.00 INV OUT = \ MANHOLE #12 TO 597' INV OUT = 557.50 0 \ _ - - - - - - - - - - - - - - - - - - - - - - - _ W FIRE HYDRANT TO BE CONSTRUCTED DURING PHASE 2 - NEW INV IN - 557.70 \ \ PoP � �- 5' / S-1 \ CORPORATION STOP AND 5/8" WATER METER WIIHSERVICE LATER-,A0 %d =573.6' V.=571.2' 24'-RCP w - W w - W w - w w - w - w W w - w w - w - w - W w \ \ / ARCHFT-EeTURAL PLAN OR LATERAL CONTINUATION) \ \ / -- - - -MANHOLE - - - - r_� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - k / - - - - - - -- - - - - - - - -- - - - 7�-w\ \ TOP=577.7' 1 STORM DI 9 / SEE SHEET C3.1 AND C4.1 FOR PRIVATELY OWNED PORTION OF WATERLINE / ( 1 `3) / / \ N=5682HPDE h NEW STRUCTURE #9 WITH Rim = 569.00 \ \ ® EXTENSION TO BE BUILT DURING PHASE 1 TO BE STUBBED OUT AND CAPPED 3 UT=566.5' 24"HDPE �_� ROUND DI-1 GRATE TOP INV OUT = 563.80 PE 1 O / 98' / \ \ DI-7 INV IN = 563.90 �O \ 225' 6" PVC TOP 65,9' 2 15 \ S S S S S S 4¢1I OUT-5.9' 24" HPDE ��0 �� 206' 36" HDPE OUT=:S65.8' 24' hIDFE I}l' / _ 24" HDPE �-------- __ / _ � I I / / INV.=581 / / \ I \ A '3 I I , W I R MM 558.9' \ / / 2 Q r t - I I I IN-552.9' �8" PVC) OUT=552.7 (8" PVC) L=0STORM MH 7 T - - - / - - - - - OP=573.a DI-36, L=6' b b OHM#�2 IN-5fl;7 24 YY " R N-560.7 24" RCP (EX STIR WITH NEW IN o C, OUT=560.7' 24' RCP / Rim = 573.80 SS MH ti INV OUT = 560.70 Rim = 565.70 INV IN = 560.76 (24") INV OUT = 561.05 T DELIVERIES CONVERT EXISTING DI-3 ` I I SE OF OF EXISTING TO A STORM MANHOLE b 2Q, \ INV IN = 561.15 6" / \ 4� INV IN = 570.00 (12") N DI T RMSTRUCTURE A INV IN = 563.50 (15") INV IN = 562.20 4" / / NEW WAREHOUSE EXPANSION I I °➢ /�MOSW'R #11 N REPLACE TOP PROPOSED NEW STORMWATER IT UND DI-1 TOP 8 SD INV IN = 563.70 (6') O / (PHASE 2) 38,657 SF FIFE - 569.89 1-1 MANAGEMENT EASEMENT Ry�5681 n Cqy� ® TE=5 TOP=58L57 NEW DI-3B STORM INLET, L = 4' IN--5T�9 0' MCP _ DEPTH N= 3.1 12" HDPE OUT=558.9' 24 RCP ` _ = r4 I I rom I 32"-4Pt G =5 .0' 15" HDPE N=578.1' 4" PVC STORM DI=3B 8 -� / / - 2.9' 24" HDPE FDC = 76.8' 12' HDPE ASPHALT Rim - 577.00 7 �� 26" W.O. s ,? DI-7 INV OUT - 571.00 J �� 24" B' TOP=579.24' ^� - J / y G o IN=576.8' 12" HPDE SDMH EX STORM M16 I I O 24" W.O. IN=576.9' 6" HPDE Rim = 568.10 RIM=577.3' o L=6' 26^ w' coxc. w OUT=576.5' 12" RCP 6' PVC Jv DROP S MH INV OUT = 558.90 COMC�51- o P=590.72' SMH Q RIM=57 .0' n INV IN = 559.00- / (6) 6" ROOF DRAIN TIE-INS. STUB IN 3 FIBER OPTIC- 0 T=585.5' 12" HDPE RIM=578.4' IN=568. '6"PV CONNECTION DURING PHASE 1 -s IN=574.6' IN-566. ' 6"PV DROP S RM MH 5 I 3 16" W.O. T -s z,z2' ouT=574s N=565. ' 6"Pv CUT EXISTING SEWER LINE Rim = 564.32 _ 18^ 0 IN 57 3 OUT=56 .9 (6" C) I I I I AND ADD A NEW MANHOLE INV = 556.1 (24") Nr ( ) !NV 0 T = 556.00 I - Ny SEE SHEET C3.0 a° \ w CONCRETE ti PHALT RAISE RIM OF EXISTING MANHOLE CONCRETE N I # 1 TO 55T ASPHALT ASPHALT T 24" .. b rocscN . f CONC I 08M KEY " w OSanitary Sewer Structure I 3 s OStorm Structure JB- LEcIto µ N o I \ P \ \ New Light Fixtures Boundary I I µ SSMH s R M==555 \ Electrc E NEW WAREHOUSE EXPANSION IN 551.5 (6 \ Pv) Fiber Optic F.O. I O / OUT=551.6 8" PVC Gas G NOTES: ( ) PHASE 1 22,312 SF FFE = 569.89 r OUT=551.4' 8 PVC) I m `n / b / Telephone T I SEE SHEET C5.1 FOR STORM DRAINAGE PROFILES / Outfall 1 Waterline W I I SEE SHEET C5.2 FOR SANITARY SEWER PLAN AND PROFILE / hQ / Rim = 550.00 BP = Break Point I I SEE SHEET C5.3 FOR WATERLINE PLAN AND PROFILE INV OUT = 547.00 Conc. = Concrete + T R I f Cont. = Contractor ' 19 - - - - - - - - EJB = Electric Junction Box 4 q Elev. = Elevation °° i" NOTE: v Ex. = Existing I a FINAL BUILDING FIXTURE COUNTS WILL NEED TO BE [L FDC = Fire Department Connection �y' INIE f z FH =Fire Hydrant I I FOORDINATED WITH THE ALBEMARLE COUNTY SERVICE EXISTING EXISTING UTHORITY, ARCHITECT, AND ENGINEER TO ENSURE THAT GV =Gate Valve I °' Cl 1 RIPRAP HDPE = High -Density Polyethylene I I ISTRATIVE ADDITr CRUTCHFIELD 'IHE PROPOSED WATER METER SIZE IS ADEQUATE PRIOR TO p 9' WIDTH AT 547' ELEV Inv. =Invert VE EXISTING BLD BUILDING INSTALLATION. 11' WIDTH AT 540' ELEV LP = Existing Site Light MH =Manhole PROPOSED NEW FDC TO BE BUILT R.O.W. = Right of Way EX STRUCTURE (TO REMAIN Sant. = Sanitary WITH PHASE 1 IMPROVEMENTS SWM RISER (4' bIA. CONC.� ry I TOP=546.07' SS = Sanitary Sewer I E WEIR=545.54' (4-2'x0.5') St. = Structure I I IN= 540.0' 8" PVC FROM POND OUT= 539.9 18" HPDE UGT =Underground Telephone x a rr� M. wax @1 0 Nw- 4c S 30'24'11" W 200.77' S 30'24'11" W 329.41' PROPOSED NEW (PUBLIC) FIRE HYDRANT WITH 20' WIDTH PUBLIC EASEMENT TO BE BUILT WITH PHASE 1 IMPROVEMENTS L Z 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN Z 0 F_ Q Q Z 0 LLJ ^ / W U0w Q m J O � Q ILL w 0 Z U 0 F_ U 1� U UTILITIES PLAN Job Number: 20040 NTH 0P RIC W. WOOLLEY LIC. NO. 3708e 1-24-2022 1111111IONAL RIP Cl 1 RIPRAP Date: \1` 3' WIDTH AT 547 ELEV August 9, 2021 1 L 6' WIDTH AT 540' ELEV V � i Revision: AFDC SIGN PROPOSED NEW (PUBLIC) FIRE HYDRANT J WITH 20' WIDTH PUBLIC EASEMENT TO BE December 2, 2021 78' BUILT WITH PHASE 1 IMPROVEMENTS 81 _ - IpE January 24, 2022 12' ND Outfall 14 FENCE ODS - 2 ------------- II � Rim = 548.00 P /� INV OUT = 547.00 Piv EL- L A - INV.=582.0' I - 1 Jr tl 1 \ \ //, Drz6� Scale. 1 = 30' TOP=589.56'- - - - - - - - - - - N=583 3 18" HPDE - - _ - - - - - - - - 6Hl 583.2�8' HPfi-- \ Sheet No.: ---- W - - - - W S 31'38'17" W 372.56' SEGMENTAL BLOCK C590 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) 8 of 22 copyright 0 2021 by Woolley Engineering 01 580.00 + 580.00 M Ln -- \ O co II 0 C? / 00 + CO / M h 575.00 / \ a E 575.00 N 01 No 'o Lo h _ O a 1 / HDPE I-36" // Lo 17' 570.00 co LO II II co V M II II = H B o ; 570.00 i na �H / C)Ln a I ILO i - - \ 565.00 �"W W O t 565.00 IIII c � II II 560.00 560.00 135 36RCP @-1.48% o Cn � M/ ^� � �o u h 10 h 10 u u u u 555.00 206 36" HDPE 1.36% - C C C C - - - >>>> - _ - - 555.00 o 8 _ _ 0 + 231' - 36, HDPE @ 1.21 0 Lr)// OLI) II II I 550.00 vo � @ 3.33% - ko o'er 2 HDPE II 0 a s 550.00 - t � _� ID '_ Cq II II � � - c y z 545.00 N N _ 'T •i C C C ° > °' C 545.00 a II II O N O W 1= M >-eg D C J Co J `D h J J N J' = zo 00 �� Cq > N M N M M N M N M N M M > C C 3 11 3 11 11 3 11 3 11 311 0Q. II 0 11 540.00 _ - - ° _ a o 0 o a 2 ° ° ° ;0 h 'o H h '0 h '0 'o n ,n a in 540.00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 0 U 06 585.00 E o V o 06 585.00 -C C14o +0 E 32 7 oP o LO 1u Cqo� N n i a N'o3 =aEa 580.00 U U N K \ 580.00 s� �- =aEE- Co ^ s^ � a) a) / / \ ^moo n M� I II h > II II N r�O W 00 \ N 575.00 E I I LO \ N 575.00 N � r 00 +� r M � I I I I 24„ P I o I � a u o II I I I I I I E)6stin9 -- __ I aMo a _ -- _ � � 570.00570.00 !C _ - Lo 24HE' ° o II II t--_-- I I I I 39'-I&'HDPE 118' - 15" HDPE @0.94% I I I I RCP -_',I 565.00 I @0.78% I I Iri Xlstin924 -'',,_ �_11- 565.00 II a 10 IL-''� _-'� IIII co IIII IIII , 560.00 I I LO " o -'''' g J + V n J M 560.00 h n ° N O co O > O M O II II 0 o E c LO LO LO ° h u u u 11 c c c C u u u u 555.00 > > > > > > o 555.00 �5'� s --- --- OQ� LO o_ (J LO C 11 W a- co O 550.00 b1 N o C � r- C a U > II - 550.00 00 �� o - C 1- � � oa 00 o� o^ or1 LO c N c N'r N N U) Q. 11 > II > v II > 'ITN II > v II II 0 0 Outfall = 547.00 545.00 c 3 a 3 a 3 6 3 a o � h N 'o N :o h o N 'o N 545.00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 L -- 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 F- Q Z ^< O 1 W J O W Q U LU (Q) W Q � J O LL W -Q 0 U o � U U STORM DRAINAGE PROFILES Job Number: 20040 H OF`� � C W. WOOLLEY �41 LiC. NO. 3708 012-2-2021 v ONAL S.'t Date: August 9, 2021 Revision: December 2, 2021 Scale: 1"=30' Sheet No.: C 5.1 9 of 22 copyright @ 2021 by Woolley Engineering rKit-LVNMKULIIVN: TOTAL DRAINAGE AREA = 20.15 AC - NW � ON -SITE = 10.62 AC - ' OFF -SITE = 9.53 AC -4000 doom IMPERVIOUS SURFACE = 7.84 AC ON -SITE = 5.10 AC AQUATIC BENCH ELEV = 578.5 OFF -SITE = AC AQUATIC BENCH ELEV = 578.5 / PERVIOUS SURFACE = 12.31 AC DAM ELEV = 581 ON -SITE = 5.52 AC SPILLWAY ELEV = 580 OFF -SITE = 6.79 AC 50 s�OpoF zsVOQE POST -CONSTRUCTION: ?7s, Spe sioE TOTAL DRAINAGE AREA = 20.15 AC I 6' WIDTH OpF SRO S(QPE ON -SITE = 10.62 AC DTH OFF -SITE = 9.53 AC 4' IW as WIDTHi BOTTOM ELEV = 577 IMPERVIOUS SURFACE = 9.92 AC I = 7.18 AC OFF / PRE-TREATMENT CELL: SECTION A -A -SIT OFF-SITE2.74 10. PERVIOUS SURFACE = 10.23 AC N.T.S. ON -SITE = 3.44 AC ' OFF -SITE = 6.79 AC I PHASE 1: BIOFILTER #2B - 695 SF LEVEL 2 / PHASE 1: BIOFILTER #2A - 728 SF LEVEL 2 (SEE SHEET C4.1 FOR PROPOSED GRADING) I (SEE SHEET C4.1 FOR PROPOSED GRADING) / PROPOSED BIOFILTER #2B DRAINAGE AREA: PROPOSED BIOFILTER #2A DRAINAGE AREA: TOTAL DRAINAGE AREA = 0.48 AC I TOTAL DRAINAGE AREA = 0.50 AC IMPERVIOUS = 0.31 AC IMPERVIOUS = 0.33 AC PERVIOUS = 0.17 AC ' PERVIOUS = 0.17 AC I I PHASE 1: PRE-TREATMENT CELL FOR EXTENDED DETENTION BASIN I VOLUME = 1,988 cf I 6 I -BUILDINGS ACK TOTAL DRAINAGE AREA = 0.89 AC IMPERVIOUS = 0.42 AC PERVIOUS = 0.47 AC PARKING SETBACK ftwo 4waft MPRET 7� 1001domino 8 TOTAL DRAINAGE AREA = 2.13 AC IMPERVIOUS = 1.10 AC PERVIOUS = 1.03 AC CWRF`E MAINTENANCE BUILDING - 1,200 SF WITH ACCESS PATH (PHASE 2) l\ EXISTING CRUTCHFIELD I WAREHOUSE I I I I I I 10 `J 3 0 0 4 Q WAREHOUSE,I 00 EXPANSION (PHASE 2) I R,•Ffq FFE = 569.89 I LE NEW < WAREHOUSE ' E(PHASEI 1) %22,312 SF F P= rSlQRq i ��- FENCE ---- t -1W' MOff / ----------- -------- -- -� / --- N 4'iALL --� CHAINLI FENCE MMVAM W 319� 5 H 7' W 3M58' EXISTING RIPRAP CONVEYANCE CHANNEL - TO BE ALTERED PHASE 1: BIOFILTER PRE-TREATMENT CELL (SEE SHEET C4.1 FOR PROPOSED GRADING) VOLUME = 681 CF PHASE 1: BIOFILTER # 1 - 2,640 SF LEVEL 2 (SEE SHEET C4.1 FOR PROPOSED GRADING) 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. Outfoll # 1 - The stormwater flowing through the existing Filterra BMPs within the parking lot exit the site near the south east corner. This flow does not enter the existing extended detention basin. The existing Filterra BMPs treat a total of 0.89 acres of the site including 0.47 acres of pervious surface and 0.42 acres of impervious surface. Outfall #2 - The existing extended detention basin has a drainage area of 20.15 acres. The pre -construction drainage area consists of a mix of on -site and off -site flows. The on -site flow totals 10.62 acres and the off -site contributing drainage totals 9.53 acres. Post -Construction Site Conditions: Outfoll #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. Outfoll #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 l' 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 St. Biofilter #2A is located within the proposed parking expansion for phase 1 and is 728 St. Biofilter #2B is also located within the proposed parking area and is 695 St. 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 #213 will convey through a gravel diaphragm and then a pre-treatment cell prior to entering the respective biofilter. Forebays will capture over 15% of the overall Treatment Volume for the site 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 � PRE-TREATMENT CELL = 681 CF r BF OJFJ)P� I1 � II CW �� VF JP II J JP JP JP JP JPP a CW II JP JP J II CW 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 BIOFILTER #213 PLAN CONCRETE DRAINAGE FLUME- 1" = 20' GRAVEL DIAPHRAGM - q PRE-TREATMENT CELL = 179 CF ! _1�0111111 VF VF M0P) VF RIPRAP (6" MIN. AGGREGATE) L �E 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN Z O F_ Q Z /-Q LL O O ' W 0 W U a) < Lu Q m J O LLLL w 0 U O � U 1� U STORM WATER MANAGEMENT PLAN Job Number: 20040 OF RIC W. WOOLLEY LIC. NO. 3708e 1-24-2022 $ �1 �IONAL �/ 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 GRAVEL DIAPHRAGM EXISITNG STANDPIPE (TO REMAIN) CONCRETE DRAINAGE FLUME C690 RAISE EXISTING DAM 1' FROM ELEV = 54810 ELEV = 549' PLANTING LEGEND: (3) VF = ITEA VIRGINICA (VIRGINIA SWEETSPIRE) POINT OF INTEREST (22) JP = EUPATORIUM PURPUREUM (JOE PYE WEED) 12of22 copyright 0 2021 by Woolley Engineering �A COUNTY OF ALBEMARLE - Department of Community Development in �+FmNU' 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. Biofrlter 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 at least once a year for the following items: Visual Settlement, Cracking, Misalignment, Erosion, Adequate Groundcover, Trees or Shrubs, Rodent Holes, Seepage, Debris, Undercutting, Scour, and General Functionality. Any problems shall be repaired immediately. TOP OF STRUCTURE = 566.00 4'- 2" STRUCTURE (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 (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 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 (GEOTEX 351 OR EQUIVALENT) 1=15.4% 2.•/ 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. TYPICAL BIOFILTER PROFILE DETAIL N.T.S. TOP OF WALL = INV OUT = 547.00 I� 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 6" O.C. AInQ L" ATDII IAA D(lI VI CCIAI 3; 7 SIoFStOPF b" NON -PERFORATED SCHEDULE 40 PVC PIPE. TO DAYLIGHT BOTTOM OF EXTENDED DETENTION BASIN = 540.00 L Z 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 LL 0 0 ' �) > W 0 < U a) w ® t/) m _J I O ILL�--U n�\ W LL Z U o � U 1� U STORMWATER MANAGEMENT DETAILS Job Number: 20040 OP RIC W. WOOLLEY LIC. NO. 37088/- 12-2-2021 G TONAL �% Date: August 9, 2021 Revision: I Scale: As Noted Sheet No.: C691 SECTION FOR BIOFILTER # 1 N.T.S. copyright 0 2021 by Woolley Engineering 13of22 2016 ROAD & BRIDGE STANDARDS -1 .5 BARS • T C-C n?. NU BARS W B" C-C TYR. ,r.. T11 L T1 T T 30•TER J 1 !r TT TTTTTT7 I TTT..� PLAN WWALLLL THICII)ETURE �SS VARIES PLAN m - CUSS A3 CONCRETE CLASS A3 CONCRETE •: SECTION A -A SECTION B-B NOTM L THE STANDARD SAFETY SLAB (SL-D IS TO RE USED ONLY WHEN SPECFED N THE PLUS ON THE DRAINAGE SUMMARY SHEET ANOAOR THE DRAINAGE DESCRIPTION. FOR MANHOLES JUNCTION 60R3 AO DROP WETS WRAP HEIGHTS GREATER THAN 12 FEET THE SPACIk OF ADJACENT SI . SLABS SHALE BE 6'TD 12'WITH NO SAFETY SLAB LOUM16 WAIN 6 FEET OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW ANY MET PPE OF 30" DIAMETER OR OEATM 2- THE COST OF THE SL-1 IS INCLUDED N THE COST OF THE STRUCTURE. SEE CAST1ER DET IN WNGS FOR J' OOTTHERR WHERE APPLICABLE. STSS OPENINGS ARE TO BEEPS ARE TO TAGGERED BE STD OF STRUCTURE TO THE • 6 BARS B 8 C-C 77P. 4. SAFETY SLAB MAY BE CASTAN-PLACE OR PRECAST. CAST-IN44-ACE CONCRETE TO HE CLASS A3 (3000 PSI). PRECAST CONCRETE IS TO BE M (4000 PSU. REINFORCING . . STEEL TO HE IN ACCORDANCE WITH AASH70 M31. ,••1�•. . �. rjy�ti', 5. ACCESS OPENINGS MAY BE 30• DIAMETER OR 30" SQUARE. WHEN STRUCTURE WIDTH IS LESS THAN 30" THE ACCESS OPO4M SHILL BE RECTANGULAR (STRUCTURE WIDTH BY 30• LONG). TYPICAL PRECAST UNIT ROAN) AND BRvIDGE TNDAOS TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS, SHEET 1 OF 1 REVISION DATE MANHOLES AND JUNCTION BOXES SPE CIFICATION 06./4 VIRGNA DEPARTMENT OF TRANSPORTATION /A" ., M Y." R TYPICAL SECTION (DIMENSIONS MAY VARY WITH MANUFACTURER'S DESIOD 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS GALVANIZED STEEL STEP ST-1 R4 (FADE BO,REBNORCNG ROD ENCASED IN A CORROSION RESISTANT RIBBER OR OTHER MATERIAL APPROVED BY THE ENGINEER. IDMENSION MAY VARY WITH MANUFACTURER'S DESIGN( !q�CORROSION RESISTANT MATERIAL R4 REINFORCING ROD CAL SECTION N STTEP STEPS WILL BE REO RM N ALL STRUCTURES WITH A DEPTH OF 4'-0- OR GREATER UNLESS OTHERWISE NOTED ON THE PLANS. SQ ALL STEPS SHALL PROTRUDE 4V," FROM NSIOE FACE OF i STRUCTURE WALL, MAO" STEP SPACING TO BE 1S" C-C. AMINIMUM OF POUNDS WHEN 4'F/t' THEF TH4E SUPPCE EXTEENNDED FROM THE ORT. STEPS ARE TO BE VERTCALLY ALINED AND UNFORMALY SPACED FOR TIE "ME DEPTH OF NY STRUCTURE. N PRECAST LINTS STEPS MAY BE CAST N PLACE MORTARED INTO HOLES PROVIDED BY THE FABRICATOR, OR FAVEN. MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DNENSO/S. CONIGURATICN, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PR0%EO THEY MEET THE HNNUM REOUEEMMS SHOWN HEREON AND THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH OETNLS NO CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND HAS RECENED WARM APPROVAL FROM THE ENGINEER FOR THE USE J OF SUCH STEPS. - ALL STEPS INSTALLED SHALL BE PROVIDED WITH SLIP -RESISTANT q SURFACES S ��ST NOT CARTED TO. CORRUGATED KNURLED. ED ALUMINUM STEPS SKILL BE FABRICATED N ACCORDANCE 'WITH ASTM B221.ALLOY 6005-T5. THAT PORTION OF THE STEP ENCASED IN MASONRY SKILL BE •WD UNIFORMLY COATED WITH A BITUMINOUS, SOLVENT TYPE ASBESTOS FLUID ALIAMM PIGMENTED COATING CONFORMING TO kEDERAL �LI�LGF SPEWICATON TC-C-0DHNA ALUMINUM STEP SPECIFICATION `� REFERENCE STANDARD STEP ROAD PLAID BIIDIM: STANDARDS VFONA DEPARTMENT OF TRANSPORTATION REVISOR GATE SHEET 1 OF 1 OB.D2 2016 ROAD & BRIDGE STANDARDS ONE TENSION WIRE CLIP EACH LINE POST (NO. 6 GAUGE) 4' +1- TYPICAL SPACING BETWEEN ALL LINE POSTS 10'-0" MAXIMUM 10" AT END POST 8" AT INTERMEDIATES ELEVATION TYPICAL 4' HEIGHT CHAINLINK FENCE DETAIL N.T.S. 2016 ROAD & BRIDGE STANDARDS DM %I SECTION CAST NON %t SECTION STEEL NOTES OTES • LUGS To p-}1 L 2'/," t We .''/P 1D'-4• LONG L DEPTH OF WET (H7 TO BE $(OWN ON PLANS. FOR DEPTH GREATER THAN O' 115E �` ' STNOMO DI-1A A A 2. THE 'H" DIMENSION SHOWN ON THE STANDARDS AND SPECIFIED ON THE PLANS I WILL BE MEASURED FROM THE INVERT OF (V % CAST GALV. ONE WELDED THE OUTFALL PIPE TO THE TOP OF THE IRON STEEL JOINT STRUCTURE.PLAN "DIVISIONSDIVISIONS ARE APPROXIMATE ONLY FOR ESTIMATING N OPTIONAL 66 + WELD ALL PURPOSES AD THE ACTUAL DIMENSIONS BRACE 1®5 I 43.E LBS CTORS DETERMINED �R BETIONS. _ _ }LBS TOOCCOLLLLARR 00NO NCLUDNC I INCLUDING ICONMECTOR 3. WHEN SPECFED ON THE PLANS THE NVERT IS TO BE SHAPED N ACCORDANCE LUGS WITH STANDARD IS-1. THE CAST OF M PLACING �MATERIALS ICIDEN�TAL g/• ._7" yl/,. To THE SHAPING TO BE INCLUDED N THE BD PIECE FOR THE " Ih" a Mh" . V. I I/1" x 4" STRUCTURE. PILAU L �" Eve STUD SHEAR CONNECTORS C IN THE EVENT THE INVERT OF THE (GRATE REMOVED)f- "}" •i ORFALL PPE 6 HIGHER THAN THE BOTTOM OF THE STRUCTURE, THE INVERTY4" SEE DETAIL A OF THE STRUCTURE CEMENT MORTAR TO� SECTION B-B STRONG oR PONDNG OF WATER N THE STRUCTUE. TFE COST OF FURNISHING zv a COLLAR DETAIL MIN RAISED Tp'�MSTOINDA(rrERIN�ONLEH�iTOBE INCLUDED M N THE 80 PRICE FOR THE STRUCTURE, DIE151W5 FOR DUMP NO WASTE ORNNS TO WATERWAYS A. STEPS AlE E TO BE PROVIDED WHEN H IS FOR DETAILS SEE CAST IRON ONL I sr�OGREATTER. DETAIL B e. THIS IrEM MAY BE PRECAST OR CAST- DETNL A o l N "`A�' 1'-2" ,y.g. p-}• /- SEE OETPLACED 7. N4 X 8" "SMOOTH DOWELS AT Ir C-C TO BE IIr-r^ 'I aHIARE / NAPPROXIMA ALL AREAS ADJACENT /� �' JAL �7E DOOW'EELSVENT SETRk1E1NRD. CONCRETE I / MB, OR l Me .6 WIDTH A 2"X4" NOTCH MAY BE PROVIDED. it SEE STANDARD T-O-3, 4 FOR 3" DIAMETER ALTERNATE DESKiII 1yHp Ena D. COLLAR WEEP HOLE 8 j �����������0�� c 6. 3" DIAMETER WEEP HOLE 12"XT2" PLASTIC OR GALV/NZEDWAEEELOTX N"IMF" MFIRMLY 12"-115 -1B" OR 24" iV 4 n HARDWARE:HADIAMETER4 MESH ' NN N., ♦ TO THE OUTSIDE OF THE STRUCTURE D u > A A �������������� 9. TO BE. CAST N PLACE CONCRETE 6 TO BE d ° ' d 1 CLNSS A3 (300E PS), PRECAST - � CONCRETE IS TO BE 400E PSI. SECTION A -A IW I F/ •- -! �tZI D. WARY ALTERNATE ME11g05 OF ANCHORAGE THE APPROVAL OF THE ENGINEER MAY CONCRETE QUANTITIES FOR MIN. DEPTH SEE DETAIL B En BE F MAY BE SUBSTITUTED FOR THE CAST ROAN LUGS AS SHOWN HEREON. CONCRETE PIPE - L440 CU. YD. CONCRETE 15" CONCRETE PIPE - 462E CU. YD, CONCRETE 0.000IT' AP�0%W7E �� CAST IRON 1� I_ �i GRATE 363 S 1B LBS D. OUP NO WASTE DRAM TO WATERWAY LETTERING 6 RECLINED ON ..LL DF1 1e" CONCRETE PPE - L82O CU. YO. CONCRETE _ 111--- ---III CRATES. LOCATION OF LETTERING MAY 2+" cGNcrETE PPE -Lev a. rD. CONCRETE SECTION C-C SECTION D-D VARY BY MANUFACTURER. ADD OA69 CU, YD. PER ADDITIONAL FOOT OF DEPTH- GRATE DETAIL XA= STANDARD DROP INLET ATICIN SREFERENCE REFFERENNCECE ROAR NBRIDGE O GE STDMDS 12" - 2411 PIPE: MAXIMUM DEPTH (H) - 10' VRCMA DEPARTMENT OF TRANSPORTATION z33 SHEET 1 OF 1 REVISION DATE 04.01 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS DI-3A' 38. 3C EXPANSION KEYED FOR DETALS OF WET JOINT •C�ONTT. BARS APPROACH fGUWTATRERpE BAR G GUTTE� a GU TE BAR C 2„ I SUBBASE HARDWARE CLOTH 9 BARS F WEEP HOLE. c I SEE NOTE 8 ------------- STEPS.'SE IS NOTE 3 g. B.. SECTION A -A KEYED CONST. JOINT - MAX. 20' WARPED I- 2'-0-0"�8• 2•-8•' 8•• 2" GUTTER IRB A GR H a 6' BARS G I I- ---_------- - - - --- --� o .•::.7" BARS F BARS E LAB 1A3" DIAMETER - BARS E j WEEP HOLE FRONT ELEVATION BARS F .. 1'-e•' 6" BARS B O - (GUTTER REMOVED) T/i' 3•-0.• B„ 5X'/:• BExr PLATE \ SECTION B B Ll "R TYPE A NOSE DETAIL SHALL BE USED WITH CC-3 & CC-7 STANDARDS. G AN "Xq!• AL1 ANTED TYPE B NOSE DETAIL SMALL BE USED WITH CG-2 S CG-S STANDARDS. v TYPE A TYPE B 12" X 4" STUD SHEAR CONNECTOR WELDED GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN ANGLE OF 58•30' TO ANGLE IRON AT 2-C-C. CONNECTORS AND 6 TO BE ANCHORED WITH ''A" x 4" STUD SHEAR NOSE DETAILS WELDED TO BENT PLATE AT 2-C-C. APPIR. PAVEMENT 2" O-3A L O-08 L DI L_ T- WARPED PAVEMENT I H x �l x �I _-__�-- x FLOW �I F W -••� 1 1 I DETAIL WHEN USED FOR usE aN FADES ADJACENT TO CURB FOR ME N SILOS WITHOUT GUTTER BOTH SIDES TO BE SYM ETRIC& XvooT STANDARD CURB DROP INLET SPECFCATON ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE: MAXIMUM DEPTH (H) • 8' z33 104.09 08/10 VIRGIWA DEPARTMENT OF TRANSPORTATION 3D2 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS SHAPE TO ELEVATION OF MD -PORT OF LARGEST PPE. SHAPE TO CIF I I I I I I I a 9 SLOPE TO DUN TO INVERT OF OUTLET WE SECTION A -A METHOD OF TREATMENT IN DROP INLETS ( A/ NOTES: SHARING OF MANHOLE AND INLET INVERTS N ACCORDANCE WITH \ THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED ON PLANS OR WHERE INVERT OF PPE IS ABOVE INVERT OF ` 1 SLOPENN INVERTOPE TO DR STRUCTURE. OUTLE7 PIPE `• DROP IS TO BE FORTED AND CONSTRUCTED INA CO A H AP ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING. T DETAILEDMIX HEREON 1N TO CONSIST A THE INVERT SHAPING N4 N LASS 3 GLASS ICI CEMENT CONCRETE M% COKOIBING TO CV65 Ar OR CLASS CL EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE UP TO IN DUYETER ARID CONSIST OF STOW. BROKEN ERICK. N' - BROKEN C CONCRETE OR BROKEN CONCRETE BLOCK. THE SU6ACE I SHALL BE LEFT SMOOTH BY MEANS OF HATROWELLING. NO D TE OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED. , DETAILS OF AVERT SHARING AS SHOWN HEREON ARE FOR EXAMPLE PURPOSES ONLY. EACH MANHOLED OR DROP INLET 6 TO BE SHAPE - NOrvIDUALLY TO BEST FIT THE PARTICULAR WET ARID OUTLET CONFIGURATION AND FLOW LINES. SECTION B-B PLAN METHOD OF TREATMENT IN MANHOLES V r STANDARD METHOD OF SHAPING �`RE° ROAD AND RIDGE STANDARDS MANHOLE & INLET INVERTS SHEET 1 OF 1 REVISION DATE 302 Og.Og VNCNA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS z PLACE 5' GALVANIZED " WITNESS " POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS b AS DIRECTED. MARKER LOCATION MAY BE SUBJECT I TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -� M.J. GATE VALVE 2500 P.S.I. CONCRETE b d 2'x 2' BEARING AREA. THRUST BLOCK d a. d 4 d d O Q NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN p7f18--22" To 10' 7 CU. FT. VALVE BOX #68 STONE-1 'e .' ,• 6" GATE '° ° VALVE "' 1 F 8"X6„ TEE 2500 P.S.I. CONCRETE A.' BASE AND THRUST BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE RESTRAINED JOINT FITTINGS WHEN THE SOIL IS DISTURBED OR WHEN A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 IRON THREADED PLUG CLEANOUT ADAPTOR FINISHED GROUND (3" COMIC. RING) q" ADJUSTABLE VALVE BOX VDOT NO. 21A STONE 6" 11,-01, CLEANOUT „Y»� SECTION PLAN O CLEAN OUT not to scale 1" COMPRESSION x 3/4" MALE PIPE COUPLING OR APPROVED EQUAL " TYPE "K" - iOFT COPPER TEE NOTE: NO SWEATED FITTINGS DUAL SERVICE LT SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. 0 O FOR USE ON ATTACHED SINGLE FAMILY RESIDENTIAL SERVICES OR DUAL RESIDENTIAL AND IRRIGATION SERVICES. I� 2' R 1" POMPRESSION x 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-11 � I II I I„ I II � II I II 1�11111 � 1=I I II I I � I I II I I III= 1II-11 10-16" LOCKWING METER BOX BALLVALVE _ (INLET & - OUTLET) 1 -� 36" MIN. - COPPEF Ll 1 8 BEND COUPLING � / ems_ 1 n (II I METER CORPORATION STOP .r „ BRICK AS NECESSARY SAND OR DUST UNDER VDOT SPEC. 203 N0. 57 BOX AND SETTER (2-INCHAGGREGATE min; MINIMUM THICKNESS) . TYPICAL SERVICE LATERAL INSTALLATION (5/8" & 1" METERS) NITS FIG. W-6A A 9N 1/4" PRE -CAST CONCRETE WHEEL STOP not to scale P 9„ SECTION SEAL 1/2" DEEP HOLE W/ MORTAR inT T #4 REBAR STANDARD CG-2 MODIFIED CG-7 5" 2" (WHERE NO R2 4'' R1" BACKFILL) T li„ 1 I-2'-0"-I- -I PAVEMENT NOTE: SEE CURRENT VDOT ROAD AND BRIDGE STANDARDS FOR 6"` CONSTRUCTION » 3000 psi CONCRETE SPECIFICATIONS. CONCRETE CURBING ':1' SLOPE CONCRETE SIDEWALK not to scale LIGHT BROOM FINISH EXPANSION JOINT » SAW CUT CONTROL JOINTS, MAX 6 O.C. EXPANSION JOINTS, MAX 30' O.C. » CONCRETE PATIO SCORE 30"X30" L z 0 WoouL EY 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^ AO vX LU 0 ^� < U wr�/� ® (a) W J O Q LL W JQ O U O � U Bi U GENERAL DETAILS Job Number: 20040 Tx OF tt,, . ERIC W. WOC/lLEY LIC. NO. 3708e 150 1-24-2022 SIONAL V/ Date: August 9, 2021 Revision: Scale: As Noted Sheet No.: C700 14of22 copyright 0 2021 by Woolley Engineering 26" W.O. 0 3 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) 30' USE BUFFER / 30' PARKING SETBACK RIP RAP / / �- - - - - - - - - - - - - - - - - - - - - - - - - 5' + + + * * + -• + ` + + + * + * + + + + * + * + * * + + \ � W III-- WW - W W _W -W _W -W -W _W -W W W -W -W _W x + +I -.11 �. III( ul�. w•••wn-::'•.wiw III/ � w;wn�wwwn.'�Will `;'wn.. ��^B� � - - � � n-w� nwG",.��n'w•��n'p��w I ' w:ww`:n� - .w w,•'dg��w�w�n�w�w�w`nw�w�w�w`�nwn$w•w•• , / I wn ♦ w �z; ► ' �.�w=-nw:wnw',•�w�n�w�n�w�w�w�n�w: ,...: .•��w�w`nw���• w w.•wwnw'w•wn�N�+w `wnn'w`n• tte�rt '••"�w�-••..�wa w w w w w w \ ��wwwwwwwwwwwn. _ rN� , ww wwR..• wwwnwwwww. .�w`nsww`nwnw�•'n wwwwwwww••nww••w lam 11 , 1 T SSMH RIM=562.4' IN=553.9" (8" PVC) OUT=553.7' (8 PVC) DELIVERIES NEW WAREHOUSE EXPANSION (PHASE 2) 38,657 SF FIFE = 569.89 ASPHALT FDC HCCP ?4" RCP b 24" W.O. � ■ / 26" W. coxc. w 6" PVC � 1J RIM 57 OH / SMH / RIM=578.4' IN=568. ' 6"PV J -S IN=574.6 IN=566. 6"PV DROP 16" W.O. T -5 2,22 e BOUT=574.6 W=565. ' 6"PV 18r,�0• P�' OU562.2' � �' OUT=56.9(6" C)IIS\ o m PBnLT CONCRETE ti tP ASPHALT ASPHALTCONCRETE 13FIXf MEADOW MIX (SEE NOTES FOR MIX) �8M�1 n CONC QJB{UIpS $$GQ D T It r I I I County of Albemarle Conservation Plan Checklist -To be placed on Landscape Plans (Handbook, pp 111-284-111-297 for complete specifications) I. The followin items shall be shown on the also: * / ® Trees to be saved; / NEW WAREHOUSE EXPANSION ® Limits of clearingoutside dripline of trees to be saved); + + . + ' + + • + + + • ' + * + + + + + () (PHASE 1) 22,312 SF FFE = 569.89 ® Location and type of protectiveefencing; I + ., ` • + + + „ • • • �r + + + * + � + + ® Grade changes requiring tree wells or walls; I + +*+****`+++* + +`+`+`+++/+✓+• • +`,. `+%++++ + ® Proposed trenching or tunneling beyond the limits of clearing. + + * • * * + + + + + * • • + + " • • • + + + + + + 2. MarlI ® All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. ® No grading shall begin until the tree marking has been inspected and approved by a County Inspector.-- 3. Pre -Construction Conference: ® Tree preservation and protection measures shall be reviewed with the contractor on site. 4. Eauloment Operation and Storage: 0 Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees to be saved. 5. Soil Erosion and Stormwater Detention Devices: ® Such devices shall not adversely affect trees to be saved. 6. Fires' iff Fires are not permitted within 100 feet of the dripline of trees to be saved. 7. Toxic Materials: ® Toxic materials shall not be stored within 100 feet of the dripline of trees to be saved. 8. Protective Fencing: ® 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 Tunaellmt: 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. Damaged 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. CizhJ����>��,��1►�UL:� cep (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 * * + + + * * + * * + +TJ + + + + r r + + + R•+*++++++ + * * + + + + + * + * + + + + * * + + + 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 4ft 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) SYMBOL IQTY I BOTANICAL ICOMMON ISIZE 6 ZELKOVA SERRATA "GREEN VASE" JAPANESE ZELKOVA B&B, 1 1/2 - 1 3/4" Cal. TREE CANOPY CALCULATIONS I@ 10 YRSI SPECIES HEIGHT AREA/PLANT AREA/SPECIES ZELKOVA SERRATA 20' 443 SQ. FT. 2,658 SO. 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 HE = 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 - 1 LB. LOLIUM MULIFLORUM & LOLIUM PERENNE SPRING - 1 LB. COREOPSIS TINCTORIA & RUDBECKIA HIRTA L Z 0 WOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.WooBey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN Z O F_ Q </ Z LU O w U a) w Q m J O ILL LJJ 0 U O � U I� U LANDSCAPE PLAN Job Number: 20040 OF RIC W. WOOLLEY LIC. NO. 3708e 12-2-2021 $ �1 1111111 J'ONAL Date: August 9, 2021 Revision: Scale: 1 " = 30' Sheet No.: L 1 00 17of22 copyright 0 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 (4D): 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 (366): 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 Paved Construction Entrance (3.02) A seventy (70) feet paved entrance shall be placed at the point of vehicular ingress and egress on the construction site. This area shall be used for washing sediment from vehicles exiting the site. Where sediment is transported onto a public road surface, the road shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual subdivision lots as well as larger land disturbing activities. Construction Road Stabilization (3.03) Temporary stabilization with stone of access roads, subdivision streets, parking areas and other traffic areas immediately after grading to reduce erosion caused by vehicles during wet weather, and to prevent having to regrade permanent roadbeds between initial grading and final stabilization. Specific Application: Construction road stabilization shall be applied in areas which require stabilization after preliminary and fine grading. These areas include but may not be limited to the travelways. Silt Fence (3.05) A temporary sediment barrier consisting of synthetic filter fabric stretched across and attached to supporting posts and entrenched. Used to prevent sediment from leaving the site. To decrease the velocity of sheet flows. Specific Application: Silt fence will be used where shown on the plan. eL Inlet Protection (3.07) A temporary sediment filter around a storm inlet or curb inlet, in order to prevent sediment from entering storm drainage systems prior to permanent stabilization of the disturbed area. Specific Application: Inlet protection will be used around storm drainage inlets and curb inlets. 1.. Temporary Diversion Dike (3.09) A temporary ridge of compacted soil constructed at the top or base of a sloping disturbed area. Used to divert sediment -laden runoff from a disturbed area to a stabilized outlet. Specific Application: Diversion Dikes will be used to divert runoff to the traps. g)_ Diversion (3.12) A channel constructed across a slope with a supporting earthen ridge on the lower side. Used to reduce the slope length and to intercept and divert stormwater runoff to stabilized outlets at non -erosive velocities. Specific Application: Diversion will be used in phase 1 to divert water by the access route. ham. Temporary Sediment Trap (3.13) A temporary 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 pp 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 jL Surface Roughening (3.29) This erosion and sedimentation control measure involves creating horizontal depressions on slopes or leaving slopes in a roughened condition by not fine -grading them. This is done to aid in the establishment of vegetative cover or seed, to reduce runoff velocity and increase infiltration, and to reduce erosion and provide for sediment trapping. Specific Application: This form of protection shall be performed on all slopes 3:1 or greater as shown on the accompanying E&S Plan. Slopes less steep than 3:1 should have the soil lightly roughened and loose to a depth of 24"prior to seeding. 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 seeding will apply to all areas on the site that will not be brought to final grade for periods of thirty (30) days to one year. Selection of the appropriate seed mixture depends upon the time of year it is to be applied (See schedule on E&S details sheet.) Specific Application: Temporary seeding shall be applied to all denuded areas prior to permanent stabilization. Temporary seeding shall be used on all fill slopes and diversions. D. Permanent Seeding (3.32) Establishment of perennial vegetative cover by planting seed on rough -graded areas that will not be brought to final grade for a year or more or where permanent, long-lived vegetative cover is needed on fine -graded areas. Specific Application: Permanent seeding will be applied to all portions of disturbed area. 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% N Soluble Potash 8.0% With at least fifty (50) percent of the nitrogen from a non -water soluble organic source. The following measures shall be incorporated during fertilization Apply fertilizer at a rate of 1000lbs./acre. Apply after smooth raking of topsoil. Do not apply fertilizer at same time or with same machine as will be used to apply seed. Till fertilizer into upper two (2) inches of topsoil. Lightly water dry topsoil to depth of six (6) inches at least forty-eight (48) hours prior to seeding to obtain a loose friable seed bed and to aid in the dissipation of fertilizer. The following rates and practices will be adhered to for all seeding that occurs on -site: Apply seed a rate of 6-lbs.11000 sq. ft. evenly at right angles with a spreader or seeding machine. Rake in lightly, covering seed to depth of 118 inch. Do not seed area in excess of that which can be mulched on same day. Do not sow immediately following rain, when ground is too dry, or during windy periods. Roll seeded area with roller not exceeding 112 lbs. Immediately following seeding and compacting apply mulch to a thickness of one (1) inch. Maintain clear of shrubs and trees Apply water with a fine spray immediately after each area has been mulched. Saturate to six (6) inches of soil. MAINTENANCE All erosion and sediment control measures must be maintained and repaired immediately to insure continued performance of their intended functions as stated in the Virginia Erosion & Sediment Control Handbook, Third Edition 1992. In general, all erosion and sediment control measures will be checked weekly and after each runoff -producing rainfall event. All seeded and sodded areas will be checked regularly to ensure that a good stand is maintained. Areas will be fertilized, reseeded and resodded as needed. DISPOSITION OF TEMPORARY MEASURES All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization is achieved or after the temporary measures are no longer needed, unless otherwise authorized by the local program administrator. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. STORMWATER MANAGEMENT A. Stormwater management for the project will be implemented 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. W 01 SOIL MAP SCALE: 1" = 300' two 4D ASHE LOAM 36B HAYESVILLE LOAM 36C HAYESVILLE LOAM 65B FAIRVIEW SANDY LOAM 65C FAIRVIEW SANDY LOAM W WATER L Z 0 NVOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woofey-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN Z 0 F_ Q Z /-Q 0 V Il �� LU OwX � U 0 e Lu ® m J I O Q LL Wes\ W 0 _ Z U�� 0 F_ 1� U EROSION & SEDIMENT CONTROL NARRATI VE Job Number: 20040 OF RIC W. WOOLLEY LIC. 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WOOLLEY SF / I / / W LIC. NO. 3708 a A0 Is 1-24-2022 �� S10NAL St$ '%� 50 Date: \ August 9, 2021 \\ I \ Revision: \\ I I \ December 2, 2021 I I II January 24, 2022 II Scale: 1" = 30' 1 1 I \\ \ \ \ \ \ \ \ \ \ Sheet No.: SS ES201 SAF Spy. copyright 0 2021 by Woolley Engineering 20 of 22 0 H ELEC. TELE. N w 0 H ELEC. TELE. N 58 — / h 5 — �88 = _ _ — — ILDING S€TBAEI� — — — — 58 // — \ — — — — — — — — — — — — — — — — — — — — — — — — — — — — //// i /4� �o ��o ����� _/i//—---------------N2L4O'Vn75:40--------- 1's--GtlpF — — — — — — — — — — — — — — — — — — — — — — \ — _ — — / ------------30UBEBtFFFEk/�0'RARY<INGSETSAZrK= -- —— — — — — — — — — — — — �� �\\ _ — 1 -- — 582 � \\\mac\ — - /,/////// — -- — -- -- =`_ 575 570 1 \ \569\ _ 9 MKCIE 7� 569 W-" 569 577 574, 57it57b SAF \ 6g0o \ STOP—_— — — \Z>- I B 7/�2 588.0 \565:8Z+,� NEW WAREHOUSE EXPANSION - A A / /' v v / (PHASE 01 38 657 SF FFE = 569 8910 6 / ASPHALT \ 1 1 I / / HCP 24" W.O. O— I \\I 26° W. 6 PVC o 577. 16•W.O. IU') / 1 ViP�� rn e ac L GIN n � m � o CONCRETE ti II ASPHALT + 565.8 CONCRETE + 565.7 4 GENERATOR I r-, ASPHALT b FDC SIGN m 24" R.O. I I I � ® CONC I I SSCO QJB-LUIpS $69.6 g m= r n EROSION CONTROL LEGEND r a S 30'24'11" W 200. Wu EXISTING ISTRATIVE AD ✓E EXISTING E EROSION AND SEDIMENT CONTROL - PHASE 3 WORK (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 I 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 ..."LIMITS OF DISTURBANCE ox+c. wwc DUNG. WALK I P� FENCE i I \SAF \ \ \ \ \ S 30'24'11" W 329.41' J ds o �iS III I III ' 'L.V I I I I I IIII I I 1 IIII I / IIII I I 111IIII I I I I IIII I11 I I Ilii ii' I II I ) I� III I I / I I III I I I — 00 LO o to 00 l _ `1 i6 16 Lo :t ;Illi^ Ilr I Uson 1 � milli SS/ L E 0 NVOOLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN Z O F— Q Z /-Q O � � LU O w J U a) w ® j CIO J O L1_ LIJ Q 0 _ Z U o F— U U E&SC PLAN PHASE 3 Job Number: 20040 of v \ I I I 4M BAsir�/ l c l /i SAs •f� I / Woo CN708 . Oa \ Ln Ln h:' / �OA 1-24-2022 yk+4j �sslONAL II / v \ Date: V A V I August 9, 2021 \ \ \ l Jr )\ \ I \ \ Revision: December 2, 2021 I y I I January 24, 2022 I \ \ \ Scale: 1„ = 30' \ 1 ' \ \ \ o \ \ \ \ 1 1 1 I \ \ \ \ 1 1 \ /\ \ \ Sheet No.: S 31'38'17" W 372.56 v�o ar \ \\ \ \ \ \\ Sp ES 2 • 2 `s SAF SLy copyright 0 2021 by Woolley Engineering 21 of 22 TP TREE PROTECTION I P BLOCK & GRAVEL CURB INLET CE O SEDIMENT FILTER SURFACE ROUGHENING 04 WPM 'All RUNOFF WATER WITH OVERFLOW SEDIMENT FILTERED WATER SEDIMENT CURB INLET WIRE SCREEN 2" X 4" WOOD STUD SPECIAL APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. W 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 00� 0 0 O 00 O O O pe 000000000 O 00 DOD DO 2 x 4" WOOD FRAME S\ao0 0000000 / 1.5' MAX. MEE DEBRIS FROM SLOPE ABOVE IS CAUGHT BY STEPS DRAINAGE 2-3' (DEPENDING ON MATERIAL) GREATER THAN VERTICAL CUT STEPS WITH DRAINAGE TO THE BACK. AVOID LOW SPOTS. STAIR STEPPING CUT SLOPES rim GROOVE BY CUTTING FURROWS ALONG THE CONTOUR. IRREGULARITIES IN THE SOIL SURFACE CATCH RAINWATER AND RETAIN LIME, FERTILIZER AND SEED. V OTAI/r ELEVATION OF STAKE AND FABRIC ORIENTATION SPECIFIC APPLICATION ui:rul�nn AT CORNERS THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. EXISTING GROUND STONE CONSTRUCTION ENTRANCE SIDE ELEVATION PLAN VIEW SECTION A -A SILT FENCE EXTEND FILTER STAKE FABRIC INTO TRENCH Ill( / L!Y BACKFILL AND COMPACT THE EXCAVATED SOIL. EDGE OF EX. DRIVEWAY *ADD TO EXISTING GRAVEL AS DIRECTED BY COUNTY INSPECTOR 191111111 TllliiiiiillTllllli-,ll� SAF TEMPORARY SAFETY FENCE CONVENTIONAL METAL IT) OR (U) POSTS POLYETHYLENE FABRIC (ATTACH TO POSTS WITH METAL WIRES) 7 5-0" MIN 18" MIN —1 I ICI I I—III—III—III—III—III-1 I I —I I i tl i I I J.1� 6'-0" MAX � ■1 NOTE: CONTRACTOR MAY SUBSTITUTE TEMPORARY CHAIN -LINK FENCE WHERE APPROPRIATE. GATES AND OPENINGS SHALL BE FULLY COORDINATED WITH THE OWNER PRIOR TO INSTALLATION. ST) ORIGINAL GROUND ELEV. ' SEE TABLE BELOW TEMPORARY SEDIMENT TRAP �, VARIABLE r VARIABLE 1 ,.D 67 CU. YD. /ACRE VARIABLE 67 CU. YD. / ACRE n (EXCAVATED) .� FILTER CLOTH 4' MAX * CLASS I RIPRAP Cross -Section COARSE AGGREGATE CLASS I RIPRAP ��6%9�Drolnage n feet) _ Area (in ac.) DIVERSION i DIKE COARSE AGGREGATE* A �EXCAVATEDf `' FILTER CLOTH f AREA J **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 Outlet (Perspective View) POINTS A SHOULD BE HIGHER THAN POINT B. GENERAL NOTES - SILT FENCE 1) The height of a silt fence will be a minimum of 16 inches and a maximum of 34 inches above ground elevation. 2) Extra strength filter fabric shall be a continuous roll. When joints are unavoidable, a splice may be made at a support post with a 6" overlap. 3) The excavated trench shall be 4 inches wide and 4 inches deep on the upslope side of the proposed location. 4) Support posts shall be a maximum of 10 feet apart where wire support is used, and no more than 6 feet apart where wire is not used. When placing silt fence across a ditch or Swale, the posts are to be set at a maximum 3' interval. 5) The trench shall be backfilled and the soil compacted over the filter fabric. 6) Silt fences shall be removed when the upslope area has been permanently stablized. MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) EXACAVTED AREA I 1-111-111— ORIGINAL (SEE CHART) -I I II III (— GROUND ELE The maximum allowable drainage area is 3 acres. Sediment should be removed from the basin when the volume is reduced by one—half. TEMPORARY SEDIMENT TRAP DATA STRUCTURE DRAINAGE (ACRES) EXCAVATED STORAGE (C.FT.) EX AREA ED (BOTTOM) EXCEPTHED FEET) DRY STORAGE (C.FT.) REQUIRED DESIGN IR LENGTH (FEET) HEIGIR HT (FEET) BERM HEIGHT (FEET) REQUIRED DESIGN 1 1.14 2,063 - 515 4 2,063 - 7 4 2 2 1.65 2,986 - 750 4 2,986 - 10 4 4 L Z I WooLLEY ENGINEERING Consulting Civil Engineers 210 5th Street NE Charlottesville= Virginia 22902 (434) 973,0045 www.Woolley-Eng.com Owner: Crutchfield Corp. 1 Crutchfield Park Charlottesville, Virginia 22911 P: (434) 817-1000 VSMP/WPO PLAN Z O Q Q Z O � ry O w 0 < Ua) LLJ ® (, � m J J O U_ WJQ Q) 0 LL � _ Z U o � U 1� U EROSION & SEDIMENT CONTROL DETAILS Job Number: 20040 OF RIC W. WOOLLEY LIC. NO. 3708e 12-2-2021 �ti qkrONAL S$/ Date: August 9, 2021 Revision: Scale: As Noted Sheet No.: ES3.0 copyright © 2021 by Woolley Engineering 22 of 22